Town of Hyde Park - hpdowntown.com · The Town has not procured property to site a wastewater treatment plant (WWTP). Rather than identify potential sites for a WWTPthis report provides

Town of Hyde Park Dutchess County, New York

Revitalizing Hyde Park’s Town Center Wastewater System Evaluation and Options Preliminary Engineering Report

Prepared by:

Delaware Engineering, P.C.

28 Madison Avenue Extension

Albany, New York 12203

518-452-1290

April 26, 2018

Town of Hyde Park Dutchess County, New York

Revitalizing Hyde Park’s Town Center Wastewater System Evaluation and Options Preliminary Engineering Report Prepared by:

Delaware Engineering, P.C.

28 Madison Avenue Extension

Albany, New York 12203

518-452-1290

April 26, 2018

Town of Hyde Park Sewer District Preliminary Engineering Report

Delaware Engineering, D.P.C. i

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY ............................................................................................................ 1

2.0 PROJECT PLANNING.................................................................................................................. 2

2.1 Location ........................................................................................................................................ 2 2.2 Environmental Resources and Impacts ......................................................................................... 2

2.2.1 Flood Zones .......................................................................................................................... 2 2.2.2 Wetlands ............................................................................................................................... 3 2.2.3 Cultural Resources ................................................................................................................ 3 2.2.4 Endangered Species .............................................................................................................. 3 2.2.5 Scenic Areas of Statewide Significance ................................................................................ 4

2.3 Community Engagement............................................................................................................... 4

3.0 EXISTING FACILITIES ............................................................................................................... 4

3.1 Location ........................................................................................................................................ 4 3.2 History........................................................................................................................................... 4 3.3 Condition of Existing Facilities .................................................................................................... 5

4.0 NEED FOR PROJECT .................................................................................................................. 5

4.1 Economic Growth, Health, Sanitation, and Security .................................................................... 5

5.0 OVERALL TREATMENT AND DISPOSAL OPTIONS........................................................... 6

5.1 Wastewater Treatment Facility – Design Influent Loading .......................................................... 6 5.2 Wastewater Treatment Facility – Discharge Locations and Anticipated SPDES Permit Limits .. 6

5.2.1 Subsurface Discharge ........................................................................................................... 7 5.2.2 Surface Discharge – South of Town Center Site (unnamed watercourse) ........................... 7 5.2.3 Surface Discharge – North of Town Center Site (Crum Elbow Creek) ............................... 8

5.3 Wastewater Treatment Technology and Disposal Options ........................................................... 8 5.3.1 Treatment Facility with Subsurface Disposal ....................................................................... 8 5.3.2 Treatment Facility with Surface Discharge ......................................................................... 11

6.0 WASTEWATER TREATMENT FACILITY – HYDRAULIC LOADING DESIGN ........... 15

6.1 Alternate 1 – Town Center Sewer District .................................................................................. 16 6.2 Alternate 2 – Route 9 Commercial Sewer District ...................................................................... 17 6.3 Alternate 3 – Route 9 Expanded Sewer District ......................................................................... 19

7.0 ALTERNATE CONSIDERATIONS AND COST ESTIMATES............................................ 21

7.1 Alternate 1 – Town Center Sewer District .................................................................................. 21 7.1.1 Option 1A – Treatment and Subsurface Disposal System .................................................. 21 7.1.2 Option 1B – Treatment and Surface Water Discharge System ........................................... 22

7.2 Alternate 2 – Route 9 Commercial Sewer District ...................................................................... 23 7.2.1 Collection System ............................................................................................................... 23 7.2.2 Treatment and Disposal System .......................................................................................... 24


Delaware Engineering, D.P.C. ii

7.3 Alternate 3 – Route 9 Expanded Sewer District ......................................................................... 26 7.3.1 Collection System ............................................................................................................... 26 7.3.2 Treatment and Disposal System .......................................................................................... 26

7.4 Alternate 4 – No Action .............................................................................................................. 28

8.0 PERMITTING REQUIREMENTS ............................................................................................ 29

9.0 PROJECT SCHEDULE ............................................................................................................... 29

10.0 ENERGY EFFICIENT MEASURES.......................................................................................... 30

11.0 LIFE CYCLE COSTS .................................................................................................................. 30

11.1 Alternate 1 – Town Center Sewer District .................................................................................. 30 11.2 Alternate 2 – Route 9 Commercial Sewer District ...................................................................... 30 11.3 Alternate 3 – Route 9 Expanded Sewer District ......................................................................... 31

12.0 CONCLUSIONS AND RECOMMENDATIONS ...................................................................... 33

FIGURES

Figure 1 Alternate 1 – Town Center Sewer District

Figure 2 Alternate 2 – Route 9 Commercial Sewer District

Figure 3 Alternate 3 – Route 9 Expanded Sewer District

APPENDICES

Appendix A: Collection System Construction Cost Estimates

Appendix B: Wastewater Treatment Plant Construction Cost Estimates

Appendix C: Preliminary Operation and Maintenance Budget Estimates

ATTACHMENTS

Attachment A: Town Center Concept Plan

Attachment B: DCWWA Benefit Assessment Methodology

Attachment C: IUP CWSRF Energy Efficiency Requirements

Attachment D: Smart Growth Assessment Form

Attachment E: Engineering Report Certification


Delaware Engineering, D.P.C. 1

1.0 EXECUTIVE SUMMARY

The Town of Hyde Park is an historic community located along the banks of the Hudson River in

Dutchess County. During the 20th century, the Town developed into an automobile-based suburb

with residential neighborhoods surrounding the heavily travelled NYS Route 9 commercial

corridor. The Town has been actively planning the creation of a walkable community for over a

decade, advancing the goals identified in the 2005 Comprehensive Plan into prioritized

recommendations and conceptual plans outlined in the 2013 Hyde Park Town Center Pedestrian

Study. This model study was funded by the Federal Highway Administration and prepared jointly

with the Poughkeepsie-Dutchess Transportation Council, the Dutchess County Planning

Department and the Hyde Park Walks Task Force.

