memorandum receipt edr engineers consulting services of

www.northcastleny.com 914-273-3000 x55 Fax-914-273-3075

Serving ~Armonk, No. White Plains, Quarry Heights, Whippoorwill, Windmill Farm

Member American Water Works Association

N.Y. Rural Water Association N.Y. Water Environment Association Westchester Water Works Conference

Sal Misiti Director of Water & Sewer Operations

[email protected] [email protected]

MEMORANDUM

To: Supervisor Schiliro & Town Board Members From: Sal Misiti Date: April 22, 2021 Cc: Kevin Hay, Town Administrator Roland Baroni, Jr., Town Attorney Re: Receipt EDR Engineers Consulting Services of Basis of Design Report- for SD2 WWTP

Enhancement Upgrades Last year, the Town Board authorized my moving ahead with an RFP for consulting services related to the WWTP Operational Enhancement Upgrades. That RFP exercise resulted in the Town Board awarding the project to EDR (Environmental Design & Research, Landscape Architecture, Engineering & Environmental Services, D.P.C.) on May 27, 2020. The RFP for upgrades included five (5) items to enhance the treatment process without increasing the WWTP flow capacity while maintaining the regulated nitrogen removal requirements. These items are as follows:

1. Granular Carbon filtration after the existing denitrification filters in order to remove additional effluent nitrogen.

2. Upgrade the existing Ultraviolet Disinfection System. 3. Sludge thickening equipment upgrade for additional efficiency. 4. Plant water system utilizing clean plant effluent for in plant processes which will put less of a

demand on WD4 5. Upgrade of three in plant pumping station control panels for compatibility with our SCADA

system. I have attached the EDR Basis of Design Report and a memorandum which details their report content, funding opportunities, and a project schedule. EDR will join us for a work session on April 28th to discuss the report, and review any funding opportunities along with the project schedule. Attachments

mailto:[email protected]

EDR 217 Montgomery Street, Suite 1100, Syracuse, New York 13202 315.471.0688 www.edrdpc.com

Memorandum

To: Sal Misiti EDR Project No: 20127

From: Charles Prior, Robert Butterworth, Michael Tamblin

Date: April 21, 2021

Reference: Sewer District No. 2 – Basis of Design Report

This memorandum serves to provide a summary of the February 2021 Basis of Design Report for the Town of North Castle Sewer District No. 2 Wastewater Treatment Plant. 1. Project Recommendations and Cost Estimate – Current Status The February 2021 Basis of Design Report for the Town of North Castle Sewer District No. 2 Wastewater Treatment Plant upgrade recommends the following project:

• Provide new Granular Carbon filters (remove additional nitrogen) housed in a new prefabricated building, including process feed pumps and tankage, backwash pumps and tankage, and instrumentation and controls. .

• Upgrade of UV system (i.e., disinfection) • Sludge Thickening equipment for improved efficiency • New Plant Water system (use plant effluent for sludge processing — less demand on

public water supply) including storage tankage. • Replace three existing in plant pump station control panels (for compatibility with

SCADA)

The opinion of estimated construction costs is $4,500,000. The Town should note that the COVID-19 pandemic and current market forces have led to increased equipment costs and longer lead times for wastewater treatment and pumping equipment. 2. Funding Opportunities The following funding programs have been identified as opportunities for the Town to consider submitting applications with. If other funding programs (i.e., federal infrastructure) become available, each will be reviewed for applicability to the Town’s project.

• NYSEFC Clean Water State Revolving Fund

• NYSEFC Water Improvement Infrastructure Act Grant

• NYSDEC – Water Quality Improvements Program

4/21/2021

Page 2

• Potential federal infrastructure program(s)

For each of these programs, the Town should complete the following actions to best position the Town for funding opportunities. These would include performing the following: Two of these tasks are EDR’s and one is for the Town to do.

• Submit listing form with EFC • State Environmental Quality Review (SEQR) • Bond Resolution

3. Project Schedule

Task Date Town Work Session April 28, 2021

Final Design May – August 2021 Westchester County DOH Submission August 2021 100% Construction Documents September 2021 Bidding October 2021 – November 2021 Town Awards Contracts (allows time for bonding) January 2022 Construction January 2022 – February 2023

4. Next Steps

• Town - Approve recommended project and authorizes EDR to complete final design. • EDR - Submit EFC Listing form on behalf of Town. • EDR - Provide SEQR documentation and guide Town in completing SEQR steps. • EDR – Coordinate with Town on funding opportunities and advise on new program

opportunities. • Position for potential federal infrastructure grants • Town – Pass Bond Resolution (after completion of SEQR)

Basis of Design Report Wastewater Treatment Plant Upgrade Town of North Castle Sewer District No. 2 Prepared for: Town of North Castle 15 Bedford Road Armonk, NY 10504 Prepared by:

Environmental Design & Research, Landscape Architecture, Engineering & Environmental Services, D.P.C. 217 Montgomery Street, Suite 1100 Syracuse, New York 13202 P: 315.471.0688 F: 315.471.1061 www.edrdpc.com February 2021

http://www.edrdpc.com/

Basis of Design Report –Town of North Castle Sewer District No. 2 WWTP Upgrade i

TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY ................................................................................................................................... 1

2.0 PROJECT BACKGROUND AND HISTORY ...................................................................................................... 4

2.1 Introduction .................................................................................................................................................... 4

2.2 Existing Facilities and Present Condition ...................................................................................................... 5

2.2.1 Influent Pump Station and Flow Measurement ......................................................................................... 6

2.2.2 Preliminary Treatment ............................................................................................................................... 6

2.2.3 Equalization Tank ...................................................................................................................................... 6

2.2.4 Equalization Pump Station ........................................................................................................................ 7

2.2.5 Primary Clarifiers ....................................................................................................................................... 7

2.2.6 Rotating Biological Contactor Distribution Box .......................................................................................... 7

2.2.7 Nitrifying Rotating Biological Contactors ................................................................................................... 7

2.2.8 Secondary Clarifier Distribution Box .......................................................................................................... 8

2.2.9 Final Clarifiers ........................................................................................................................................... 8

2.2.10 Filter Feed Pump Station ...................................................................................................................... 8

2.2.11 Denitrifying Filter (Nitrogen Removal) System ...................................................................................... 8

2.2.12 Disinfection ........................................................................................................................................... 9

2.2.13 Reaeration ............................................................................................................................................ 9

2.3 Flows and Loading ........................................................................................................................................ 9

2.4 Effluent Limits and Performance ................................................................................................................. 10

2.5 Reason for Project ....................................................................................................................................... 12

2.5.1 Total Nitrogen Treatment ........................................................................................................................ 12

2.5.2 Sludge Thickener .................................................................................................................................... 12

2.5.3 Plant Water System ................................................................................................................................ 12

2.5.4 Ultraviolet Disinfection System and Existing Building.............................................................................. 13

2.5.5 Instrumentation and Controls .................................................................................................................. 13

3.0 WASTEWATER TREATMENT PLANT IMPROVEMENTS ............................................................................. 13

3.1 Alternative Analysis ..................................................................................................................................... 13

3.2 Alternative No. 1 - No Action ....................................................................................................................... 13

3.3 Alternative No. 2 - Granular Activated Carbon ............................................................................................ 14

3.3.1 Preliminary Design .................................................................................................................................. 14

3.4 Ultraviolet Disinfection ................................................................................................................................. 20

3.4.1 General ................................................................................................................................................... 20

3.4.2 Design Criteria ........................................................................................................................................ 20

Basis of Design Report –Town of North Castle Sewer District No. 2 WWTP Upgrade ii

3.5 Sludge Thickening ....................................................................................................................................... 21

3.5.1 General ................................................................................................................................................... 21

3.5.2 Alternatives ............................................................................................................................................. 22

3.5.3 Design Parameters ................................................................................................................................. 24

3.5.4 Equipment Costs ..................................................................................................................................... 24

3.5.5 Annual Operation and Maintenance Costs .............................................................................................. 25

3.5.6 Advantages and Disadvantages .............................................................................................................. 25

3.6 Electrical ...................................................................................................................................................... 25

3.6.1 Governing Codes and Standards ............................................................................................................ 25

3.6.2 Granular Activated Carbon Building ........................................................................................................ 26

3.6.3 Sludge Thickening ................................................................................................................................... 26

3.6.4 Existing Ultraviolet Systems .................................................................................................................... 27

3.7 Pump Control Panel Replacements ............................................................................................................ 28

3.7.1 Influent Pump Station Control Panel ....................................................................................................... 29

3.7.2 Equalization Tank Pump Station ............................................................................................................. 29

3.7.3 Filter Feed Pump Station ........................................................................................................................ 30

3.7.4 Remote I/O Control Panel ....................................................................................................................... 30

3.7.5 General Control Panel Components ....................................................................................................... 30

3.7.6 Control Panel Screen Development and Sequence of Operation ........................................................... 31

3.7.7 Hazardous Spaces .................................................................................................................................. 31

3.7.8 Temporary Power .................................................................................................................................... 32

3.7.9 Integration ............................................................................................................................................... 32

3.8 Cost Estimate .............................................................................................................................................. 32

4.0 PROJECT FUNDING ...................................................................................................................................... 34

4.1 NYSEFC Clean Water State Revolving Fund .............................................................................................. 34

4.2 Other Programs ........................................................................................................................................... 34

5.0 RECOMMENDATIONS ................................................................................................................................... 35

5.1 Recommended Project ................................................................................................................................ 35

5.2 Project Schedule ......................................................................................................................................... 35

Basis of Design Report –Town of North Castle Sewer District No. 2 WWTP Upgrade iii

LIST OF TABLES Table 1-1. Option No. 1 – Granular Activated Carbon Backwash Storage Tank Cost Estimate .................................... 3

Table 1-2. Option No. 2 – Mudwell Retrofit Cost Estimate ............................................................................................. 3

Table 2-1. Influent Flows and Loading ......................................................................................................................... 10

Table 2-2. SPDES Permit Limitations .......................................................................................................................... 11

Table 2-3. Effluent Performance .................................................................................................................................. 11

Table 3-1. Granular Activated Carbon Influent Pump Design Criteria .......................................................................... 16

Table 3-2. Granular Activated Carbon Backwash Pump Design Criteria ..................................................................... 16

Table 3-3. Granular Activated Carbon Filter Design Criteria ........................................................................................ 17

Table 3-4. Ultraviolet Disinfection Design Criteria ........................................................................................................ 21

Table 3-5. Sludge Thickening Design Parameters ....................................................................................................... 24

Table 3-6. Sludge Thickening Alternative Equipment Costs ........................................................................................ 24

Table 3-7. Sludge Thickening Alternatives Annual O&M Costs ................................................................................... 25

Table 3-8. Electrical Equipment Basis of Design ......................................................................................................... 27

Table 3-9. Option No. 1 – Granular Activated Carbon Backwash Storage Tank Cost Estimate .................................. 33

Table 3-10. Option No. 2 – Mudwell Retrofit Cost Estimate ......................................................................................... 33

LIST OF FIGURES Figure 1 Proposed Site Plan – Option No. 1 Figure 2 Proposed Site Plan – Option No. 2 Figure 3 GAC Building Layout Figure 4 Process Flow Schematic (Normal Operating Mode) Figure 5 Process Flow Schematic (Backwash Mode) Figure 6 Partial Hydraulic Profiles Figure 7 Sludge Thickening – Rotary Drum Thickener Figure 8 Sludge Thickening – Gravity Belt Thickener Figure 9 System Architecture Drawing I Figure 10 System Architecture Drawing II

LIST OF APPENDICES Appendix A SPDES Permit Appendix B Granular Activated Carbon Pilot Test Data

Basis of Design Report – Town of North Castle Sewer District No. 2 WWTP Upgrade 1

1.0 EXECUTIVE SUMMARY As described in the Request for Proposal, the Town of North Castle has commissioned a project to upgrade the existing North Castle Sewer District No. 2 Wastewater Treatment Plant (WWTP) to enhance operations and create further efficiencies in complying with nitrogen loading limits (maximum of 13 lbs. per day) as required by flow weighted averaging at the current permitted flow of 0.50 mgd. An increase of plant design flow is not being considered with this project as flows have stabilized and there is limited development potential. Items as listed in the Request for Proposal include the following treatment plant upgrades:

• Granular Activated Carbon (GAC) adsorption system to enhance further reduce nitrogen in the denitrification filter effluent

• Sludge thickening - ability to increase sludge throughput

• New plant water system to utilize treated effluent for process needs

• Two ultraviolet (UV) disinfection unit replacements

• Pump control upgrades (influent station, equalization tank, and filter feed) - add programmable logic controllers to integrate with existing plant SCADA system

This Basis of Design Report considers each of the treatment plant upgrade items. The Town of North Castle Sewer District No. 2 owns and operates a wastewater treatment facility located on Business Park Drive in the Town of North Castle, County of Westchester, New York. The facility’s most recent plant upgrade was completed in 2009, which was the implementation of nitrogen removal upgrades. This project included the upgrade of the filter feed pump station, addition of the Denitrification Building and filtration equipment, a methanol storage and feed system, and other nitrogen removal system accessories as well as a new UV disinfection unit. In addition, a sludge thickener was added in 2008. These improvements were necessitated since the wastewater facility is part of the Long Island Sound Management Zone 7. The Management Zone includes five WWTP’s in Westchester County including the Town of North Castle Sewer District No. 2. The aggregate Total Nitrogen (TN) effluent limit for Management Zone 7 is 1780 lbs/day. The Town of North Castle’s allocation of this aggregate limit is 13 lbs/day. A pilot study completed from June through October 2015 indicated that the use of GAC filters downstream of the existing denitrification filters improved TN removal by approximately 26%. An increase in efficiencies and improved nitrogen removal is needed for maintenance issues when a treatment tank is taken out of service.