Based on this planning background, the Town has recently been awarded a grant from the

NYSERDA Phase II Cleaner, Greener Communities Program to create a Planning and Engineering

Report for the Redevelopment of the Town Center. The goal is to revitalize the declining central

business district into a vibrant, pedestrian-friendly Town Center which will also encourage new

mixed-use development. The Project Area is located at a key node along the NYS Route 9

commercial corridor at the Pine Woods Road intersection between Parker Avenue and Watson

Place. A project Steering Committee has been formed that includes representatives from the Town

of Hyde Park, Dutchess County Department of Planning and Development (DCDPD), Dutchess

County Water and Wastewater Authority (DCWWA) and other agencies and stakeholders.

The implementation of a centralized sewer system is needed to facilitate revitalization of the Town

Center. The overarching goal of the project is to spark a revitalization which will expand beyond

the limits of the Town Center area. To achieve this goal, the sanitary sewer system must be

expanded beyond the current limits of the Town Center project and include adjoining areas.

This evaluation considers three sanitary sewer service areas, multiple wastewater treatment

technologies and various treatment facility discharge locations. The alternate sewer service areas

evaluated include: Alternate 1 – the Town Center project area only, Alternate 2A – the majority of

the Route 9 commercial area (with options B and C to include additional commercial and historic

sites), and Alternate 3A – an expanded district including the Route 9 commercial area and the most

densely populated adjoining residential areas (with the same options B and C). The preliminarily

recommended sewer service area is Alternate 3A.



2.0 PROJECT PLANNING

2.1 Location

The Town Center study area focuses on the Route 9 corridor in Hyde Park, specifically on the east

side of Route 9 bounded on the north by Pine Woods Road and on the south by the parcel directly

across Route 9 from Watson Place. The Town of Hyde Park recognizes the importance of a sanitary

sewer service area that extends beyond the limitations of this study area. As a result, this report

evaluates three service area alternatives. Alternate 1, the Town Center Sewer District, is limited to

the Town Center study area (see Figure 1). Alternate 2, the Route 9 Commercial Sewer District,

includes the study area and the commercial corridor from Linden Lane to just south of Terwilliger

Road (see Figure 2). Alternate 3, the Route 9 Expanded Sewer District, includes Alternate 2 and

the densely populated adjacent residential areas (see Figure 3). Alternates 2 and 3 include several

options to expand to the south and north. Option B includes the commercial properties across

Route 9 from the Franklin Delano Roosevelt National Historic Site (FDR Site). Option C includes

the FDR Site and the Vanderbilt Mansion National Historic Site to the north.

The Town has not procured property to site a wastewater treatment plant (WWTP). Rather than

identify potential sites for a WWTP this report provides the site requirements for the different

treatment alternatives. The project budgets presented in this report are based on siting a facility

south of the Town Center study area.

2.2 Environmental Resources and Impacts

2.2.1 Flood Zones

The proposed project site is located outside of the 100-year and 500-year Flood Zones, according

to the FEMA Flood Insurance Rate Map (FIRM) for the Town of Hyde Park, Community Panel

Numbers 36027C0262E, 36027C0264E, 36027C0266E and 36027C268E, effective May 2, 2012.

To ensure that all flood concerns are addressed, the detailed design will include a site survey to

determine the actual elevations of the components within the area of potential effect. The design

will mitigate potential flood impacts to the greatest extent possible.



2.2.2 Wetlands

The project site is located outside of NYSDEC Wetlands. There are NWI Wetlands present within

close proximity to the project site. It appears that no wetlands will be disturbed by the installation

of the proposed sewer main and wastewater treatment plant. A Protection of Waters Permit,

Stormwater Permit and a Nationwide Permit may be required for the proposed project.

Correspondence with the NYSDEC and USACOE will take place throughout the life of the project

until completion to ensure wetlands and waterbodies are protected to the fullest extent possible.

2.2.3 Cultural Resources

The project site is located within an archaeological sensitive area and in the vicinity of National

Register listed sites along with the Main Street – Albertson Street Historic District according to

the Cultural Resource Information System (CRIS), an online application developed by the NYS

Office of Parks Recreation and Historic Preservation (OPRHP). OPRHP will be contacted for a

determination on the project’s potential effect on cultural resources as part of the SEQR and

permitting process. The Town will continue to work closely with OPRHP throughout the life of

the project to ensure that archaeological resources are protected.

2.2.4 Endangered Species

The NYSDEC EAF Mapper indicates that there may be rare animals, plants and/or significant

natural communities in the vicinity of the WWTP site. These are defined as animals or plants listed

by New York State as endangered, threatened, rare or of special concern. The NYSDEC Natural

Heritage Program will be contacted with a request for an official determination of any known

occurrences of endangered or threatened species, species of special concern, or significant natural

communities in the vicinity of the site.

The U.S. Fish and Wildlife Service (USFWS) Information for Planning and Conservation (IPaC)

web portal and Official Species List were reviewed in order to determine the potential presence of

federally endangered or threatened species or critical habitats in the project area. IPaC records

indicate that the Northern Long-Eared Bat, a federally listed threatened species, and the Indiana

Bat, a federally listed endangered species may potentially occur within the area of potential effect.

Dwarf Wedgemussels, a federally listed endangered species, can also be found within the vicinity



of the project. An effects analysis will be performed and the USFWS will be contacted with a

request for an official determination of any known occurrences of endangered or threatened species

and critical habitats in the vicinity of the project site. The Town will work closely with USFWS to

ensure that these species are protected throughout the life of the project.

2.2.5 Scenic Areas of Statewide Significance

Mapping of the project site indicates that the area of potential effect is located within two Scenic

Areas of Statewide Significance (SASS): Hyde Park Center Subunit ED-25 and Franklin D.

Roosevelt Home Entrance Subunit ED-26. NYS Department of State (DOS) will be contacted for

a determination on the project’s potential impacts on SASS as part of the SEQR and permitting

process.

2.3 Community Engagement

The wastewater study work is being completed as part of the Planning and Engineering Report for

the Redevelopment of Town Center. This project includes a Steering Committee consisting of

representatives from the Town of Hyde Park, Dutchess County Department of Planning and

Development (DCDPD), Dutchess County Water and Wastewater Authority (DCWWA) and other

agencies and stakeholders. The Steering Committee will meet eight times throughout the

generation of the overall Planning and Engineering Report. In addition to the Steering Committee

meetings, three public meetings are being conducted as part of the overall project.

3.0 EXISTING FACILITIES

3.1 Location

The Town of Hyde Park currently has no municipal sewer system located within the project area.

All sewage generated within the project area is served by on-site sewer treatment and disposal

systems. All of the properties in the alternate sewer service areas are located in a DCWWA Water

District and are served by public water.

3.2 History

The implementation of a sanitary sewer district which would provide municipal sewer service to

the Route 9 corridor has been attempted multiple times throughout the history of Hyde Park. The



most recent attempt occurred in 2007. This proposal included a sewer service area consisting

primarily of the commercial properties along the Route 9 corridor bounded by Linden Lane on the

north and St. Andrews Road on the south. This proposed system included a wastewater treatment

facility constructed and owned by a private entity in the vicinity of St. Andrews Road and Route

9. The proposed wastewater collection system and the treatment facility have not been constructed.

3.3 Condition of Existing Facilities

All wastewater treatment within the project area is currently accomplished via on-site treatment

and subsurface disposal systems. The soil conditions in the commercial areas on the east side of

Route 9 have high bedrock resulting in poorly performing treatment systems. The combination of

poor hydraulic conductivity, in conjunction with the lack of a public sewer system, is believed to

limit the economic activity in this area.

4.0 NEED FOR PROJECT

4.1 Economic Growth, Health, Sanitation, and Security

The Town Center project is not feasible without a central sanitary sewer system. Further, the lack

of a central sanitary sewer system in the Town of Hyde Park has limited the economic development

of the area beyond the bounds of the Town Center project. The soil conditions (generally high

bedrock) severely limit any potential on-site treatment and subsurface disposal system. In turn,

this limits the potential economic development in the area. While there are no currently known

violations, existing subsurface treatment and disposal systems constructed in hydraulically limited

soils are prone to failure. Failed systems can result in untreated sewage being released to the

environment, resulting in environmental degradation along with odors and health concerns.



5.0 OVERALL TREATMENT AND DISPOSAL OPTIONS

5.1 Wastewater Treatment Facility – Design Influent Loading

With the exception of the “No Action” alternative (Alternate 4), all alternatives evaluated require

a wastewater collection system that conveys wastewater generated within the district to a

centralized wastewater treatment facility. These potential alternatives consider multiple service

areas of varying size and land use types. Alternates 1 and 2 consists primarily of commercial

properties while Alternate 3 has a significant amount of wastewater flow generated from

residential areas. The existing and proposed commercial areas include a significant amount of

wastewater flows generated from retail uses. Wastewater generated by retail facilities typically has

characteristics similar to that of residential wastewater. However wastewater generated from food

preparation will have varying strengths that are typically higher than residential wastewater.

Alternate 2 has the highest percentage of food service type users. Based on current and projected

uses, Alternate 2 is expected to have less than 25% of the design flow generated by the food service

type facilities. To account for changes in occupancies within the service area over time, the design

loading characteristics for all alternates are based the “typical” high strength wastewater in

accordance with Table 3-18 of Wastewater Engineering: Treatment and Resource Recovery, 5th

Edition, Metcalf & Eddy, 2014 (M&E 2014) and are as follows:

Table 5.1 Design Influent Loading

Parameter Design Influent Concentration

BOD5 400 mg/l TSS 389 mg/l NH3 (as N) 41 mg/l TKN (as N) 60 mg/l

5.2 Wastewater Treatment Facility – Discharge Locations and Anticipated SPDES Permit Limits

Any potential Town of Hyde Park sewer district will require a wastewater treatment facility. The

service areas being evaluated provide three options for WWTP discharge. These options are a

subsurface discharge, a surface discharge to the unnamed watercourse that crosses Route 9 south

of the Town Center site and a surface discharge to the Crum Elbow Creek north of the site.



5.2.1 Subsurface Discharge

The first option is to construct a WWTP that discharges to a subsurface system. In a subsurface

system the effluent is discharged into the groundwater via absorption fields. The New York State

Department of Environmental Conservation (NYSDEC) has provided the following preliminary

effluent limits for a subsurface discharge:

Table 5.2 Preliminary / Anticipated SPDES Permit Limits

Parameter Limit

Nitrate/Nitrite (as N) 20 mg/l

5.2.2 Surface Discharge – South of Town Center Site (unnamed watercourse)

The second discharge option involves a WWTP that discharges to the unnamed watercourse that

crosses Route 9 south of the Town Center site. This watercourse experiences intermittent flow.