Implementing GAC would include the following improvements:

1. Conveyance of effluent from the denitrification filters to a new flow control structure. 2. Flow Control Structure – Concrete structure with a wet well and pump drywell. The drywell will house the

sludge thickener wash water booster pump (i.e., plant water reuse). 3. GAC Pump Station – Concrete structure where the GAC influent and backwash submersible pumps are

located. A pump station is needed to provide foreword flow from the denitrification filter clearwell through the GAC filters, UV disinfection reactor, and conveyed to the plant outfall.

4. Valve Vault – Concrete structure to house the GAC influent and backwash pump check and isolation valves. 5. GAC Filters – Three new GAC pressure filters, including header influent and effluent piping, automatic valves,

and controls. 6. GAC Backwashing:

• Option No. 1 - GAC Backwash Storage Tank - Concrete structure to provide GAC backwash water storage.

• Option No. 2 - Utilize existing denitrification filter mudwell for GAC backwash storage. Modifications to the existing mudwell feed piping, addition of valving, and the addition of backwash pumps in the mudwell are necessary if this option is utilized. The modifications are warranted to maintain the current function of the mudwell along with the option to utilize it as a backwash storage tank.

7. GAC Building – New prefabricated modular building to house GAC filter equipment, UV disinfection equipment, and system controls.

In addition to the addition of GAC, also included with the project are the following:

1. Two ultraviolet disinfection pressure reactors would be provided to replace the three existing units. The new units would be located in the GAC Building with each sized for the peak flow condition.

2. Replacement of the sludge (i.e., rotary drum) thickener with a higher capacity unit. This would include new conditioning tank, polymer make down unit, wash water booster pump (located in the flow control structure drywell) and other system accessories.

A preliminary opinion of probable construction costs for the project are shown in Tables 1-1 and 1-2.


Table 1-1. Option No. 1 – Granular Activated Carbon Backwash Storage Tank Cost Estimate

Description Estimate(1)(2) Demolition $90,000 Concrete Structures $220,000 Site Work and Piping $600,000 Sludge Thickener $400,000 Control Panel Replacements $230,000 Communication/SCADA Integration $110,000 GAC Effluent Analyzer $20,000 Electrical Improvements $310,000 Construction Contract Subtotal $1,980,000 Construction Contract Contingency $350,000 Construction Contract Total $2,330,000 Pre-Procurement Contract - Premanufactured Building including Foundation, Roof, GAC Filters, UV Reactors, Pumping System, Piping, Controls

$2,170,000

Total Estimated Construction Cost $4,500,000

(1) Estimate includes general conditions, mobilization/demobilization, bonds and insurance, contractor overhead and profit. (2) Estimate based on a construction beginning in 2021.

Table 1-2. Option No. 2 – Mudwell Retrofit Cost Estimate

Description Estimate(1)(2) Demolition $90,000 Concrete Structures $120,000 Site Work and Piping $600,000 Mudwell Retrofit $85,000 Sludge Thickener $400,000 Control Panel Replacements $230,000 Communication/SCADA Integration $110,000 GAC Effluent Analyzer $20,000 Electrical Improvements $310,000 Construction Contract Subtotal $1,965,000 Construction Contract Contingency $350,000 Construction Contract Total $2,315,000 Pre-Procurement Contract - Premanufactured Building including Foundation, Roof, GAC Filters, UV Reactors, Pumping System, Piping, Controls

$2,170,000


(1) Estimate includes general conditions, mobilization/demobilization, bonds and insurance, contractor overhead and profit. (2) Estimate based on a construction beginning in 2021.


2.0 PROJECT BACKGROUND AND HISTORY 2.1 Introduction The Town of North Castle Sewer District No. 2 owns and operates a wastewater treatment facility located on Business Park Drive in the Town of North Castle, County of Westchester, New York. Treated effluent from the facility is discharged to the Wampus River, which is classified as a Class A waterway by the New York State Department of Environmental Conservation (NYSDEC). The Wampus River merges with the Byram River approximately 0.5 miles from the point of discharge. The Byram River ultimately flows to Long Island Sound. In 1985, the United States Environmental Protection Agency (USEPA) began a program to assess the water quality of Long Island Sound. In 2001, the USEPA mandated a 58.5% reduction of nitrogen discharges in designated zones of New York State. The Town of North Castle WWTP, along with four WWTP’s operated by Westchester County, contribute to the portion of Long Island Sound that is designated as Zone 7. In May 2004, NYSDEC initiated a modification to the North Castle WWTP State Pollutant Elimination Discharge System (SPDES) permit to include nitrogen limits. The NYSDEC issued Order on Consent in July 2006 requiring the Town to meet a schedule to comply with the nitrogen limits that were added to the SPDES permit. In response to the Order on Consent, the Town of North Castle evaluated nitrogen removal options to upgrade the Town of North Castle WWTP to meet the new nitrogen limits in the SPDES permit. The evaluation was completed in September 2006 and submitted to NYSDEC and the Westchester County Department of Health (WCDOH). As recommended in the design report, the WWTP was upgraded for improved performance and nitrogen removal to meet the new limits. In addition, the following other projects were also performed by the Town:

1. Evaluation of plant unit processes and recommendations for increasing the maximum monthly flow to 0.50 mgd.

2. Design and construction of needed facilities, including additional rotating biological contactors (RBC’s) and denitrification facilities, for expanding the capacity of the plant to a maximum monthly flow of 0.50 mgd to achieve a maximum limit of TN of 13 lbs/day on a 12 month rolling average.

3. Submitted for, and received, a modified permit to increase plant capacity to 0.50 mgd.


4. In consideration of potential development, performed an evaluation of treatment facilities to increase plant capacity to 0.60 mgd and 0.70 mgd, respectively, in anticipation of continued expansion of the Town’s infrastructure. These evaluations were done based on maintaining the plant’s ability to meet 12 month rolling average limit of 13 lbs/day.

The District has decided not to expand plant flow capacity at this time. Previous studies showed the existing capacity of each unit process was determined to be adequate to reliably treat maximum monthly flows and loadings for a 0.50 mgd maximum month design; however, primary clarifiers and tertiary drum thickener would be reaching their limit. The primary clarifiers are marginally undersized for a maximum month flow of 0.50 mgd based on the Ten States Standards. However, this has not been observed to create operational or performance issues and is not anticipated to do so at flows up to 0.50 mgd because the primary clarifiers are followed by RBC’s, secondary clarifiers, and filtration and, therefore, will not be upgraded at this time. 2.2 Existing Facilities and Present Condition In 2010, the Town completed a project to implement nitrogen removal as well as other improvements These upgrades improved WWTP performance and provided a design capacity for a maximum month flow of 0.50 mgd. The following unit processes are utilized at the treatment plant:

1. Influent pump station 2. Channel grinder/manual bar rack 3. Equalization tank 4. Equalization pump station 5. Primary clarifiers 6. Nitrifying RBC’s with supplemental aeration 7. Final clarifiers 8. Filter feed pump station 9. Denitrifying filter system with a Methanol storage and feed system 10. UV disinfection 11. Post-treatment reaeration


The following sections describe these processes and equipment. 2.2.1 Influent Pump Station and Flow Measurement The influent pump station receives wastewater from two sanitary sewers. The pump station includes three constant speed pumps rated for 460 gpm (0.66 mgd each). A magnetic flow meter is installed in a vault. The meter measures instantaneous and totalized pump flow. 2.2.2 Preliminary Treatment Preliminary treatment for the facility consists of a manual bar rack and a channel grinder. During normal flow conditions, wastewater is pumped from the influent pump station to the headworks channel. Flow is then by gravity through the grinder and then to the equalization tank. If the grinder is out of service, flow is diverted to a bypass channel with a manually cleaned bar rack. 2.2.3 Equalization Tank Following preliminary treatment, flow from the headworks channel is discharged to an inline equalization tank. The equalization tank reduces the variations of influent flows and provides a more regulated flow of wastewater to the downstream treatment processes. Wastewater from the equalization tank is pumped to a distribution box for splitting of flow to the primary clarifiers. Plant recycle flows are discharged into the equalization tank. Plant recycle flows include the following:

1. Decant from aerated sludge holding tank 2. Sludge thickener overflow 3. Denitrifying filter backwash 4. Various plant drains

Flow variations caused by recycled process flows are dampened in the tank, which has an operating volume of approximately 137,000 gallons and is aerated by coarse bubble diffusers to mix the wastewater and reduce the potential for odors. Air for the equalization tank is provided by two positive displacement blowers located in the basement of the plant Control Building. The tank is covered and vented to an activated carbon odor control unit.


2.2.4 Equalization Pump Station Wastewater is pumped from the equalization tank to the primary clarifier distribution box. The pump station consists of two 584 gpm (0.84 mgd) submersible pumps controlled by variable frequency drives (VFD’s) and a level control system. Pump speeds are automatically adjusted based on tank level. Peak hourly flows to downstream treatment processes are limited to 0.84 mgd by the equalization pump station. 2.2.5 Primary Clarifiers Two 16-foot diameter tanks with a sidewater depth of 10-feet provide primary clarification of the wastewater and the initial removal of suspended solids, BOD, and Total Kjeldahl Nitrogen (TKN). Under normal operating conditions, both units are in operation. Settled sludge from each clarifier flows by gravity to a sludge wet well. Primary sludge is pumped from the wet well to the sludge holding tank. Sludge is pumped out of the wet well using two plunger-type pumps located in the basement of the Control Building. Under normal operating conditions, one of the two sludge pumps operates at a time. 2.2.6 Rotating Biological Contactor Distribution Box There are eight RBC’s arranged in four trains of two RBC’s each. Flow from the two existing primary clarifiers is piped to an RBC distribution box, which is equipped with weirs of equal length at the same elevation. This arrangement allows for an equal flow split to each RBC train. The box is equipped with a fifth weir which is to support an additional train of RBC’s in the future. 2.2.7 Nitrifying Rotating Biological Contactors The four trains of RBC’s operate in parallel. Each train is equipped with two RBC shafts in series. The RBC process is an aerobic fixed-film process in which a biofilm, growing on plates of inert polyethylene media, is rotated through the wastewater. Oxygen transfer to the biofilm occurs as it is exposed to the atmosphere. Each shaft is equipped with a supplemental aeration system designed to improve performance during heavy loading conditions by enhancing sloughing and increasing dissolved oxygen in the wastewater. The biofilm removes CBOD from the wastewater by converting it to biomass that sloughs off. The sloughed material flows to the secondary clarifier where it is settled out. The biofilm also removes ammonia from the wastewater by converting it to nitrate (nitrification). The water level in the RBC’s is controlled by the elevation of the weirs in the downstream secondary clarifier distribution box. Baffles are provided to separate the stages of the two RBC’s in each train. The RBC’s are provided with valves and interconnecting


piping so a single RBC can be taken out of service. Each RBC is provided with a valved drain in the event the RBC must be drained for servicing. 2.2.8 Secondary Clarifier Distribution Box Nitrified effluent from the four RBC trains is piped into a distribution box equipped. The distribution box combines RBC effluent flow equally distributes it to the two secondary clarifiers. If a secondary clarifier is taken out of service, an aluminum stop plate can be inserted and flow will not be discharged to that clarifier. 2.2.9 Final Clarifiers Two 22-foot diameter clarifiers with a sidewater depth of 10-feet provide secondary clarification of the wastewater following RBC treatment. Wastewater flows to the clarifiers by gravity from the RBC’s. Settled sludge is pumped to the sludge holding tank. Secondary effluent overflows the clarifier weirs, where it is then piped to the filter feed pump station. 2.2.10 Filter Feed Pump Station Final clarifier effluent flows to a pump station and is then pumped to the denitrifying filter. There are two variable speed pumps with a capacity of 580 gpm each (0.84 mgd). 2.2.11 Denitrifying Filter (Nitrogen Removal) System Deep bed granular media filters are used to denitrify and remove solids in the same process. After the nitrifying RBC process converts ammonia to nitrate, the nitrified effluent passes through a bed of granular media where an anoxic condition is maintained. A fixed-film biological process removes nitrate from the wastewater. An external source of carbon (i.e., methanol) is dosed into the wastewater immediately upstream of the filter to serve as a carbon source for the biogrowth. Since the media generates and captures solids, it is necessary for the media to be periodically cleaned by backwashing. The backwash flow is conveyed by gravity to the equalization tank. The filter goes through a backwash cycle based on a preset time interval or when water level increases to a predetermined setpoint. Filtered water, which is stored in a clearwell is forced up through the bed by backwash pumps. The backwash water is discharged to the mudwell. The mudwell provides a storage volume to dampen the variation in flow generated during the backwash cycle. Backwash water is collected in the mudwell and returned by gravity or by pumping to the equalization tank. The filter, mudwell, and clearwell are combined in a water containing structure. The mudwell and clearwell pumps are


submersible type and a set of two pumps are located in their respective tanks. The mudwell is arranged to allow flow by gravity or by pump. If the mudwell fills to elevation 388-feet, additional influent will flow through a port in the wall, then by gravity to the plant equalization tank. The mudwell pumps can be utilized to control the flow of backwash water to the equalization tank. 2.2.12 Disinfection Following denitrification/filtration, the treated wastewater flows by gravity to three individual UV light disinfection units aligned in parallel configuration (two duty, one standby). Each unit is rated for a capacity of 350 gpm. 2.2.13 Reaeration Filtered, disinfected effluent flows to the reaeration tank. One 2,500 gallon tank is used to store wastewater while two blowers (one active, one standby) located adjacent to the tank provide air to an fine bubble diffuser grid submerged in the tank. 2.3 Flows and Loading Flows and loadings from the February 2016 report were utilized for this study. The data period is from the September 2013 to August 2015.