NYSDEC stipulated that Intermittent Stream Effluent Limits (ISEL) will apply for discharges to

this waterbody and provided the following preliminary effluent limits:


Parameter Limit

pH (range) 6.5-8.5

BOD5 (daily maximum) 5 mg/l

Suspended Solids - TSS (daily maximum) 10 mg/l

Nitrogen, Ammonia (as N) (summer months) 1.4 mg/l

Nitrogen, Ammonia (as N) (winter months) 2.1 mg/l

Dissolved Oxygen (daily minimum) 7.0 mg/l

Solids, Settleable (daily maximum) 0.1 ml/l

Coliform, Fecal (30 day geometric mean) 200 / 100 ml

Coliform, Fecal (7 day geometric mean) – 400 / 100 ml

Total Chlorine Residual (If chlorine used for disinfection) 0.02 mg/l



5.2.3 Surface Discharge – North of Town Center Site (Crum Elbow Creek)

The third discharge option involves a WWTP discharging to the Crum Elbow Creek north of the

Town Center site. NYSDEC has provided the following preliminary effluent limits for a discharge

in this area:


Parameter Limit

pH (range) 6.5-8.5

BOD5 (daily maximum) 10 mg/l

Suspended Solids - TSS (daily maximum) 10 mg/l

Nitrogen, Ammonia (as N) (summer months) 1.9 mg/l

Nitrogen, Ammonia (as N) (winter months) 2.1 mg/l

Dissolved Oxygen (daily minimum) 5.0 mg/l

Solids, Settleable (daily maximum) 0.1 ml/l

Coliform, Fecal (30 day geometric mean) 200 / 100 ml

Coliform, Fecal (7 day geometric mean) – 400 / 100 ml

Total Chlorine Residual (If chlorine used for disinfection) 0.1 mg/l

5.3 Wastewater Treatment Technology and Disposal Options

5.3.1 Treatment Facility with Subsurface Disposal

The first option is to construct a WWTP that discharges to a subsurface system so that effluent is

discharged into the groundwater via absorption fields. The advantage of a subsurface discharge is

that it generally requires a lower level of treatment prior to discharge than a surface discharge.

The disadvantage of a subsurface discharge is that it requires hydraulically suitable soil conditions

and has a much larger footprint than a facility that discharges to a surface waterbody. The

minimum requirements for a subsurface disposal area with ideal soils conditions are as follows:

Optimum Soil Percolation Rate: 1-5 minutes per inch (mpi)

Application Rate: 1.20 gpd/ft2

Trench Width: 2’



Trench Spacing: 6’ on-center

Subsurface Area Required / 1,000 gallons: 2,500 ft2 = 0.06 acres

Required Reserve Area / 1,000 gallons: 50% = 1,250 ft2 = 0.03 acres

Area for piping, dosing chambers, etc.: 20% of Total Area = 750 ft2

Total Subsurface Area Required / 1,000 gallons: 4,500 ft2 = 0.10 acres

Note that these calculations assume optimum hydraulic soils and the areas noted are the minimum

required and do not include the footprint of the WWTP or appurtenances. Percolation rates of 21-

30 mpi will require double the required area. The most hydraulically restrictive soils that would

allow for a subsurface discharge would require 2.7 times the area.

The availability of land for a wastewater facility serving any of the alternates is limited. Land with

the hydraulic characteristics required for a subsurface disposal system is even more limited.

Preferred Subsurface Treatment Technology

A fixed film type system is the preferred treatment technology for a system with subsurface

disposal. There are a variety of treatment system suppliers that provide package type fixed film

treatment systems. This report considers utilizing the Orenco AdvanTex treatment system. This

system includes primary treatment followed by a flow equalization/pre-anoxic tank, a recirculating

packed bed aerobic treatment system and a post-anoxic system. As noted, this facility is only

considered for the Alternate 1 flow of 0.041 mgd.

5.3.1.1 Collection System

The evaluation is based on utilizing a conventional sanitary sewer collection system which will

collect and convey wastewater generated within the district to the wastewater facility with no

treatment. An Orenco system can be configured to include the required primary treatment via

individual septic tanks located on each property. However the parcel sizes in the study area are

restricted thereby limiting the ability to install septic tanks on the individual sites. Instead, the

primary treatment will occur at the wastewater treatment facility.

5.3.1.2 Primary Treatment

Primary treatment will consist of a primary tank (septic tank) which will remove the floatables and

settleables from the flowstream. This tank will reduce the BOD by 50% and the TSS by 90%.



5.3.1.3 Flow Equalization / Pre-Anoxic Basin

The system will be equipped with a tank which will provide both flow equalization while also

serving to provide some nitrate removal. The nitrate removal will occur by mixing nitrate rich

filtrate (filtrate that includes some microorganisms from the aerobic process) from the AdvenTex

units with the carbon present in the influent from the primary treatment basin in an anoxic

condition. The tank will also serve as a flow equalization basin which will buffer the peak flows

into the system.

5.3.1.4 Biological Treatment

The majority of the biological treatment to remove the BOD and TKN will occur in a series of

recirculating packed bed filters. This treatment is achieved by distributing a blend of raw

wastewater and filtrate over a textile media. Aerobic microorganisms attached to the media remove

the organics and nitrify the wastewater. The proposed Orenco system consists of four (4) AX-

Max300-42 Adventex units and one (1) AX-Max200-35 Advantex unit. The system will be

equipped with an alkalinity feed system to ensure that sufficient alkalinity is available for full

nitrification to occur.

The nitrification that occurs in the aerobic process will biologically convert the TKN in the

wastestream to nitrite and ultimately nitrate. Nitrate removal is required to meet the effluent

requirement of less than 20 mg/l. While a portion of the nitrate removal will occur in the pre-

anoxic / EQ basin, the majority of the nitrate will be removed in the post-anoxic basin. This basin

will consist of a tank filled with media. Carbon (likely in the form of MicroC®) will be injected

into the nitrate rich effluent from the aerobic process. Microbiology growing on the media will

utilize the oxygen from the nitrate to consume the carbon. With the oxygen removed, the

remaining nitrogen is emitted to atmosphere as nitrogen gas.

5.3.1.5 Sanitary Disinfection

No sanitary disinfection is required for the subsurface option.

5.3.1.6 Infiltration System

The system will discharge to a subsurface disposal system. The size of the subsurface system

depends on the hydraulic characteristics of the in-situ soil. For the 0.041 mgd treatment facility

option, optimal soil characteristics will require a subsurface system which is approximately 4.1



acres. The most restrictive soils which would still allow for subsurface disposal would require

11.1 acres for the Alternate 1 option. Sites with bedrock near the ground surface, poor hydraulic

conditions or high groundwater would not allow for a subsurface disposal system.

5.3.1.7 Solids Processing

The Orenco system accumulates, stores and anaerobically digests solids in the primary tank. The

tank is required to periodically have the sludge pumped out and hauled off-site for further treatment

and disposal.

5.3.1.8 Supervisory Control and Data Acquisition (SCADA)

While the Orenco system will include a control system as required for the system to operate in an

automated fashion, the system will not include a full SCADA system.

5.3.1.9 Structural/Mechanical/Electrical/Architectural Requirements

The majority of the Orenco system is housed in fiberglass tanks supplied as part of the treatment

system package. A building is required to house an office, a laboratory, an electrical / control room

and a chemical feed room. The facility will be equipped with an emergency generator capable of

operating the entire facility during utility power disruptions.

5.3.2 Treatment Facility with Surface Discharge

The effluent limits for a system discharging to surface water (either the Crum Elbow Creek or the

unnamed watercourse south of the Town Center site) require a higher level of treatment than that

of a subsurface discharge system. A treatment facility utilizing activated sludge with tertiary type

filtering is the preferred treatment technology for a system capable of providing treatment to the

levels required for surface discharge. There are a variety of activated sludge / filter combinations

which are capable of meeting the treatment requirements. This report considers utilizing a

Membrane Bioreactor (MBR) process. A MBR system is an activated sludge biological treatment

system with the biological treatment generally matching that of an extended aeration process. The

MBR system deviates from an extended aeration process in that the solid/liquid separation phase

is accomplished by permeating the liquid through a membrane rather than using gravity separation

within a secondary clarifier. The proposed membrane system consists of a submerged membrane

which acts as a barrier or filter for the mixed liquor suspended solids. The MBR process provides



a higher degree of treatment than a system that utilizes gravity for the solid/liquid separation, with

a membrane pore size that ensures the effluent meets the intermittent stream standards without the

need for downstream filters. While the preliminary SPDES permit limits do not require it, the

proposed system will be capable of meeting stringent phosphorus limits with the installation of a

metal salt (alum, etc.) chemical feed system. The membrane solid/liquid separation process allows

for the system to operate with significantly higher mixed liquor concentrations, thereby

dramatically reducing the physical footprint of the process tanks versus more traditional processes.

A MBR system will provide effluent quality with BOD and TSS of less than 5 mg/l and is capable

of meeting ISEL limits and providing phosphorous removal without the need for effluent polishing

filters.

5.3.2.1 Collection System

This evaluation is based on utilizing a conventional sanitary sewer collection system which will

collect and convey wastewater generated within the district to the wastewater facility with no

treatment.

5.3.2.2 Influent Screening / Headworks Building / Odor Control

The MBR process requires that all solids greater than 2 mm be removed prior to the MBR process.

To accomplish this, two mechanical fine screens will be installed, with each screen rated for the

full hydraulic flow into the facility prior to flow equalization. To protect the screens against

environmental conditions and to contain the foul odors that may propagate from the screenings

area, the screens will be enclosed in a screenings room. A mechanical odor control system, sized

to capture the odorous air from the screenings room and the equalization basins will be installed

within this room.

5.3.2.3 Flow Equalization

The MBR system will be equipped with equalization basins sufficiently sized to provide flow

equalization for the applicable size facility. Flow equalization pumps will be utilized for

transferring flow to the MBR units. Variable frequency drives will be utilized to allow for the

pumping rate to be controlled and adjusted via the facility’s SCADA system.



5.3.2.4 Membrane Bioreactor (MBR)

The WWTP design utilizes a membrane bioreactor system (MBR) for removal of BOD, TSS and

TKN. The MBR system will consist of MBR basins which will house the membranes themselves,

pre-aeration basins which provide the oxygen required for the aerobic activated sludge process to

function and anoxic basins which provide for total nitrogen removal and associated alkalinity and

oxygen recovery.

The solid / liquid phase separation will occur in the MBR basins. Each MBR basin will house

membranes along with an air diffuser system which provides air scour to minimize / control sludge

build-up on the membranes. This air will also provide a portion of the oxygen required by the

activated sludge process. Air will be supplied to the diffusers via MBR blowers. Permeate (clean

water) will be drawn through the membranes via permeate pumps located adjacent to the basins.

While the MBR air scour system will provide some oxygen, additional oxygen will be required.

This will be provided by utilizing a fine bubble diffuser / blower system along with pre-aeration

basins. In addition to providing the required oxygen, the pre-aeration basins provide the required

volumes required for hydraulic and solid retention time.

The MBR treatment system will be equipped with anoxic basins located adjacent to the MBR

basins. These basins will accept both the mixed liquor from the MBR basins as well as the influent

from the flow equalization pumps. While the preliminary SPDES permit limits do not include

nitrate and/or total nitrogen limits, the facility design will include denitrification as a method to

recover alkalinity used during the nitrification process as required for the removal of TKN. The

anoxic basins will be equipped with submersible mixers to ensure adequate mixing.