Table 2-1. Influent Flows and Loading

Parameter Description Influent Flow

Average Annual 0.36 mgd Maximum Month 0.43 mgd Peak Day 0.58 mgd Peak Hour 0.82 mgd Peak Flow Post-Equalization 0.84 mgd

CBOD Loading Average Annual 863 lbs/day Maximum Month 1,185 lbs/day

Total Suspended Solids Loading Average Annual 863 lbs/day Maximum Month 1,310 lbs/day

Ammonia Loading Average Annual 69 lbs/day Maximum Month 94 lbs/day

2.4 Effluent Limits and Performance The Town of North Castle Sewer District No. 2 WWTP is operated under SPDES Permit No. NY0109584, with a permit effective date of March 1, 2017 and expiration date of February 28, 2022. The existing permit allows the facility to treat and discharge a maximum month wastewater flow of 500,000 gpd (0.50 mgd) on a monthly average basis. The Town of North Castle Sewer District No. 2 SPDES permit is part of the Long Island Sound Management Zone 7. The Management Zone includes 5 WWTP’s in Westchester County, including the Town of North Castle. The aggregate TN effluent limit is 1,780 lbs/day. The Town of North Castle allocation of this aggregate limit is 13 lbs/day. Table 2-2 shows the current SPDES permit effluent limits. Refer to Appendix A for the SPDES permit.


Table 2-2. SPDES Permit Limitations

Parameter Effluent Limit Type Flow (Influent) 0.50 mgd Monthly Average CBOD5 5.0 mg/L and 21 lbs/day (1) Daily Maximum Settable Solids 0.1 ml/l Daily Maximum Total Suspended Solids 10 mg/L and 42 lbs/day (1) Daily Maximum pH 6.5 – 8.5 SU Range Total Ammonia (June 1 through October 31) 1.18 mg/L Daily Maximum Total Ammonia (November 1 through May 31) 2.20 mg/L Daily Maximum Temperature Monitor only Daily Maximum Dissolved Oxygen 7.0 mg/L Daily Minimum Fecal Coliform 200 No. / 100 mL 30-Day geometric mean Fecal Coliform 400 No. / 100 mL 7-Day geometric mean Total Zinc 100 ug/L Daily Maximum

(1) Effluent shall not exceed 15% of influent concentration values. A review of discharge monitoring report data from January 2018 through December 2020 was performed for this study. The data was obtained from the USEPA Enforcement and Compliance History Online (i.e., ECHO) website for the Town’s WWTP. Table 2-3. Effluent Performance

Parameter Description CBOD5

Average Annual 3.2 mg/L 9.8 lbs/day

Maximum Month 6.1 mg/L 19 lbs/day

Total Suspended Solids


Maximum Month 9.3 mg/L 26.4 lbs/day

Total Ammonia (Daily Maximum) 1.4 mg/L ((June 1 through October 31) 2 mg/L ((November 1 through May 31)

Total Nitrogen (as N)


Maximum Month 6 mg/L 13.3 lbs/day

(1) Based on discharge monitoring data reported from January 2018 through December 2020.


2.5 Reason for Project 2.5.1 Total Nitrogen Treatment This project serves to upgrade the existing North Castle Sewer District No. 2 WWTP to enhance operations and create further efficiencies in complying with nitrogen loading limits (maximum of 13 lbs. per day) as required by flow weighted averaging at the current permitted flow of 0.50 mgd. A further reduction in nitrogen loading would provide for further flexibility with plant maintenance activities. An increase of plant design flow is not being considered with this project as flows have stabilized and there is limited development potential. Previous evaluations concluded that the plant has sufficient capacity to treat a maximum month design flow of 0.50 mgd and potentially greater flows. In addition, the evaluation concluded that the addition of granular carbon absorption process would be beneficial to the overall reliability of the plant to remove TN to meet a limit of 13 lbs/day on a 12 month rolling average. The GAC process is cost effective when compared to other nitrogen removal processes. It could be used as a full-time treatment process or used on an intermittent process for performance enhancement if a plant upset or overload was to occur. The addition of the GAC process represents a cost-effective approach to optimize plant performance as it reaches its design capacity with the potential to handle short-term overloads. This project includes the addition of a new GAC process for treating denitrified wastewater prior to post-aeration. 2.5.2 Sludge Thickener Since going into service, the sludge thickener has produced excellent results and has reduced sludge disposal costs. It is currently operated five days per week. An evaluation to replace the existing unit is included in this study. The purpose is to determine if a reduction in operational staff time can be realized through the use of a higher capacity unit. 2.5.3 Plant Water System The WWTP currently utilizes water from North Castle Water District No. 4 for in-plant use, which is estimated to be 3,000 to 4,000 gallons per day. Most of this usage is associated with the sludge thickening operation. Implementation of a plant water system that reuses denitrified effluent water would reduce the demand for public water supply. The reduction in public water use would save costs and increase the available supply for offsite potable demand. This project will include the addition of a new plant water system to serve the sludge thickening operation. As a backup to the plant water system, the existing public water supply would remain in place.


2.5.4 Ultraviolet Disinfection System and Existing Building

One of the three existing UV disinfection units was installed during the 2009 improvement project. The two other units, although still operating, have been in service for over 20 years and have reached the end of their useful life. This project will include the replacement of the UV disinfection units in a different, new location. The existing UV Disinfection Building, which is a converted greenhouse, is unheated and uninsulated. During the winter of 2013, snow load created a significant hole in the roof. If this building is to continue to be utilized as a process building, it should be converted to a permanent, heated and insulated building in compliance with applicable codes. Alternatively, the new UV units are proposed to be located in the new GAC Building which will house the GAC units. 2.5.5 Instrumentation and Controls Controls for the influent pump station, equalization tank pumps, and filter feed pumps are currently not connected to the plant’s SCADA system. This project will include replacing the control panels with a PLC based type and integrate each with the current SCADA system. Controls for the GAC system, as well as the new UV disinfection and sludge thickener, will also be integrated with the current SCADA system.

3.0 WASTEWATER TREATMENT PLANT IMPROVEMENTS 3.1 Alternative Analysis As discussed in Section 2, the need for the project is to increase the reliability of the plant to remove TN to meet the Town’s allocation of 13 lbs/day on a 12 month rolling average. The pilot study completed by the Town from June through October 2015 indicated that the use of GAC filters downstream of the existing denitrification filters improved TN removal by approximately 26%. 3.2 Alternative No. 1 - No Action The no action alternative is not feasible. The no action approach would result in no reduction in the plant effluent for TN.


3.3 Alternative No. 2 - Granular Activated Carbon 3.3.1 Preliminary Design The Town of North Castle Sewer District No. 2 SPDES permit is part of the Long Island Sound Management Zone 7. The Management Zone includes 5 WWTP’s in Westchester County, including the Town of North Castle. The aggregate TN effluent limit is 1,780 lbs/day. The Town of North Castle allocation of this aggregate limit is 13 lbs/day. A pilot study completed from June through October 2015 indicated that the use of GAC filters downstream of the existing denitrification filters improved TN removal by approximately 26%. Results from the pilot study are provided in Appendix B. Based on pilot study results, a new GAC system is proposed to be installed downstream of the existing denitrification filters to further reduce nitrogen in the plant effluent. To minimize the project schedule, the system will be comprised mainly of prefabricated units to the extent possible. In addition, based on the current limited use and benefit of the denitrification filter mudwell, the basis of design evaluates two options for backwash storage and pumping.

1. Option No. 1 – Provide new backwash storage tank and pumps 2. Option No. 2 – Utilize the existing mudwell and provide new pumps in the mudwell for pumping

Major components included as part of the new GAC system are as follows:

1. Flow Control Structure – Concrete structure with a wet well and pump drywell. The drywell will house the sludge thickener wash water booster pump (i.e., plant water reuse)

2. GAC Pump Station – Concrete structure where the GAC influent and backwash submersible pumps are located. Preliminary hydraulics were performed as part of the basis of design. The results show that a pump station is needed to provide foreword flow from the denitrification filter clearwell through the GAC filters, UV disinfection reactor, and conveyed to the plant outfall.

3. Valve Vault – Concrete structure to house the GAC influent and backwash pump check and isolation valves. 4. GAC Filters – Three new GAC pressure filters, including header influent and effluent piping, automatic valves,

and controls. 5. GAC Backwashing:

• Option No. 1 - GAC Backwash Storage Tank - Concrete structure to provide GAC backwash water storage.

• Option No. 2 - Utilize existing denitrification filter mudwell for GAC backwash storage. Modifications to the existing mudwell feed piping, addition of valving, and the addition of backwash pumps in the mudwell


are necessary if this option is utilized. The modifications are warranted to maintain the current function of the mudwell along with the option to utilize it as a backwash storage tank.

6. GAC Building – New prefabricated modular building to house GAC filter equipment, UV disinfection equipment, and system controls.

Conceptual site plans for Option Nos. 1 and 2 are shown as Figures 1 and 2, respectively. 3.3.1.1 Flow Control Structure The Flow Control Structure (FCS) will receive flow by gravity from the existing denitrification filters. The FCS will contain two compartments: a wet well and drywell for the sludge thickener wash water booster pump. The wet well compartment will include an adjustable weir to provide a constant flooded suction on the sludge thickener wash water booster pump. The drywell compartment will house the sludge thickener wash water booster pump and a suction line/valve for a future plant water system pump. Flow over the adjustable weir will be conveyed by gravity to the GAC pump station.

3.3.1.2 Granular Activated Carbon Pump Station The GAC pump station will house the GAC influent and backwash pumps and an adjustable overflow weir. A total of four submersible pumps (i.e., two GAC influent pumps and two GAC backwash pumps), complete with base elbows and a guiderail removal system, will be provided. The wet well will be equipped with an aluminum hatch for accessing the equipment for maintenance and pump removal. The influent pumps are sized to accommodate average daily and peak flows with two or three GAC vessels operating in series. A parallel option to operate the vessels can be achieved through system control adjustments. A level transducer will be used to control the influent pumps coupled with VFD’s to maintain a constant wet well level throughout the pumps operating range. If the incoming flow rate falls below the minimum pump range, the pumps will cycle on and off depending on wet well level. Table 3-1 provides design criteria for the influent pumps.


Table 3-1. Granular Activated Carbon Influent Pump Design Criteria

Parameter Description Number of Pumps 2 (1 Duty and 1 Standby) Max Design Point (Max Operating Range) - Two GAC Vessels in Series 650 gpm @ 46 feet Min Design Point (Min Operating Range) - Two GAC Vessels in Series 200 gpm @ 21 feet Max Design Point (Max Operating Range) - Three GAC Vessels in Series 600 gpm @ 49 feet Min Design Point (Min Operating Range) - Three GAC Vessels in Series 200 gpm @ 26 feet Horsepower 12.1 Hp Max Speed 1460 rpm Impeller Diameter 250 mm Voltage/Phase 208/3

The backwash pumps will be sized to accommodate the backwash flow rate as recommended by the GAC filter manufacturer. The pumps will include VFD’s to optimize the recommended backwash flow rate. Design criteria for the backwash pumps is provided in Table 3-2. Table 3-2. Granular Activated Carbon Backwash Pump Design Criteria

Parameter Description Number of Pumps 2 (1 Duty and 1 Standby) Design Point (Recommended GAC Backwash Flow Rate) 1130 gpm @ 54 feet Horsepower 25 hp Max Speed 1755 rpm Impeller Diameter 234 mm Voltage/Phase 208/3 Normal Pump Operation Pumps turn on and run at a predefined flow rate for

a predefined time at which point the pumps turn off. A level transducer will initiate shutdown if a low-level alarm is reached.

3.3.1.3 Valve Vault

The valve vault will house isolation valves and check valves for the GAC influent and backwash pumps. The vault will be equipped with an aluminum hatch for accessing the equipment for maintenance. 3.3.1.4 Granular Activated Carbon Filters Three new GAC pressure filters, associated piping, and controls will be provided. To achieve a targeted TN removal of 25%, the GAC filter system will utilize two vessels in series as duty filters (lead and lag) with the third filter on standby.


The GAC feed, filter discharge, backwash discharge, and interconnecting piping will be preassembled and mounted on a skid for installation by the prefabricated building manufacturer. Refer to Figure 3 for the conceptual layout of the GAC Building. Electric actuated valving will provide a fully automated system allowing the system to cycle from normal operation to backwashing automatically using operator setpoints. Normal operation will consist of GAC influent pumps, pumping through the duty filters until a predefined pressure differential through the filters is met, at which point a backwash cycle will initiate. Programming within the control panel will allow for backwashing to be performed manually at the operator’s discretion or occur according to a defined time interval. Automated valving will open/close the appropriate valves allowing for backwashing to begin and backwash water to be discharged to the waste line. To allow for adequate cleaning, filters will undergo backwashing for a duration of 8-10 minutes according to the manufacturer’s recommendations. Filter backwash will be followed by a forward flow to waste cycle lasting 3-5 minutes. Once the backwash/wasting cycle has concluded, valving will be adjusted and normal operation can commence. To reduce the potential for bridging, the lead and lag filters can be alternated periodically (daily, weekly, as necessary) as selected by the operator. Refer to Figures 4 and 5 for process flow schematics for normal and backwash modes. Discharge from the backwash discharge will be conveyed by gravity to ultimately discharge to the equalization tank. Design criteria for the new filter system is included in Table 3-3. Table 3-3. Granular Activated Carbon Filter Design Criteria

Description Parameter Design Flow 583 gpm (0.84 mgd) Backwash Flow Rate 1130 gpm (8-10 Minute Duration) Total Empty Bed Contact Time (EBCT) 15 min (7.5 Min Per Vessel) Number of Vessels 3 (2 Duty and 1 Standby) Tank Diameter 12 ft Area per Contactor 113 sf Tank Side Shell Height 10 ft Media Aquasorb L27 Carbon Media (Basis of Design) Media Depth 5.2 ft

Additional piping connections with valves and quick connects will be provided for filter draining, media fill, and media removal. Three sample ports with sample valves per filter are located at 25%, 50% and 75% bed depth. A general arrangement of the GAC filter system is illustrated below.


3.3.1.5 Granular Activated Carbon Media Replacement An evaluation by the GAC manufacturer was performed to estimate the GAC media replacement timeframe. It has been estimated that carbon replacement would be required between two and five years, with an average duration of 3.5 years after startup of GAC vessel operation. It was noted that during the pilot, the GAC manufacturer did not observe breakthrough which is a primary factor in determining estimated carbon life. The basis of design for the GAC vessels includes the same carbon media as utilized during the pilot study. 3.3.1.6 GAC Backwashing 3.3.1.6.1 Option No. 1 – Granular Activated Carbon Backwash Storage Tank The GAC backwash storage tank will provide 17,000 gallons of storage for backwashing one of the GAC filters. When the backwash sequence has been initiated, the GAC influent pumps will shut off, allowing for flow from the flow control structure to fill the wet well and spill over the adjustable overflow weir, filling the backwash storage tank. Once the


storage tank has filled to a predetermined level via level sensor, an automated valve will open, allowing flow back into the wet well. The backwash pumps will be started to complete the backwash cycle. Once the backwash cycle is complete, the interconnecting piping/valving will be closed and normal operation will resume. To prevent the accumulation of biological growth, the storage tank will remain empty until a backwash cycle is initiated.

3.3.1.6.2 Option No. 2 – Existing Denitrification Filter Mudwell While a new structure specifically designed for backwash storage will provide minimal impacts to the existing plant operation, an option utilizing the existing denitrification mudwell for GAC backwash storage was considered. The existing mudwell (approximately 25,000 gallons) includes two submersible pumps that convey denitrification filter backwash to an effluent chamber located outside of the mudwell. The mudwell serves to provide a storage volume (i.e., equalization) of filter backwash which normalizes and reduces the peak flow filter backwash to the existing equalization tank located at the influent end of the flow process. Filter backwash flows from the effluent chamber to the existing equalization tank by gravity. The mudwell also has an overflow pipe that leads to this effluent chamber. Reportedly, this overflow pipe functioned adequately for denitrification filter backwashing while the mudwell pumps were not in service. As such, it is believed that the denitrification filter backwash can bypass the mudwell and flow directly to the effluent chamber leaving the mudwell water storage volume potentially available for GAC backwash storage. The denitrification filter backwash piping leading to the mudwell would be modified and valved to go directly to the effluent chamber (normally open) or the mudwell (normally closed). A slide gate would be installed on the wall between the existing denitrification filter clearwell and mudwell which will hydraulically connect the two wells. This gate will allow denitrification filter effluent to enter the mudwell. The effluent would be utilized as the backwash water source, similar to Option No. 1. Two new submersible pumps will be installed in the mudwell for pumping the GAC backwash to the GAC filters. The existing mudwell pumps will remain intact and space on the site will be allotted for a backwash storage tank (i.e., Option No. 1) should the mudwell be returned to normal operation (mudwell) for the denitrification filter.

3.3.1.7 Granular Activated Carbon Building To house the new GAC and UV disinfection equipment, a premanufactured modular building consisting of two 15-feet by 48-feet sections will be delivered and joined onsite. To accommodate the GAC filters, a 12-foot ceiling height is


required; due to shipping constraints, the roofing system will be installed onsite. The premanufactured building units will consist of a fabricated structural steel base with conventional framed walls and roofing. Exterior finishes will be chosen to match the existing buildings onsite, whereas interior finishes will consist of water-resistant materials. The building will be furnished as a complete system, including the GAC filters, GAC pumps and controls, UV disinfection system, interior piping, electrical, heating, ventilation, plumbing, and dehumidification upon delivery as to provide for a fully functional system. Utilities to the building will include the main electrical connection, control/signal wiring, electrical connections between building sections, and piping connections between building sections, to the GAC filter inlet, backwash waste connection, and the UV reactor outlet piping. 3.4 Ultraviolet Disinfection 3.4.1 General Following the GAC filters, two new, closed vessel UV reactors located inside the GAC Building will provide effluent disinfection prior to being discharged to the existing post aeration chamber. Valving on both sides of the UV reactors will allow for either of the reactors to be isolated for maintenance. Reuse of the existing UV reactors was considered with this project. Currently, there are three units with one out of service. The newer of the two remaining units was installed in 2008. Upon review of the units’ product data, they are designed for a peak flow condition of 350 gpm (0.5 mgd), which is less than the peak flow condition for the proposed project, which is 580 gpm (0.83 mgd); therefore, the units are proposed to be replaced with two units, each sized for peak flow. 3.4.2 Design Criteria The design criteria for the UV disinfection system is provided in Table 3-4.


Table 3-4. Ultraviolet Disinfection Design Criteria

Parameter Description Reactor Configuration 1 Duty and 1 Standby Reactor Construction 316 Stainless Steel Flow Capacity per Reactor 580 gpm Lamp Design Low-Pressure, High-Intensity Amalgam Number of Lamps per Reactor 18 Reactor Flange Size 10 inches Headloss 10 in (@ 580 gpm through 1 Reactor) UV Transmittance 65% (Minimum) Total Suspended Solids 5 mg/l (30 Day Average, Grab Sample) Disinfection Limit 200 Fecal Coliform per 100 ml

(30 Day Geometric Main, Consecutive Daily Grab Samples) Design UV Dose 30 mJ/cm2 (Third Party Bioassay Validated) Power Distribution Centers 2 (1 per Reactor) Electrical Requirements One 240V, 1-phase, 2W+GND, 60 Hz, 4.9 kVA per Reactor

Preliminary hydraulic profiles of the liquid process flow from the denitrification filter to the outfall, backwash storage tank, and from the storage tank to the existing equalization tank are provided in Figure 6. 3.5 Sludge Thickening 3.5.1 General Sludge from the primary and secondary clarifiers is comingled in aerated sludge holding tanks prior to thickening. Sludge thickening is accomplished with a rotary drum thickener (RDT) installed in 2008. To increase solids handling throughput capacity and optimize operations, two alternatives were considered: a new rotary drum thickener and a new gravity belt thickener. Both alternatives will include a new polymer make down system, flocculation tank with variable mixer, sludge flow meter, wash water booster pump, and controls specifically designed for the proposed thickening equipment. Refer to Figures 7 and 8 for a conceptual plan layout of each option.


3.5.2 Alternatives 3.5.2.1 Rotary Drum Thickener Similar to the existing rotary drum thickener, sludge is flocculated with polymers and the released water is drained by gravity through a rotating filter drum. The proposed RDT includes the following major components:

1. Stainless steel tubular frame 2. Machined bearing pads 3. 4-feet diameter x 8-feet long independent, variable speed drum 4. Stainless steel wetted parts and hardware 5. Self-cleaning adjustable angle belt showers 6. Zero speed drum switches 7. Severe duty variable speed drum motor 8. Polymer injection and polymer/sludge mixing systems consisting of an injection ring, variable vortex mixer,

and reducing fittings 9. Emulsion polymer make down system with 5 gph progressive cavity neat pump and 1,200 gph dilution water

capability 10. Stainless steel flocculation tank with variable mixer 11. Magnetic flow meter with grounding rings and remote display head 12. 5 HP wash water booster pump; the pump will be in the drywell portion of the flow control structure 13. Filtrate wash water recycle system including level sensor, dual basket strainer, a low water pressure switch

and electrically actuated full port valve 14. Stainless steel thickened sludge discharge hopper with pressure transducer for automatic level control and

high-level sensors 15. NEMA 4X junction boxes 16. NEMA 4X Control Panel with an Allen Bradley Compact Logix PLC, Allen Bradley 12-Inch Color Panelview

Plus 7 OIT, Ethernet communication and interlocks and controls for the RDT, booster pump and ancillary equipment


3.5.2.2 Gravity Belt Thickener A gravity belt thickener (GBT) employs gravity drainage through a filter belt to thicken polymer conditioned sludge. The sludge is continuously turned, encouraging the drainage of more water. The proposed GBT includes the following major components:

1. Stainless steel plate frame 2. Machined bearing pads 3. 7-feet long independent, variable speed belt 4. Stainless steel wetted parts and hardware 5. Self-cleaning adjustable angle belt showers 6. Zero speed belt switches 7. Severe duty variable speed motor 8. 1 HP hydraulic power unit with 10-gallon, stainless steel reservoir 9. Polymer injection and polymer/sludge mixing systems consisting of an injection ring, variable vortex mixer,

and reducing fittings 10. Emulsion polymer make down system with 5 gph progressive cavity neat pump and 1200 gph dilution water

capability 11. Stainless steel flocculation tank with variable mixer 12. Magnetic flow meter with grounding rings and remote display head 13. 5 HP wash water booster pump; the pump will be in the drywell portion of the flow control structure 14. Filtrate wash water recycle system including level sensor, dual basket strainer, a low water pressure switch

and electrically actuated full port valve 15. Stainless steel thickened sludge discharge hopper with pressure transducer for automatic level control and

high-level sensors 16. NEMA 4X junction boxes 17. NEMA 4X Control Panel with an Allen Bradley Compact Logix PLC, Allen Bradley 12-Inch Color Panelview

Plus 7 OIT, Ethernet communication and interlocks and controls for the GBT, booster pump and ancillary equipment


3.5.3 Design Parameters Design criteria for the existing RDT, proposed RDT, and GBT is provided in Table 3-5.

Table 3-5. Sludge Thickening Design Parameters

Parameter Existing Rotary Drum Thickener

Proposed Rotary Drum Thickener

Proposed Gravity Belt Thickener

Hydraulic Loading (gpm) 50 100 100 Sludge Feed % Solids 1 1 1 Operation (Days/Week) 5 3 3 Operation (Hours/Day) 7 6 6 Operation (Hours/Week) 35 18 18 Sludge Production (Gallons/Week) 105,000 108,000 108,000 Sludge Production (Lbs/Week) 8,762 9,013 9,013 Sludge Quantity (Dry Tons/Year) 228 234 234 Solids Loading (Lbs/Hour) 250 501 501 Polymer Dosage (Lbs/Dry Ton of Sludge) 10 - 16 10 - 16 6 - 8 Discharge % Solids 5 +/- 5 +/- 5 +/- Wash Water Consumption (gpm) 15 24 15

As shown in Table 3-5, the major difference between the proposed RDT and GBT is polymer dosage; the GBT is anticipated to use half the polymer than the RDT. The estimated polymer usages are based on similar plants and sludge types not specific to North Castle; therefore, bench testing of the sludge should be performed to refine the actual polymer dosage. 3.5.4 Equipment Costs Estimated equipment costs are provided in Table 3-6.

Table 3-6. Sludge Thickening Alternative Equipment Costs

Alternative Cost Rotary Drum Thickener and Ancillary Equipment $183,500 Gravity Belt Thickener and Ancillary Equipment $188,500


3.5.5 Annual Operation and Maintenance Costs Estimated annual operation and maintenance (O&M) costs are provided in Table 3-7.

Table 3-7. Sludge Thickening Alternatives Annual O&M Costs

Parameter Proposed Rotary Drum

Thickener Proposed Gravity Belt

Thickener Polymer Cost $8,020 $4,010 Maintenance Cost $270 $270 Energy $380 $300

Total $8,670 $4,580 3.5.6 Advantages and Disadvantages 3.5.6.1 Rotary Drum Thickener The RDT advantages include a fully enclosed process, typically produces less odors, and current operation staff is familiar with the technology. Disadvantages include high polymer usage, cannot see thickening process, and a potential to shear floc. 3.5.6.2 Gravity Belt Thickener The GBT advantages include low polymer usage and you can see thickening process. Disadvantages include a high odor potential and the current operation staff are not familiar with the technology.

3.6 Electrical 3.6.1 Governing Codes and Standards The electrical design will be in compliance with the following codes and standards:

1. International Society of Automation (ISA) 2. American National Standards Institute (ANSI) 3. Underwriters Laboratories, Inc. (UL) 4. National Fire Protection Association (NFPA)


5. National Electrical Manufacturers Association (NEMA) 6. Institute of Electrical and Electronics Engineers (IEEE) 7. New York State Building Code 8. National Electrical Code (NFPA 70, 2014 edition) 9. Standard for Fire Protection in Wastewater Treatment and Collection Facilities (NFPA 820) 10. Electrical Safety in the Workplace (NFPA 70E) 11. 10 State Standards – Wastewater

3.6.2 Granular Activated Carbon Building The new GAC Building will be a premanufactured, modular building. The building’s electrical distribution (motor control center and/or panelboards), lighting, receptacles, GAC, pumps, and UV controls, etc. will be provided by the building manufacturer. The specifications of the electrical equipment provided by the building manufacturer will be as listed in the electrical basis of design criteria table below. The currently calculated full load amps (FLA) of the building is 160 amps at 208V, 3Ø, 4-wire. A 200A, 208V feeder will be sourced to power the new GAC Building from the 800A, 208V main distribution board (DB-1) located in the electrical room of the Main Control Building. There is an existing 200A spare breaker in DB-1 which can be utilized. There is also an existing spare ductbank originating at the northeast corner of the electrical room out to a pullbox in the grass island area on the east side of the plant. This ductbank can be utilized and covers about half the distance to the new GAC Building; the ductbank will be extended from the pullbox to the GAC Building. Instrumentation, controls, and alarm wiring as required from the new GAC Building will be brought back to the plant’s existing SCADA system in the Main Control Building. 3.6.3 Sludge Thickening The sludge thickener located in the Sludge Dewatering Building is to be removed and replaced. The sludge thickener will be provided with an OEM control panel which contains power and controls for the thickener unit and its associated sludge feed pump. The existing power source for the sludge thickener is to be reused; it will be upgraded if required. New conduit and wiring will be provided between the control panel, thickener unit, and feed pump as required.


3.6.4 Existing Ultraviolet Systems The existing UV systems in the greenhouse are scheduled for demolition. Their control panels, UV reactors, and associated conduit and wiring will be demolished back to their sources. Table 3-8. Electrical Equipment Basis of Design

Equipment Description Motor Control Centers Provide one 200A, 208V, 3Ø, 4-wire motor control center for the GAC

Building loads. MCC will include starters and breakers GAC equipment, UV equipment, HVAC equipment, and other Main Control Building loads.