The anoxic basins will be equipped with return activated sludge (RAS) pumps. These pumps

recycle activated sludge and influent from the anoxic basins to the pre-aeration basins. The RAS

pumps will be equipped with variable frequency drives to allow for flow adjustments as the

influent flows into the WWTP change.

5.3.2.5 Sanitary Disinfection

The treatment facility will be equipped with two ultra-violet (UV) disinfection systems, each rated

for the peak hydraulic capacity. The UV systems will be sized for a dosage rate of 30 mJ/cm2 and



will be flow paced based on the permeate pump flow meters to ensure disinfection requirements

are maintained.

5.3.2.6 Post-Aeration

Post-aeration will be provided as required to achieve the required minimum dissolved oxygen

concentrations. This will be achieved utilizing a fine bubble diffuser / blower combination housed

in post-aeration basins.

5.3.2.7 Solids Processing – Digesters and Sludge Dewatering

The WWTP will be equipped with aerobic digesters. Oxygen and mixing air will be provided for

the digesters utilizing a diffuser / blower system. The digested sludge will be hauled in liquid form

to a facility capable of final dewatering and disposal of the liquid sludge.

5.3.2.8 Supervisory Control and Data Acquisition (SCADA)

The MBR option will include a full SCADA system. This system will monitor all equipment which

operates on local controls (i.e. the influent screen), with all locally controlled equipment reporting

operating and alarm conditions to the plant SCADA. The SCADA will be utilized to automate and

control the entire facility. The SCADA system will be configured to record all operating conditions

and output alarm conditions to the facility operator in the event of an alarm condition.

5.3.2.9 Structural, Mechanical/Electrical/Architectural Requirements

The MBR process will be housed in cast-in-place concrete structures which will generally be

located outdoors. The process equipment will require a building(s) which will consist of an influent

screening room, a blower room, an electrical room, a chemical feed room, an office and a

laboratory. The facility will be equipped with an emergency generator capable of operating the

entire facility during utility power disruptions.



6.0 WASTEWATER TREATMENT FACILITY – HYDRAULIC LOADING DESIGN

The Town Center project includes a mixture of residential and commercial uses. The detailed

breakdown of the projected occupancy types and building sizes are shown in Attachment A. To

the extent possible, standards in the New York State Design Standards for Intermediate Sized

Wastewater Treatment Systems 2014 (DEC2014) were utilized to determine the design sanitary

sewer flow rates for the development. Following the procedures outlined in Method 1 in DEC2014

the typical Hydraulic Loading Rates in Table B-3 were utilized to determine design flow rates for

proposed uses.

The DCWWA Benefit Assessment Methodology was used to determine the existing and future

flows from parcels which are not in the Town Center project area. The DCWWA methodology is

based on historical water usage within the Hyde Park Water System. This data, documented over

many years, indicates that a single residential unit uses an average of 164 gallons per day (gpd).

The commercial Benefit Units for active users is calculated as the actual metered average daily

usage divided by 164 gpd. The vacant Benefit Units are determined based on the size of a potential

development. The DCWWA Benefit Assessment Methodology is attached as Attachment B.

Two methodologies where considered for the design growth rate for the Alternate 2 Route 9

Commercial Sewer District and the Alternate 3 Route 9 Expanded Sewer District. The first

methodology uses the Dutchess County projected annual growth rate as determined by the Cornell

Program on Applied Demographics. This program projects an annual Dutchess County growth

rate of 0.3% from 2015 - 2040 which equates to a projected growth rate of approximately 10%

over 30 years.

Given that growth in the Hyde Park Town Center area has been limited due the lack of sewer

infrastructure, the availability of sanitary sewer service will likely result in a growth rate in excess

of the County average. In the early 2000s, the Town of Windham (Greene County) was in a similar

position to that of Hyde Park. The Town has a large tourist attraction with Ski Windham but the

commercial development in the Town was limited due to the lack of sanitary sewer service. The

Town completed the construction of a sanitary sewer system in 2005 and all existing commercial

and residential users were connected by 2010. The annual flow increase at the Windham WWTP



was 4.0% from 2010 to 2014. The annual growth rate decreased to 1.9% from 2014-2016 as the

commercial development equalized with the economic demand.

The increase in water and sewer usage in the Town of Hyde Park Sewer District is expected to

more closely match that of the Town of Windham than the projected Dutchess County growth rate.

As a result, the projected design flow accounting for future growth will be based on the following

Town of Windham data:

Table 6.1 Town of Windham Historical WWTP Flow Data

Year gpd Annual Growth Rate

2010 Annual Average Flow *157,000 2010 – 2014

4.0% 2014 Annual Average Flow 183,000

2016 Annual Average Flow 190,000 2015 – 2016 1.9%

Hyde Park Design 10 Year Growth Rate (Annual Growth Rate over period is 2.74% -

4.0% for 4 years and 1.9% for 6 years) **31%

* Corrected to include the connection of Crystal Pond, Windham Ridge Club and a District Extension between 2010-2013 ** Assumes service area completely built out at 10 year mark

6.1 Alternate 1 – Town Center Sewer District

The Town Center project includes a mixture of residential and commercial uses. The detailed

breakdown of the projected occupancy types and building sizes are shown in Attachment A.

The hydraulic loading calculations for Alternate 1 do not include provisions for future growth

because the Town Center project will maximize the allowable usage within the service area. Note

that a zoning change is required to accommodate the Town Center project. Additionally, the

DEC2014 standard utilized to determine the design flows is generally very conservative and it is

anticipated that the actual wastewater generation will be less than the flows projected.