120/208V Distribution 120/208V distribution for building loads (ex: lighting, receptacles, and controls) will be powered from wall mounted panelboards; quantity as required.

Conduits Minimum conduit size will be ¾-inch. Types: Underground Ductbank - Schedule 40 PVC, concrete encased with PVC coated Rigid Galvanized Steel (RGS) at transitions. RGS in unclassified areas. PVC coated RGS in hazardous, wet, corrosive and outdoor areas. Flexible conduit will be liquid-tight, flexible metal conduit with PVC jacket, except in Class 1, Division 1 locations where flexible fittings and couplings rated for the location shall be used.

600V Building Wire Cable Conductors – Copper, stranded for single conductor cable conforming to ASTM B8, No 12 AWG minimum size. Insulation – XHHW-2 in general for indoor, exterior, and underground locations. Installation - Power and control wiring will be run in separate conduits, except as permitted by code. Instrumentation cable will be run in separate conduits from control, lighting, and power wiring. Communication cable will be run in separate conduits from control, lighting, and power wiring. Size: No. 12 AWG minimum, single conductors for power and lighting. No. 14 AWG minimum for control, metering, indication, and alarm circuits. No. 16 AWG minimum for instrumentation. Wiring will be twisted, shielded. Voltage Drop – Conductors will be sized to ensure a maximum voltage drop of 5% at the load end point. Conductor size and color coding will be as per code requirements.


Equipment Description System and Safety Ground Service neutral will be bonded to site grounding grid/arrangements as per

code requirements. Metal enclosures will be bonded to site grounding grid/arrangements as per code requirements. Circuits will be installed with separate grounding conductor. Conductor size and color will be as per code requirements. Isolated grounding arrangements for instrumentation systems as required. Ground rods will be copper-clad steel, 5/8-inch diameter, 10-foot length minimum.

Lighting Interior and exterior building lighting will be LED based. Lighting fixtures will be suitable for the area classification or location (example: hazardous, corrosive or wet locations). Minimum light levels will be provided per Illuminating Engineering Society of North America (IESNA) recommendations. Targeted light levels as follows: GAC Building – 45 foot-candles (fc). Light fixtures will be 120V.

Electrical Enclosures NEMA Enclosure Ratings to be utilized. Indoor hazardous areas – NEMA 7. Outdoor hazardous area – NEMA 8. Indoor unclassified areas – NEMA 12. Indoor corrosive areas – NEMA 4X, Stainless Steel. Indoor wet areas – NEMA 4X, Stainless Steel. Outdoor unclassified – NEMA 4X, Stainless Steel.

3.7 Pump Control Panel Replacements Three new custom pump control panels are proposed to be provided to replace the existing control panels for the influent pump station, equalization tank pump station, and filter feed pump station. The panels are recommended to be replaced as compared to retrofitted for the following reasons:

1. Existing panels are over 12 years old. 2. It is preferred to provide a PLC based control system. Within the existing panels, there is limited space for the

addition of a PLC. If other parts were to be replaced, given the age of the panels, there is likely to be limited availability of replacement-in-kind components of the same size.

3. New control panels will be factory-built with testing performed to confirm functionality prior to shipping and installation. The factory build and test approach minimizes startup and field programming efforts.

4. The existing panels can remain in place while the new panels are built, tested, and installed. This approach minimizes the need for temporary power and controls.

5. Retrofit of an existing panel would compromise its UL listing.


In addition, a remote I/O control panel is proposed within the GAC Building to gather various inputs/outputs from equipment manufacturer-provided control panels and field instruments and will serve to relay a single communication link to the Main Control Building existing SCADA network. During final design, further evaluation of eliminating the radio in the Denitrification Building and utilizing the new remote I/O control panel to communicate existing signals will be conducted. It is proposed to provide replacement control panels and level instruments with the project while the existing pumping equipment will remain.

3.7.1 Influent Pump Station Control Panel This is an existing triplex pump control panel that is scheduled for replacement as part of the project. The control panel contains both pump power and control. The control panel includes across the line motor starters (5 HP), a multitrode level controller, and various components/logic to facilitate the automatic operation of the influent pumps based upon level. This control panel will be replaced in its entirety with a PLC based control panel. New level instruments will be provided along with the logic to continue automatic pump operation. Components will be updated to modern devices and the control panel will be integrated within the existing SCADA network for remote monitoring/control. It is proposed to install the new control panel adjacent to the existing control panel to allow for the control panel to be installed/tested prior to taking the existing control panel offline. This approach minimizes potential downtime versus trying to replace the control panel in the exact location or selectively replacing internal components within the existing control panel. By providing a new control panel, it allows the control panel to be completely factory assembled, wired, configured, and tested prior to being shipped to the project site. Existing circuitry (conduit and conductors) to be reutilized to fullest extent feasible. 3.7.2 Equalization Tank Pump Station This is an existing duplex pump control panel that is scheduled for replacement as part of the project. The control panel contains both pump power and control. The control panel includes VFD’s (5 HP), a multitrode level controller, and various components/logic to facilitate the automatic operation of the equalization pumps based upon tank level. As part of the project, this control panel will be replaced in its entirety with a PLC based control panel. New level instruments will be provided along with the logic to continue automatic pump operation. Components will be updated to modern devices and the control panel will be integrated within the existing SCADA network for remote


monitoring/control. It is proposed to install the new control panel adjacent to the existing control panel to allow for the panel to be installed prior to taking the existing control panel offline. This approach minimizes potential downtime for the same reasons mentioned above regarding the influent pump station. Existing circuitry (conduit and conductors) to be reutilized to fullest extent feasible. 3.7.3 Filter Feed Pump Station This is an existing duplex pump control panel that is scheduled for replacement as part of the project. The control panel contains both pump power and control. The control panel includes VFD’s (7.5 HP), a multitrode level controller, and various components/logic to facilitate the automatic operation of the filter feed pumps based upon tank level. As part of the project, this control panel will be replaced in its entirety with a PLC based control panel. New level instruments will be provided along with the logic to continue automatic pump operation. Components will be updated to modern devices and the control panel will be integrated within the existing SCADA network for remote monitoring/control. It is proposed to install the new control panel adjacent to the existing control panel to allow for the panel to be installed prior to taking the existing control panel offline. This approach minimizes potential downtime similar to that mentioned above. Existing circuitry (conduit and conductors) to be reutilized to fullest extent feasible. 3.7.4 Remote I/O Control Panel This is a new control panel proposed for the prefabricated building. The panel will serve to gather inputs/outputs from various OEM systems (GAC, UV, sludge thickening) and instruments installed within this prefabricated building and send a single communication link back to the existing SCADA network located within the Main Control Building. This control panel will include an operator interface unit (OIU) for monitoring systems and similar hardware to that of the three proposed replacement control panels mentioned above. 3.7.5 General Control Panel Components The three control panel replacements that are installed outside are proposed to be housed within a NEMA 4X panel with sunshields, ventilation kits, heat kits, etc. as necessary. The proposed remote I/O control panel is proposed within a standard NEMA 12 enclosure (as the prefabricated building is anticipated to be a conditioned space). Major control panel components of new control panels to include the following:


1. Surge Suppression Device (SPD) 2. Uninterruptible Power Supply (UPS) 3. Programmable Logic Controller (PLC) 4. Operator Interface Unit (OIT) 5. Ethernet/Fiber Switch/Media Converter 6. Pump Variable Frequency Drives (VFD) 7. Pump Elapsed Time Meters (ETM) 8. Pump Operator Control Stations (HOA)

3.7.6 Control Panel Screen Development and Sequence of Operation Graphics of new OIU’s to be coordinated with the Town. The OIU’s and control panels will contain similar hardware/components. Given the similar hardware approach, the screen programs can be developed once and then loaded to the new control panels (control panels to contain the same screen programs). This allows the operator to monitor systems from any of the proposed custom control panels. For example, the operator could view the influent pump system from the remote I/O control panel. Various options/features of each control panel will be coordinated with the Town during the final design phase. Each control panel to have the sequence of operation coordinated with the Town. It is anticipated that each control panel will automatically control pump operation based upon level. Level control to be accomplished via new ultrasonic level transducers. The transducer shall provide a 4-20 mAdc signal linear and proportional to level. The control system shall utilize this signal for control, monitoring, and alarm functions. A float backup system will be provided for high- and low-level alarming. Given that VFD’s are proposed within the replacement control panels, logic can be programmed to control the pump systems based upon a constant level (maintaining a desired level) or variable level control (pump on/off control based upon level setpoints). Final pump alteration, monitoring, and alarming will be coordinated with the Town during final design. 3.7.7 Hazardous Spaces Portions of the influent pumping station, equalization tank, and filter feed pump station contain hazardous areas per current NFPA 820 designations. Given the hazardous areas, intrinsically safe barriers and relays will be installed within the control panels as necessary to eliminate the potential for an explosion to occur. In addition, conduit seal-offs will be installed to eliminate the spread/transmission of explosive gases from hazardous areas into the control panels. The control panels will be built in accordance with UL requirements/standards.


3.7.8 Temporary Power The proposed improvements are anticipated to require temporary power provisions to maintain normal plant operation during the control panel replacements. Options will be investigated during final design to maintain normal operations during control panel replacements. Temporary provisions and a phasing plan will be established and investigated further during the final design phase. 3.7.9 Integration It is our understanding that the WWTP is currently undergoing a SCADA improvements project to the main SCADA equipment/network equipment located within the Main Control Building. It is proposed as part of this project to install a fiber optic cable (communication link) from the proposed control panels to this existing SCADA network located within the Main Control Building. Figures 9 and 10 provide the proposed system architecture for the pump control panels, equipment manufacturer-provided control panels (i.e., GAC, UV, and sludge thickening), the remote I/O panel, communication wiring, and termination locations. Programming and screen modifications will be implemented to the existing SCADA equipment. Close coordination with the Town will be provided. 3.8 Cost Estimate A preliminary opinion of probable construction costs has been prepared for the two options evaluated.


Table 3-9. Option No. 1 – Granular Activated Carbon Backwash Storage Tank Cost Estimate

Description Estimate (1)(2) Demolition $90,000 Concrete Structures $220,000 Site Work and Piping $600,000 Sludge Thickener $400,000 Control Panel Replacements $230,000 Communication/SCADA Integration $110,000 GAC Effluent Analyzer $20,000 Electrical Improvements $310,000 Construction Contract Subtotal $1,980,000 Construction Contract Contingency $350,000 Construction Contract Total $2,330,000 Pre-Procurement Contract - Premanufactured Building including Foundation, Roof, GAC Filters, UV Reactors, Pumping System, Piping, Controls

$2,170,000


(1) Estimate includes general conditions, mobilization/demobilization, bonds and insurance, contractor overhead and profit and contingency.

(2) Estimate based on a construction beginning in 2021.

Table 3-10. Option No. 2 – Mudwell Retrofit Cost Estimate

Description Estimate(1)(2) Demolition $90,000 Concrete Structures $120,000 Site Work and Piping $600,000 Mudwell Retrofit $85,000 Sludge Thickener $400,000 Control Panel Replacements $230,000 Communication/SCADA Integration $110,000 GAC Effluent Analyzer $20,000 Electrical Improvements $310,000 Construction Contract Subtotal $1,965,000 Construction Contract Contingency $350,000 Construction Contract Total $2,315,000 Pre-Procurement Contract - Premanufactured Building including Foundation, Roof, GAC Filters, UV Reactors, Pumping System, Piping, Controls

$2,170,000


(1) Estimate includes general conditions, mobilization/demobilization, bonds and insurance, contractor overhead and profit and contingency.

(2) Estimate based on a construction beginning in 2021.


4.0 PROJECT FUNDING New York State and the Federal Government provide various funding opportunities for municipal projects that address critical infrastructure needs. Funding opportunities consist of grants and loans from multiple New York State and federal agencies and sources. Each funding program is governed by eligibility requirements and project need. Based on the scope of the project, the following programs listed within this section are recommended to be pursued for grant or loan funding. 4.1 NYSEFC Clean Water State Revolving Fund The Clean Water State Revolving Fund (CWSRF) provides financing for wastewater and water quality improvement projects to municipalities throughout New York State. Project financing opportunities include loans at New York State Environmental Facilities Corporation’s (NYSEFC) market rate, to a subsidized rate (50% of market rate) down to 0%, which is also known as hardship financing. The Town does not qualify for hardship funding, but Clean Water projects can receive short-term, interest-free financing for 50% of the SRF eligible project costs and a market rate financing for the remaining 50% of SRF eligible project costs if the project scores above the subsidy line on the annual list. The scoring is based on NYSEFC’s Project Priority Ranking System and Scoring Criteria. Clean Water applicants that do not qualify for hardship or subsidized financing may receive a low-cost, long-term (i.e. 30 year) market-rate financing package. In order to be considered for NYSEFC financing, several steps are required. The project will need to be listed on NYSEFC’s annually issued Intended Use Plan (IUP). A listing form is required to be submitted electronically through NYSEFC’s Project Listing and Update System (PLUS) as a first step. Listing forms are typically submitted in March or April. NYSEFC will review the listing form and score the project and include it on the IUP. The IUP is typically published in September or October for public comment and issued as final in November. Once the project is listed on the IUP, other requirements such as submitting an engineering report, completing a smart growth assessment, an energy efficiency evaluation are required to qualify the project for being on the “annual list”. Once on the annual list, the community can submit a finance application to NYSEFC and receive an offer for project financing. 4.2 Other Programs New York State also offers other grant and finance programs for projects such as the one being pursued by the Town. Each program differs in its timing when the application process is open and available to municipalities. As other funding


programs (i.e., Water Quality Improvements, Green Infrastructure Grant, Water Improvement Infrastructure, etc.) become available, each will need to be reviewed for applicability to the Town’s project.

5.0 RECOMMENDATIONS 5.1 Recommended Project

Based on the evaluations performed, it is recommended the Town proceed with final design to perform the following upgrades to the North Castle Sewer District No. 2 Wastewater Treatment Plant:

1. Implement granular activated carbon technology at the Sewer District No. 2 Wastewater Treatment Facility to further reduce TN. Provide a new prefabricated building to house the GAC vessels, controls, and system piping.

2. Provide new concrete structures for flow control, pumping, and backwash needs (i.e., Option No. 1 separate backwash storage tank) to accompany the GAC system.

3. Replacing the existing disinfection UV light technology with new UV pressure reactors located in the GAC Building.

4. Replace the influent pump station, equalization tank pump station, and filter feed pump station control panels. 5. Provide the required electrical improvements to support the new equipment and provide new communication

to transmit signals for monitoring and display at the plant SCADA system. 6. Replacing the exiting sludge (i.e., rotary drum) thickener with a higher capacity unit to provide the opportunity

for the plant to increase their solids output and could reduce the overall average weekly operating duration for the thickening process. Since the plant staff is familiar with the rotary drum thickener technology and performance of the existing unit has been satisfactory, it is recommended to replace the existing RDT with a higher capacity unit. The required wash water for the new RDT would be sourced from denitrified effluent in lieu of the public water source, thereby reducing utility costs.

5.2 Project Schedule The following project schedule presents the tasks and targeted dates to complete them. This schedule shows a traditional project delivery approach without equipment pre-procurement. Should the Town consider to deliver the project with pre-procurement of the GAC equipment, a revised project schedule will be developed.


Task Date Basis of Design Submission February 11, 2021 Basis of Design Review Meeting February 24, 2021 Town review February 24 – March 19, 2021 Final Design March 19 – July 25, 2021 60% Design Review May 19, 2021 90% Design Review June 19, 2021 Westchester County DOH Submission and Review June 19, 2021 – July 11, 2021 100% Construction Documents July 25, 2021 Issue Bid Advertisement August 30, 2021 Bid Period August 1 – September 3, 2021 Bid Canvass and Evaluation September 3 – 10, 2021 Town Awards Contracts (allows time for bonding) January 14, 2022 Town Issues Notice to Proceed February 11, 2022 Contractor Submittals February 25 – April 8, 2022 Materials Procurement and Lead-Time April 8 – August 22, 2022 Contractor Mobilization July 11, 2022 Site Work/Active Construction July 11 – January 11, 2023 Construction Testing/Startup January 11, 2023 – January 25, 2023 Punch List/Closeout/Demobilization January 25, 2023 – February 25, 2023

FIGURES

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PROPOSED SITE PLAN - OPTION 1 11/20NTS FIG 1

20127 CAPMJLWWTP IMPROVEMENTS NORTH CASTLE SEWER DISTRICT NO 2

GAC BUILDING

GAC BACKWASH STORAGE TANK

FLOW CONTROLSTRUCTURE

GAC PUMP STATION

VALVE VAULT

REPLACE SLUDGE THICKENER

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PROPOSED SITE PLAN - OPTION 2 (REPURPOSE EXISTING MUDWELL) 11/20NTS FIG 2


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GAC BACKWASH DRAIN MANHOLE

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2. FLOW FROM THE FLOW CONTROL STRUCTURE WILL FILL THE WETWELL, TO A PRE DETERMINED LEVEL, (BELOW THE OVERFLOW WEIRTO THE BACKWASH CLEAR WELL) WHERE THE GAC INFLUENT PUMPSWILL TURN ON AND PUMP THROUGH THE (2) TWO OF THE GAC FILTERSIN SERIES WHILE THE THIRD GAC UNIT IS ON STANDBY.

3. EFFLUENT FROM THE GAC WILL THEN FLOW THROUGH (1) ONE OF THEUV REACTORS WHILE THE SECOND UNIT IS ON STANDBY.

4. EFFLUENT FROM THE UV WILL DISCHARGE TO THE POST AERATIONCHAMBER, AND THEN TO THE OUTFALL.

5. THE PLANT WATER PUMP LOCATED IN THE FLOW CONTROL SYSTEMDRYWELL WILL DRAW WATER FROM THE FLOW CONTROLSTRUCTURE/WETWELL AND PUMP TO THE THICKENER.

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20127 CAPCROWWTP IMPROVEMENTS NORTH CASTLE SEWER DISTRICT NO 2

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1. FLOW THROUGH THE FLOW CONTROL STRUCTURE/PLANTWATERWETWELL/DRYWELL WILL REMAIN THE SAME AS NORMALOPERATING MODE.

2. AFTER GAC BACKWASH HAS BEEN INITIATED, ALL PUMPS INSIDETHE GAC PUMP STATION WET WELL WILL TURN OFF ALLOWING THEWET WELL TO FILL, AND FLOW TO SPILL OVER THE ADJUSTABLEWEIR LEADING TO THE BACKWASH STORAGE TANK. AT THIS POINTALL FLOW TO THE GAC FILTERS WILL CEASE, AND EFFLUENT FROMTHE DE-NITRIFICATION FILTERS WILL BE USED TO FILL THEBACKWASH STORAGE TANK.

3. THE BACKWASH STORAGE TANKS WILL CONTINUE TO FILL UNTILAPREDEFINED LEVEL HAS BEEN REACHED WHERE AN ACTUATEDVALVE WILL OPEN AT THE BOTTOM OF THE STORAGE TANKSALLOWING FLOW BACK INTO THE GAC PUMP STATION WET WELL.

4. A BACKWASH PUMP WILL TURN ON AND WATER WILL BE PUMPEDTO GAC FILTERS FOR BACKWASHING.

5. WHEN BACKWASHING IS COMPLETE, AND THE BACKWASH CLEARWELL HAS BEEN EMPTIED THE BACKWASH PUMP WILL SHUT OFFAND A FORWARD FILTER TO WASTE CYCLE WILL COMPLETE THEBACKWASH CYCLE.

6. WHEN BACKWASH CYCLE HAS BEEN COMPLETED, THE GAC PUMPSWILL TURN BACK ON AND NORMAL OPERATION WILL RESUME.

NOTE:

1. DURING BACKWASH CYCLE, FLOW FROM THE DE-NITRIFICATIONFILTERS WILL CONTINUE TO FLOW INTO THE PUMP STATION

WET WELL.

2. DURING BACKWASHING, 1 GAC FILTER WILL BE BACKWASHED,WHILE THE REMAINING 2 VESSELS WILL BE CLOSED OFF, AS ALLPLANT FLOW WILL BE DIRECTED TO THE PUMP STATION WET WELLAND THROUGH THE BACKWASH PUMPS.

EXISTINGDE-NITRIFICATION

FILTER

EXISTINGPOST

AERATIONCHAMBER

GAC BACKWASHSTORAGE TANK /

MUDWELL

BACKWASHDISCHARGE(TO EXIST.EQ TANK)

ADJUSTABLE WEIR

PLANT WATER DISCHARGE TOSLUDGE THICKENER

OUTFALL

PLANT WATER SYSTEM PUMP(THICKENER BOOSTERPUMP)

FUTURE PLANTWATER PUMPSUCTION LINE

GAC BUILDING

UV 2

UV 1

EFFLUENT

GAC FILTER1

GAC FILTER2

GAC FILTER3

GAC PUMP STATIONWET WELL

GAC INFLUENT /BACKWASH FEED

GAC BACKWASHPUMPS 1&2

GAC INFLUENT PUMPS 1&2

GAC PUMP STATIONVALVE VAULT

FLOW CONTROL STRUCTURE

ACTUATED VALVE

PROJECT TITLE:


DRAWN BY:

DRAWING NUMBER:

CHECKED BY:

DATE:

J:\20127 North Castle WWTP Upgrade\Cad\Working Drawings\Figures\Process Flow Schematics.dwg

JOB NUMBER:EDR

PROCESS FLOW SCHEMATIC (BACKWASH MODE) 11/20NTS FIG 5

20127 CAPCROWWTP IMPROVEMENTS NORTH CASTLE SEWER DISTRICT NO 2

Elevation

EXISTING DE-NITRIFICATION FILTER TO OUTFALL

355.00

360.00

365.00

370.00

375.00

380.00

385.00

390.00

395.00

400.00

EXISTING DE NITRIFICATION FILTER BUILDING

EXISTING POST AERATIONCHAMBER

CONNECTION TO EXISTING 10"D.I.P. INV. ELEV. 367.6'±

355.00

360.00

365.00

370.00

375.00

380.00

385.00

390.00

395.00

400.00

10" D.I.P. INV. ELEV. 367.0'

90° V NOTCH WEIR (ASSUMED)BOTTOM OF V ELEV. 370.3'±

B.O. AERATION TANK ELEV. 358.9 ±

℄ OF 12" OUTFALLELEV. 366.5'±

100 YR FLOODELEV. 370.0'

WSE ELEV. @ 0.84MGD 370.0'±

WSE ELEV. @ 0.45 MGD 370.0'±

WSE ELEV. @.45 MGD 370.9'±

WSE ELEV. @.84 MGD 371.0'±

WSE ELEV. @.84 MGD 371.9'±

T.O. UV REACTOR PIPE ELEV. 381.1'±WSE ELEV. @.84 MGD 381.9'±

WSE ELEV. @.84 MGD 382.3'±

WSE NORMAL OPERATION @.84 MGD 367.0'±

WSE @.84 MGD 367.5'±

WSE @.84 MGD 370.7'±


WEIR ELEV.393.1'±

WEIR ELEV.393.1'±

TOP OF TANK ELEV. 395.0'

TOP OF TANK ELEV. 387.0'

TOP OF WALL ELEV. 385.0'

WSE ELEV. @ 0.84 MGD 385.1'±

GAC BUILDING

FLOW CONTROLSTRUCTURE

GAC PUMP STATION

GAC PUMPSTATION VALVEVAULT

NEW 12" DIPINV. ELEV. = 367.0'±

INV. ELEV. = 367.1'±

INV. ELEV. = 367.1'±

CONNECTION TO EXIST. 10" DIP APPROX. INV. ELEV. = 367.6'±

INV. ELEV. = 368.6'±

PUMP CL ELEV. = 359.8'±

CL ELEV. OF 10" DIP GAC INLET / OUTLET = 382.3'±

EXISTING DE-NITRIFICATION FILTER TO BACKWASH WATER CLEARWELL

355.00

360.00

365.00

370.00

375.00

380.00

385.00

390.00

395.00

400.00

355.00

360.00

365.00

370.00

375.00

380.00

385.00

390.00

395.00

400.00

GAC PUMP STATION

BACKWASH STORAGE TANKOVERFLOW WEIR ELEV. =367.8'±

WSE BACKWASH OPERATIONELEV. = 372.0'±

Elevation

BACKWASH STORAGE TANK TO EXISTING EQ TANK

355.00

360.00

365.00

370.00

375.00

380.00

385.00

390.00

395.00

400.00

355.00

360.00

365.00

370.00

375.00

380.00

385.00

390.00

395.00

400.00

GAC BUILDING

ASSUMED WSE = 371.0'

WSE @ 1130 GPM = 374.9'±

HIGH WATER LEVELELEV. = 371.8'±

EXISTING EQ TANK

PUMP OFF ELEV. = 362.9'±18" DIP INV. ELEV. = 362.9'±

18" DIP INV. ELEV. = 363.0'

PUMP CL ELEV. = 359.8'±

8" DIP10" DIP 10" DIP


GAC VALVE VAULT

GAC PUMP STATION

GAC PUMP STATION VALVE VAULT

HIGH WATER LEVELELEV. = 371.8'±

8" DIP10" DIP


EXISTINGFILTER

1

EXISTINGFILTER

2

EXISTINGFILTER

3

EXISTING CLEARWELL(DE- NITRIFICATION FILTER EFFLUENT)

EXISTING DE NITRIFICATION FILTER BUILDING

WSE @.84 MGD 367.5'±

WSE @.84 MGD 370.7'±


WEIR ELEV.393.1'±

WEIR ELEV.393.1'± TOP OF TANK ELEV. 395.0'

TOP OF TANK ELEV. 387.0'TOP OF WALL ELEV. 385.0'

WSE ELEV. @ 0.84 MGD 385.1'±

NEW FLOW CONTROLSTRUCTURE

NEW 12" DIPINV. ELEV. = 367.0'

INV. ELEV. = 367.1'±

INV. ELEV. = 367.1'±

CONNECTION TO EXIST. 10" DIP APPROX. INV. ELEV. = 367.6'±

INV. ELEV. = 368.6'±

EXISTINGFILTER

1

EXISTINGFILTER

2

EXISTINGFILTER

3

EXISTING CLEARWELL(DE- NITRIFICATION FILTER EFFLUENT)

PROJECT TITLE:


DRAWN BY:

DRAWING NUMBER:

CHECKED BY:

DATE:

J:\20127 North Castle WWTP Upgrade\Cad\Working Drawings\Figures\HYDRAULIC PROFILE.dwg

JOB NUMBER:EDR

PARTIAL HYDRAULIC PROFILEs 11/20NTS FIG 6


DRAWING TITLE:

EDR JOB NUMBER:

SCALE:CHECKED BY: DATE:

PROJECT LOCATION:

DRAWN BY:

FIGURE NUMBER:

J:\20127 North Castle WWTP Upgrade\Cad\Working Drawings\Mechanical\20127-M-SDB-FIG.dwg

PROJECT TITLE:

TOWN OF NORTH CASTLE, NY

SLUDGE THICKENING-ROTARY DRUM THICKENER

MJL CAP

20127

FIG 7

NTS 11/20

WWTP IMPROVEMENTS NORTH CASTLE SEWER DISTRICT NO 2

PLANSCALE: NTS

ROTARY DRUM THICKENER

2'-7"3'-0"

2'-7"