The projected hydraulic loading rates for Alternate 1 at full buildout are shown in Table 6.2.



Table 6.2 Design Hydraulic Loading – Alternate 1

Use # of Units Flow/Unit (gpd) Total Flow

(gpd on 30 day average basis)

Apartments 98 Bedrooms 110 gpd / bedroom* 10,780

Hotel Rooms 120 Rooms 110 gpd/room* 13,200

Restaurant (located in Hotel) 100 Seats 28 gpd / seat * 2,800

Pool (located in Hotel) 50 Swimmers 8 gpd/swimmer * 400

General Retail/Commercial 87,800 ft2 0.08 gpd/ft2 * 7,024

Existing Mixed (McDonalds, Strip Mall)

41 Developed Benefit Units 164 gpd/BU** 6,724

Total at Full Buildout 40,928

Future Growth 0

Total Design Flow 40,928

* DEC2014 – Table B-3, Typical Per-Unit Hydraulic Loading Rates ** DCWWA Benefit Assessment Methodology

6.2 Alternate 2 – Route 9 Commercial Sewer District

Alternate 2 is broken into three sub-options. Alternate 2A includes a significant portion of the

commercial properties located adjacent to Route 9 bounded on the north by Linden Lane and

having a southern boundary south of Terwilliger Road. Alternate 2B includes all of Alternate 2A

and extends the district southward to serve five commercial parcels on the east side of Route 9.

Alternate 2C expands 2B to include servicing the FDR and Vanderbilt Mansion Historic Sites.

The projected hydraulic loading rates for Alternate 2A are shown in Table 6.3.

Table 6.3 Design Hydraulic Loading – Alternate 2A










Existing Mixed (McDonalds, Strip Mall)

191 Developed Benefit Units 164 gpd/BU** 31,324

Existing Vacant Residential

0 Undeveloped Res Benefit Units 164 gpd/BU** 0

Existing Vacant Commercial

61 Undeveloped Comm Benefit Units 218 gpd/BU** 13,298

Total 2A Flow at Full Buildout 78,826

Future Growth / Change in Use (31%) 24,436


* DEC 2014 – Table B-3, Typical Per-Unit Hydraulic Loading Rates ** DCWWA Benefit Assessment Methodology

The projected hydraulic loading rates for Alternate 2B are shown in Table 6.4.

Table 6.4 Design Hydraulic Loading – Alternate 2B Addition

Use # of Units Flow/Unit (gpd)

Total Flow (gpd on 30 day average basis)

Mixed 25 Developed Benefit Units 164 gpd/BU** 4,100

Residential 0 Undeveloped Res Benefit Units 164 gpd/BU** 0

Commercial 0 Undeveloped Comm Benefit Units 218 gpd/BU** 0

Total 2B Additional Flow (does not include future growth/change in use) 4,100

Total 2A Flow (does not include future growth/change in use) 78,826

Total at full Buildout 82,926



** DCWWA Benefit Assessment Methodology



The projected hydraulic loading rates for Alternate 2C are shown in Table 6.5.

Table 6.5 Design Hydraulic Loading – Alternate 2C Addition



FDR Site NA NA 930**

Vanderbilt Site NA NA 180***

Total 2C Additional Flow (does not include future growth / change in use) 1,110

Total 2B Flow (does not include future growth / change in use) 82,926




*** Historical flow data

6.3 Alternate 3 – Route 9 Expanded Sewer District

Alternate #3 is broken into three sub-options. Alternate 3A includes the commercial properties

included in Alternate 2A and expands the district into the residential areas on both the east and

west sides of Route 9. Alternate 3B includes all of Alternate 3A and extends the district southward

to serve five commercial parcels on the east side of Route 9. Alternate 3C expands 3B to include

servicing the FDR and Vanderbilt Mansion Historic Sites.

The projected hydraulic loading rates for Alternate 3A at full buildout are shown in Table 6.5.

Table 6.5 Design Hydraulic Loading – Alternate 3A










Existing Mixed 671 Developed Benefit Units 164 gpd/BU** 110,044

Existing Vacant Residential

5 Undeveloped Res Benefit Units 164 gpd/BU** 820

Existing Vacant Commercial

17 Undeveloped Comm Benefit Units 218 gpd/BU** 3,706

Total 3A Flow at Full Buildout 148,774



* DEC 2014 – Table B-3, Typical Per-Unit Hydraulic Loading Rates ** DCWWA Benefit Assessment Methodology

The projected hydraulic loading rates for Alternate 3B are shown in Table 6.6.

Table 6.6 Design Hydraulic Loading – Alternate 3B Addition



Mixed 25 Developed Benefit Units 164 gpd/BU** 4,100

Residential 0 Undeveloped Res Benefit Units 164 gpd/BU** 0

Commercial 0 Undeveloped Comm Benefit Units 218 gpd/BU** 0

Total 3B Additional Flow (does not include future growth/change in use) 4,100

Total 3A Flow (does not include future growth/change in use) 148,774

Total at full Buildout 152,874



** DCWWA Benefit Assessment Methodology



The projected hydraulic loading rates for Alternate 3C are shown in Table 6.7.

Table 6.7 Design Hydraulic Loading – Alternate 3C Addition



FDR Site NA NA 930**

Vanderbilt Site NA NA 180***

Total 3C Additional Flow (does not include future growth / change in use) 1,110

Total 3B Flow (does not include future growth / change in use) 152,874




*** Historical Flow Data 7.0 ALTERNATE CONSIDERATIONS AND COST ESTIMATES


The Alternate 1 Town Center Sewer District has a design flow of 0.041 mgd. Option 1A evaluates

a fixed film/subsurface disposal system and Option 1B evaluates a MBR/surface discharge system.