CONDITIONING TANK

SLUDGE DISCHARGE TOHOLDING TANK

THICKENERCONTROL PANEL

AutoCAD SHX Text

MECHANICAL ROOM

AutoCAD SHX Text

6'-0" WIDE OVERHEAD DOOR

AutoCAD SHX Text

POLYMER DRUM

AutoCAD SHX Text

POLYMER BLENDING UNIT

AutoCAD SHX Text

SLUDGE FEED PIPE

AutoCAD SHX Text

BOILER

AutoCAD SHX Text

EYEWASH SHOWER

AutoCAD SHX Text

THICKENER ROOM

AutoCAD SHX Text

N

DRAWING TITLE:

EDR JOB NUMBER:

SCALE:CHECKED BY: DATE:

PROJECT LOCATION:

DRAWN BY:

FIGURE NUMBER:

J:\20127 North Castle WWTP Upgrade\Cad\Working Drawings\Mechanical\20127-M-SDB-FIG.dwg

PROJECT TITLE:

TOWN OF NORTH CASTLE, NY

SLUDGE THICKENING-GRAVITY BELT THICKENER

MJL CAP

20127

FIG 8

NTS 11/20

WWTP IMPROVEMENTS NORTH CASTLE SEWER DISTRICT NO 2

PLANSCALE: NTS

GRAVITY BELT THICKENER

3'-3"

2'-7"

3'-1"

CONDITIONINGTANK

SLUDGEDISCHARGE

THICKENERCONTROL PANEL

AutoCAD SHX Text

MECHANICAL ROOM

AutoCAD SHX Text

6'-0" WIDE OVERHEAD DOOR

AutoCAD SHX Text

POLYMER DRUM

AutoCAD SHX Text

POLYMER BLENDING UNIT

AutoCAD SHX Text

SLUDGE FEED PIPE

AutoCAD SHX Text

BOILER

AutoCAD SHX Text

EYEWASH SHOWER

AutoCAD SHX Text

THICKENER ROOM

AutoCAD SHX Text

N

PLC

FILTER FEED PUMP STATION

1111

2222

3333

4444

5555

6666

CUSTOM PUMP CONTROL PANEL

UPS

EQUALIZATION TANK PUMP STATION

1111

2222

3333

4444

5555

6666

CUSTOM PUMP CONTROL PANEL

INFLUENT PUMP STATION

1111

2222

3333

4444

5555

6666

CUSTOM PUMP CONTROL PANEL I/O MODULES, NOT SHOWNON ALL PLC(S) FOR CLARITY(TYPICAL)

OITOITOIT

UPS UPS

PLC PLC

TO MAIN CONTROL BUILDING(EXISTING SCADA NETWORK)

FIBER OPTIC CABLING(TYPICAL)




TO REMOTE I/O PANEL(REFER TO FIG 8

FIBER OPTIC PATCH PANEL(TYPICAL)

NETWORKSWITCH/MEDIA

CONVERTER(TYPICAL)

OPERATOR INTERFACE TERMINAL(TYPICAL)

UNINTERRUPTIBLE POWER SUPPLY(TYPICAL)

PROJECT TITLE:


DRAWN BY:

DRAWING NUMBER:

CHECKED BY:

DATE:

P:\00 JSE PROJECTS\2020\101-20 North Castle Sewer\7-Resource Material\I-001.dwg

JOB NUMBER:EDR

11/20

JERDMS

FIG 9

20127

NTS

WWTP IMPROVEMENTS NORTH CASTLE SEWER DISTRICT NO. 2

SYSTEM ARCHITECTURE DRAWING I

PLC

1111

2222

3333

4444

5555

6666 OIT

UPS

PLC-GAC

GAC SYSTEM OEM CONTROL PANEL

OIT

PLC-UV

UV SYSTEM OEM CONTROL PANEL

OIT

SLUDGE THICKENER SYSTEM OEM CONTROL PANEL

CUSTOM REMOTE I/OCONTROL PANEL

GAC BUILDING

ETHERNET CABLING(TYPICAL)

ETHERNET CABLING(TYPICAL)

TO FILTER FEED PUMP STATIONCONTROL PANEL(REFER TO FIG 7)


TO MAIN CONTROL BUILDING(EXISTING SCADA NETWORK)


SLUDGE THICKENING BUILDING

1111

2222

3333

4444

5555

6666 OIT

UPS

PLC-SLUDGE

PROJECT TITLE:


DRAWN BY:

DRAWING NUMBER:

CHECKED BY:

DATE:

P:\00 JSE PROJECTS\2020\101-20 North Castle Sewer\7-Resource Material\I-002.dwg

JOB NUMBER:EDR

11/20

JERDMS

FIG 10

20127

NTS

WWTP IMPROVEMENTS NORTH CASTLE SEWER DISTRICT NO. 2

SYSTEM ARCHITECTURE DRAWING II

APPENDICES

APPENDIX A

SPDES Permit

New York State Department of Environmental ConservationDivision of Environmental PermitsNYSDEC HEADQUARTERS625 BROADWAYALBANY, NY 12233(518) 402-9167

SPDES PERMIT RENEWAL 11/9/2016

Sal MisitiTown of North Castle15 Busines Park DrArmonk NY 10504

Permittee Name: TOWN OF NORTH CASTLEFacility Name: NORTH CASTLE S D 2 STPInd. Code: 4952 County: WESTCHESTERDEC ID: 3-5538-00066/00001 SPDES No.: NY0109584Permit Effective Date: 3/1/2017Permit Expiration Date: 2/28/2022

Dear Permittee,The State Pollutant Elimination System (SPDES) permit renewal for the facility referenced above is approved

with the new effective and expiration dates. This letter together with the previous valid permit for this facility effective on03/01/2012 and any subsequent modifications constitute authorization to discharge wastewater in accordance with allterms, conditions and limitations specified in the previously issued permit(s).

As a reminder, SPDES permits are renewed at a central location in Albany in order to make the process moreefficient. All other concerns with your permit, including applications for permit modification or transfer to a new owner,a name change, and other questions, should be directed to:

Regional Permit AdministratorNYSDEC Region 3 Headquarters21 S Putt Corners RdNew Paltz, NY 12561(845) 856-3801

If you have already filed an application for modification of your permit, it will be processed separately by thatoffice.

If you have questions concerning this permit renewal, please contact LINDY SUE CZUBERNAT at (518) 402-9167.

Sincerely,

Stuart M. FoxDeputy Chief Permit Administrator

cc:RPA RWE BWPBWC File EPA

SPDES PERMIT NUMBER NY0109584 Page 2 of 10

PERMIT LIMITS, LEVELS AND MONITORING DEFINITIONS

OUTFALL WASTEWATER TYPE RECEIVING WATER EFFECTIVE EXPIRING

This cell describes the type of wastewater authorized for discharge. Examples include process or sanitary wastewater, storm water, non-contact cooling water.

This cell lists classified waters of the state to which the listed outfall discharges.

The date this page starts in effect. (e.g. EDP or EDPM)

The date this page is no longer in effect. (e.g. ExDP)

PARAMETER MINIMUM MAXIMUM UNITS SAMPLE FREQ. SAMPLE TYPE

e.g. pH, TRC, Temperature, D.O.

The minimum level that must be maintained at all instants in time.

The maximum level that may not be exceeded at any instant in time.

SU, °F, mg/l, etc.

PARA-METER

EFFLUENT LIMIT MINIMUM LEVEL (ML) ACTION LEVEL

UNITS SAMPLE FREQUENCY

SAMPLE TYPE

Limit types are defined below in Note 1. The effluent limit is developed based on the more stringent of technology-based limits, required under the Clean Water Act, or New York State water quality standards. The limit has been derived based on existing assumptions and rules. These assumptions include receiving water hardness, pH and temperature; rates of this and other discharges to the receiving stream; etc. If assumptions or rules change the limitmay, after due process and modification of this permit, change.

For the purposes of compliance assessment, the analytical method specified in the permit shall be used to monitor the amount of the pollutant in the outfall to this level, provided that the laboratory analyst has complied with the specified quality assurance/quality control procedures in the relevant method. Monitoring results that are lower than this level must be reported, but shall not be used to determine compliance with the calculated limit. This ML can be neither lowered nor raised without a modification of this permit.

Action Levels are monitoring requirements,

as defined below in Note 2, that trigger

additional monitoring and permit review

when exceeded.

This can include units of flow, pH, mass, Temperature, concentration.

Examples include μg/l,

lbs/d, etc.

Examples include Daily,

3/week, weekly, 2/month, monthly,

quarterly, 2/yr and yearly.

Examples include grab,

24 hour composite and 3 grab

samples collected

over a 6 hour period.

Note 1: DAILY DISCHARGE.: The discharge of a pollutant measured during a calendar day or any 24-hour period that reasonably represents the calendar day for the purposes of sampling. For pollutants expressed in units of mass, the ‘daily discharge’ is calculated as the total mass of the pollutant discharged over the day. For pollutants with limitations expressed in other units of measurement, the ‘daily discharge’ is calculated as the average measurement of the pollutant over the day. DAILY MAX.: The highest allowable daily discharge. DAILY MIN.: The lowest allowable daily discharge. MONTHLY AVG: The highest allowable average of daily discharges over a calendar month, calculated as the sum of each of the daily discharges measured during a calendar month divided by the number of daily discharges measured during that month. 7 DAY ARITHMETIC MEAN (7 day average): The highest allowable average of daily discharges over a calendar week. 30 DAY GEOMETRIC MEAN: The highest allowable geometric mean of daily discharges over a calendar month, calculated as the antilog of : the sum of the log of each of the daily discharges measured during a calendar month divided by the number of daily discharges measured during that month. 7 DAY GEOMETRIC MEAN: The highest allowable geometric mean of daily discharges over a calendar week.

RANGE: The minimum and maximum instantaneous measurements for the reporting period must remain between the two values shown. Note 2: ACTION LEVELS: Routine Action Level monitoring results, if not provided for on the Discharge Monitoring Report (DMR) form, shall be appended to the DMR for the period during which the sampling was conducted. If the additional monitoring requirement is triggered as noted below, the permittee shall undertake a short-term, high-intensity monitoring program for the parameter(s). Samples identical to those required for routine monitoring purposes shall be taken on each of at least three consecutive operating and discharging days and analyzed. Results shall be expressed in terms of both concentration and mass, and shall be submitted no later than the end of the third month following the month when the additional monitoring requirement was triggered. Results may be appended to the DMR or transmitted under separate cover to the same address. If levels higher than the Action Levels are confirmed, the permit may be reopened by the Department for consideration of revised Action Levels or effluent limits. The permittee is not authorized to discharge any of the listed parameters at levels which may cause or contribute to a violation of water quality standards.

SPDES PERMIT NUMBER NY 0109584 Page 3 of 10

PERMIT LIMITS, LEVELS AND MONITORING

OUTFALL No. LIMITATIONS APPLY: RECEIVING WATER EFFECTIVE EXPIRING

001 [X] All Year [ ] Seasonally from __ to Wampus River EDPM ExDP

PARAMETER

EFFLUENT LIMIT MONITORING REQUIREMENTS FN

Type

Limit

Units

Limit

Units

Sample

Frequency

Sample Type

Location

Influent Effluent

Flow Monthly avg. 0.50 MGD Continuous Recorder X

CBOD5 Daily Max. 5.0 mg/l 21 lbs/d 1/Month 6 hr. comp. X X (1)

Solids, Settleable Daily Max. 0.1 ml/l 1/Day Grab X

Solids, Total Suspended Daily Max. 10.0 mg/l 42 lbs/d 1/Month 6 hr. comp. X X (1)

pH Range 6.5 – 8.5 SU 1/Day Grab X

Total Ammonia (summer) Daily Max. 1.18 mg/l 1/Month 6 hr. comp. X (2)

Total Ammonia (winter) Daily Max. 2.20 mg/l 1/Month 6 hr. comp. X (3)

Temperature Daily Max. Monitor Deg. F 1/Day Grab X

Dissolved Oxygen Daily Min. 7.0 mg/l 1/Day Grab X

Effluent Disinfection required: [ X ] All Year [ ] Seasonal from to ______

Coliform, Fecal 30 day geometric mean

200 No./ 100 ml

1/Month Grab X

Coliform, Fecal 7 day geometric mean

400 No./ 100 ml

1/Month Grab X

Chlorine, Total Residual Daily Max. 0.1 mg/l 1/Day Grab X (4)

Zinc, Total Daily Max. 100 ug/l 1/Month Grab X (5)

FOOTNOTES (1) and effluent shall not exceed 15 % and 15 % of influent concentration values for CBOD5 & TSS respectively. (2) June 1 -October 31 (3) November 1 -May 31 (4) Applicable only if chlorine is used for disinfection. (5) This is a modified effluent limitation in accordance with 6 NYCRR Part 702.16(b)(2)


Long Island Sound Management Zone 7 - (Blind Brook, Mamaroneck, New Rochelle, Port Chester & North Castle) Water

Quality Based Effluent Limits and Monitoring - Phase I

OUTFALL NUMBER LIMITATIONS APPLY: RECEIVING WATER EFFECTIVE EXPIRING 001 [ X ] All Year [ ] Seasonal from to Long Island Sound Study Management

Zone 7 August 1, 2004 July 31, 2009

PARAMETER ENFORCEABLE EFFLUENT LIMITATIONS MONITORING REQUIREMENTS

Foot Notes

Type

Limitation

Units

Limitation

Units

Sample Frequency

Sample Type

Location Influent Effluent

Total Nitrogen (LISS Zone 7 POTW Aggregate)

12 Month Rolling Average 3463 lbs/day 1/month calculated X (1)(2)(3)


Monthly average Monitor lbs/day 1/month calculated X (2)(3)

Total Nitrogen 12 Month Rolling Average Monitor lbs/day 1/month calculated X (1)(3)(4) (5)

Total Nitrogen Monthly average Monitor mg/l Monitor lbs/day 1/week calculated X X (3) Nitrogen, Ammonia (as NH

3) Monthly average Monitor mg/l 1/week 24 hour composite X X

Nitrogen, TKN (as N) Monthly average Monitor mg/l 1/week 24 hour composite X X Nitrate (NO

3) as N Monthly average Monitor mg/l 1/week 24 hour composite X X

Nitrite (NO2) as N Monthly average Monitor mg/l 1/week 24 hour composite X X

See FOOTNOTES on page 8.


Long Island Sound Management Zone 7 - (Blind Brook, Mamaroneck, New Rochelle, Port Chester & North Castle) Water Quality Based Effluent Limits and Monitoring - Phase II

OUTFALL NUMBER LIMITATIONS APPLY: RECEIVING WATER EFFECTIVE EXPIRING 001 [ X ] All Year [ ] Seasonal from to Long Island Sound Study Management

Zone 7 August 1, 2009 July 31, 2014


Foot Notes

Type

Limitation

Units

Limitation

Units

Sample Frequency

Sample Type














Long Island Sound Management Zone 7 - (Blind Brook, Mamaroneck, New Rochelle, Port Chester & North Castle) Water

Quality Based Effluent Limits and Monitoring - Phase III

OUTFALL NUMBER LIMITATIONS APPLY: RECEIVING WATER EFFECTIVE 001 [ X ] All Year [ ] Seasonal from to Long Island Sound Study Management

Zone 7 August 1, 2014


Foot Notes

Type

Limitation

Units

Limitation

Units

Sample Frequency

Sample Type














FOOTNOTES FOR LONG ISLAND SOUND WATER QUALITY BASED EFFLUENT LIMITS AND MONITORING (1) The Long Island Sound Study (LISS) Management Conference has adopted "Phase III Actions for Hypoxia

Management". The States of New York and Connecticut have jointly established the "Total Maximum Total Daily Load Analysis to Achieve Water Quality Standards for Dissolved Oxygen in Long Island Sound" (TMDL) which was approved by the U.S. Environmental Protection Agency (EPA) on April 5, 2001. Appendix C of the TMDL establishes individual POTW Waste Load Allocations (WLAs) for LISS Management Zones. These WLAs will be further specified in the "LISS Zone 7 Load Management Plan". The plan requires a reduction of 61% of total nitrogen from in-basin sources by August 1, 2014 (Phase III). An interim reduction of 40 percent of the 61% (24.4%) shall be accomplished by August 1, 2004 (Phase I). An interim reduction of 75 percent of the 61% (45.8%) shall be accomplished by August 1, 2009 (Phase II).

The LISS will formally review the basis for the nitrogen reduction targets no later than February, 2003. This evaluation may result in proposed modifications to the TMDL. If the TMDL is modified and approved by EPA, the Department may propose a modification to these effluent limits to reflect the WLAs in the approved modified TMDL. The permittee may request a modification to these limits to reflect the WLAs in the modified TMDL approved by EPA.

(2) LISS Management Zone 7 WPCP Aggregate - is defined as the sum of effluent discharges from the Blind Brook,

Mamaroneck, New Rochelle, Port Chester and North Castle POTWs. (3) Total Nitrogen = Total Kjeldahl Nitrogen (TKN) + Nitrite (NO2) + Nitrate (NO3). (4) The Individual 12 month rolling average (12-MRA) is defined as the current monthly average value averaged

with the eleven previous months for each facility in Zone 7. The individual 12-MRAs are then summed to calculate the Aggregate 12-MRA. The 12-MRA is enforced as a 30-day average limit, therefore any reported exceedance of the 12-MRA will be considered 30 days of violation. The permittees in Zone 7 shall calculate the Aggregate 12-MRA limit and the result shall be reported by each of the individual permittees on their own DMR. The permittee shall provide a copy of the portion of each of its DMRs pertaining to its individual 12-MRA value to each of the other dischargers listed above so that the aggregate 12-MRA may be calculated and reported by all of the permittees in Zone 7.

(5) If the aggregate twelve month rolling average limit for total nitrogen is exceeded, the individual waste load

allocations shall be used, for purposes of compliance, to determine whether the permittee was the cause of the exceedance. The individual waste load allocations for this permittee, published in the "Total Maximum Total Daily Load Analysis to Achieve Water Quality Standards for Dissolved Oxygen in Long Island Sound", are 25, 18, and 13 lbs/day for the periods August 1, 2004 through July 31, 2009, August 1, 2009 through July 31, 2014, and August 1, 2014 through ExDP, respectively.


DISCHARGE NOTIFICATION REQUIREMENTS a) The permittee shall, except as set forth in (c) below, maintain the existing identification signs at all outfalls to surface waters, which have not been waived by the Department in accordance with 17-0815-a of the Environmental Conservation Law. The sign(s) shall be conspicuous, legible and in as close proximity to the point of discharge as is reasonably possible while ensuring the maximum visibility from the surface water and shore. The signs shall be installed in such a manner to pose minimal hazard to navigation, bathing or other water related activities. If the public has access to the water from the land in the vicinity of the outfall, an identical sign shall be posted to be visible from the direction approaching the surface water. The signs shall have minimum dimensions of eighteen inches by twenty four inches (18" x 24") and shall have white letters on a green background and contain the following information:

N.Y.S. PERMITTED DISCHARGE POINT

SPDES PERMIT No.: NY__________

OUTFALL No. :____

For information about this permitted discharge contact: Permittee Name: _________________________________________________________________________ Permittee Contact: ________________________________________________________________________ Permittee Phone: ( ) - ### - #### OR: NYSDEC Division of Water Regional Office Address : NYSDEC Division of Water Regional Phone: ( ) - ### -####

b) For each discharge required to have a sign in accordance with a), the permittee shall provide for public review at a repository accessible to the public, copies of the Discharge Monitoring Reports (DMRs) as required by the RECORDING, REPORTING AND ADDITIONAL MONITORING REQUIREMENTS page of this permit. This repository shall be open to the public, at a minimum, during normal daytime business hours. The repository may be at the business office repository of the permittee or at an off-premises location of its choice (such location shall be the village, town, city or county clerk’s office, the local library or other location as approved by the Department). In accordance with the RECORDING, REPORTING AND ADDITIONAL MONITORING REQUIREMENTS page of your permit, each DMR shall be maintained on record for a period of five years. c) If, upon November 1,1997, the permittee has installed signs that include the information required by 17-0815-a(2)(a), but do not meet the specifications listed above, the permittee may continue to use the existing signs for a period of up to five years, after which the signs shall comply with the specifications listed above. d) The permittee shall periodically inspect the outfall identification signs in order to ensure that they are maintained, are still visible and contain information that is current and factually correct.


MONITORING LOCATIONS

The permittee shall take samples and measurements, to comply with the monitoring requirements specified in this permit, at the location(s) specified below:


RECORDING, REPORTING AND ADDITIONAL MONITORING REQUIREMENTS a) The permittee shall also refer to the effluent limitations and monitoring requirements page of this permit for additional information concerning

monitoring and reporting requirements and conditions. b) The monitoring information required by this permit shall be summarized, signed and retained for a period of three years from the date of the

sampling for subsequent inspection by the Department or its designated agent. Also, monitoring information required by this permit shall be summarized and reported by submitting;

X (if box is checked) completed and signed Discharge Monitoring Report (DMR) forms for each 1 month reporting period to the

locations specified below. Blank forms are available at the Department's Albany office listed below. The first reporting period begins on the effective date of this permit and the reports will be due no later than the 28th day of the month following the end of each reporting period.

(if box is checked) an annual report to the Regional Water Engineer at the address specified below. The annual report is due by February 1 each year and must summarize information for January to December of the previous year in a format acceptable to the Department.

X (if box is checked) a monthly "Wastewater Facility Operation Report..." (form 92-15-7) to the: X Regional Water Engineer and/or X County Health Department or Environmental Control Agency specified below

Send the original (top sheet) of each DMR page to:

Department of Environmental Conservation Division of Water, Bureau of Water Compliance 625 Broadway, Albany, New York 12233-3506 Phone: (518) 402-8177

Send an additional copy of each DMR page to: Westchester County Health Department Bureau of Environmental Quality 145 Huguenot Street – 7th Floor New Rochelle, NY 10801

Send the first copy (second sheet) of each DMR page to:

Department of Environmental Conservation Regional Water Engineer, Region 3 100 Hillside Avenue, Suite 1W White Plains, NY 10603-2860 Phone: (914) 428-2505

c) Noncompliance with the provisions of this permit shall be reported to the Department as prescribed in the 6 NYCRR Part 750-1.2(a) and

750-2. d) Monitoring must be conducted according to test procedures approved under 40 CFR Part 136, unless other test procedures have been

specified in this permit. e) If the permittee monitors any pollutant more frequently than required by the permit, using test procedures approved under 40 CFR Part 136

or as specified in this permit, the results of this monitoring shall be included in the calculations and recording of the data on the Discharge Monitoring Reports.

f) Calculation for all limitations which require averaging of measurements shall utilize an arithmetic mean unless otherwise specified in this

permit. g) Unless otherwise specified, all information recorded on the Discharge Monitoring Report shall be based uponmeasurements and sampling

carried out during the most recently completed reporting period. h) Any laboratory test or sample analysis required by this permit for which the State Commissioner of Health issues certificates of approval

pursuant to section five hundred two of the Public Health Law shall be conducted by a laboratory which has been issued a certificate of approval. Inquiries regarding laboratory certification should be sent to the Environmental Laboratory Accreditation Program, New York State Health Department Center for Laboratories and Research, Division of Environmental Sciences , The Nelson A. Rockefeller Empire State Plaza, Albany, New York 12201.

APPENDIX B

Granular Activated Carbon Pilot Test Data

Ammonia Nitrate Nitrite TKN Total NITROGEN Ammonia Nitrate Nitrite TKN Total NITROGEN Ammonia Nitrate Nitrite TKN Total NITROGEN %24c 24c 24c 24c NITROGEN LBS/DAY 24c 24c 24c 24c NITROGEN LBS/DAY 24c 24c 24c 24c NITROGEN LBS/DAY Reduction

6/23/2015 0.449 24.40 0.90 0.01 45.50 46.41 173.77 0.34 1.07 0.06 1.30 2.43 9.08 0.48 0.63 0.09 1.02 1.74 6.50 28.4%6/30/2015 0.421 23.70 0.18 0.01 41.50 41.69 146.38 0.28 1.00 0.05 1.13 2.18 7.65 0.47 0.47 0.12 1.09 1.68 5.88 23.2%7/7/2015 0.417 18.50 0.89 0.01 28.30 29.20 101.55 0.24 1.00 0.06 0.92 1.97 6.87 0.76 0.05 0.08 1.35 1.48 5.16 24.8%7/14/2015 0.421 14.90 0.05 0.01 37.60 37.66 132.23 0.26 1.09 0.04 0.97 2.10 7.37 0.41 0.66 0.11 0.97 1.74 6.12 17.0%7/21/2015 0.411 12.70 0.90 0.01 31.70 32.61 111.78 0.22 1.30 0.06 1.57 2.93 10.04 0.36 0.66 0.12 1.23 2.01 6.88 31.5%7/28/2015 0.413 20.50 0.64 0.01 35.80 36.45 125.55 0.15 1.18 0.06 0.99 2.23 7.67 0.33 0.77 0.10 0.94 1.81 6.23 18.7%9/29/2015 0.437 23.00 0.28 0.01 42.30 42.59 155.22 0.13 1.36 0.01 1.20 2.57 9.37 0.19 0.94 0.08 0.91 1.92 7.01 25.1%10/6/2015 0.372 24.60 1.25 0.01 42.60 43.86 136.07 0.12 1.19 0.05 0.97 2.21 6.86 0.16 0.75 0.07 0.90 1.72 5.33 22.2%10/14/2015 0.379 26.00 0.12 0.01 47.20 47.33 149.61 0.15 1.35 0.06 1.06 2.47 7.79 0.22 0.71 0.04 0.89 1.64 5.18 33.5%10/20/2015 0.365 24.10 1.59 0.01 42.20 43.80 133.33 0.10 2.30 0.05 0.87 3.22 9.80 0.15 0.75 0.04 0.85 1.64 4.99 49.1%10/27/2015 0.368 21.30 1.24 0.01 38.40 39.65 121.69 1.22 1.22 0.04 2.11 3.37 10.35 1.47 0.56 0.07 2.12 2.75 8.45 18.4%11/4/2015 0.393 18.60 1.40 0.01 31.90 33.31 109.18 0.42 2.15 0.05 1.28 3.48 11.41 0.59 1.60 0.07 1.29 2.96 9.71 14.8%11/10/2015 0.409 19.60 1.74 0.01 39.50 41.25 140.71 0.15 1.10 0.08 1.12 2.30 7.86 0.23 0.47 0.07 1.10 1.64 5.59 28.8%11/17/2015 0.369 21.70 0.79 0.01 40.80 41.60 128.03 0.12 1.25 0.05 1.07 2.37 7.28 0.21 0.56 0.06 0.96 1.58 4.87 33.1%

20.97 0.86 0.01 38.95 39.82 133.22 0.28 1.33 0.05 1.18 2.56 8.53 0.43 0.68 0.08 1.11 1.88 6.28 26.3%

%Reduction

6/18/2015 37.2%6/25/2015 34.5%7/2/2015 12.9%7/9/2015 18.0%7/16/2015 43.2%7/23/2015 32.9%7/30/2015 14.4%

27.6%

AVERAGE

DATE

1.05

1.331.281.09

1.01

1.52 0.996

1.831.58

1.041.06

PILOT FILTER WEEKLY EFFLUENT

NORTH CASTLE WASTEWATER TREATMENT PLANT WEEKLY 24 HR COMPOSITE NITROGEN SAMPLES

PLANT WEEKLY INFLUENT PLANT WEEKLY EFFLUENT

DATEDaily Flow

Denite Filter Eff. Pilot Filter Eff.

3 HR Comp.TKN

3 HR Comp.TKN

1.48

0.891.42

1.47

1.18