7.1.1 Option 1A – Treatment and Subsurface Disposal System

The preliminary design for a collection system serving the Alternate 1 Sewer District with

subsurface treatment and disposal includes approximately 5,500 linear feet of gravity sewer. See

Figure 1 for a map of the proposed district.

Use of a fixed film/subsurface disposal system requires siting the facility on a parcel with optimum

soil hydraulic conductivity. The Orenco system previously noted requires a footprint of approxi-

mately 5,825 ft2. This facility, coupled with a 1,000 ft2 building housing an office, restroom,

laboratory, electrical room and chemical feed room, offsets and a 4.1 acre subsurface disposal

system requires a site with optimum soil hydraulic capabilities to be a minimum of 6.0 acres. There



are no available sites in the vicinity of the service area with the required size and soil

characteristics. As a result, Option 1A is not feasible.

7.1.2 Option 1B – Treatment and Surface Water Discharge System

The preliminary design for a collection system serving the Alternate 1 Sewer District with surface

water discharge will consist of approximately 4,000 linear feet of gravity sewer. See Figure 1 for

a map of the proposed district.

The Alternate 1 system with a surface discharge will require a 0.041 mgd MBR system. The

approximate footprint of the facility will be 4,500 ft2. The ideal site would be approximately 3.1

acres with limited environmental constraints with the facility sited near the center of the parcel.

However, the ~0.1 acre facility footprint can be sited on a parcel significantly smaller than 3.1

acres provided the design considers and mitigates potential impacts to neighboring properties.

Delaware Engineering recently completed a MBR facility capable of a buildout capacity of

500,000 gpd on a 2.0 acre site.

This system will include but not be limited to the unit processes noted in the MBR process section.

The preliminary project costs for a collection system serving the Alternate 1 Sewer District with a

MBR facility capable of treating a permitted flow of 0.041 mgd are shown in Table 7.1.

Table 7.1 Alternate 1 Option B Construction Cost Estimate

Parameter Preliminary Cost

Wastewater Treatment Plant Construction Costs $6,323,000

Collection System Construction Cost $2,012,000

Construction Cost Total $8,335,000

Engineering, Legal and Construction Management (15%) $1,250,000

Engineering and Construction Cost Total $9,585,000

Property Procurement $1,000,000

Preliminary Project Budget $10,585,000

The preliminary annual operation and maintenance (O&M) costs for a collection system serving

the Alternate 1 Sewer District with a MBR treatment facility operating at the design flow are shown

in Table 7.2.



Table 7.2 Alternate 1 Option B O&M Cost Estimate

Parameter Preliminary Annual Cost

Operation and Maintenance Costs $162,600

See Appendix A for detailed Alternate 1 collection system cost estimates, Appendix B for detailed

treatment facility cost estimates and Appendix C for detailed O&M budget estimates.


7.2.1 Collection System

Alternate 2 is broken into three sub-options. Alternate 2A includes a significant portion of the

commercial properties located adjacent to Route 9 bounded on the north by Linden Lane and

having southern boundary south of Terwilliger Road. Alternate 2B includes all of Alternate 2A

and extends the district southward to serve five commercial parcels on the east side of Route 9.

Alternate 2C expands 2B to include servicing the FDR and Vanderbilt Mansion Historic Sites. See

Figure 2 for a map of the preliminary collection system design.

The preliminary design for a collection system serving Alternate 2A will consist of approximately

14,700 linear feet of gravity sewer, 860 linear feet of forcemain and sanitary sewer pump station.

This alternate will require a significant amount of rock excavation, with the preliminary design

estimating that approximately 13,000 c.y. of rock removal is required.

The preliminary design for a collection system serving Alternate 2B will consist of approximately

15,600 linear feet of gravity sewer, 910 linear feet of forcemain and 2 sanitary sewer pump stations.



The preliminary design for a collection system serving Alternate 2C will consist of approximately

15,700 linear feet of gravity sewer, 910 linear feet of forcemain and 2 sanitary sewer pump stations.





7.2.2 Treatment and Disposal System

The variation between in design flows between Alternate 2A (0.103 mgd) and Alternate 2C (0.110

mgd) is negligible for the level of budget estimating provided in this report. As a result, this report

views treatment facility Alternates 2A, 2B or 2C as the same and evaluates a conceptual treatment

facility capable of treating a permitted flow of 0.110 mgd. Further note that a subsurface disposal

system for a 0.110 mgd facility would require a minimum footprint of 11 acres. Available land in

the project area with adequate hydraulic conductivity to support a subsurface disposal system of

this size is very limited. As a result, a subsurface disposal system for Alternate 2 is not feasible.

The design flow of the Alternate 2 system requires a surface discharge. The 0.110 mgd MBR will

include but not be limited to the unit processes noted in the MBR process section. The approximate

footprint of the facility will be 5,500 ft2. The ideal site would be approximately 3.2 acres with

limited environmental constraints wtih the facility sited near the center of the parcel. However the

~0.13 acre facility footprint can be sited on a parcel significantly smaller that 3.2 acres provided

the design considers and mitigates potential impacts to neighboring properties. Delaware

Engineering recently completed a MBR facility capable of a buildout capacity of 500,000 gpd on

a 2.0 acre site.


The preliminary project costs for a collection system serving the Alternate 2A Sewer Distict with

a MBR facility capable of treating the flows generated within the district are shown in Table 7.3.

Table 7.3 Alternate 2A Construction Cost Estimate











The preliminary project costs for a collection system serving Alternate 2B with a MBR facility

capable of treating the flows generated within the district are shown in Table 7.4.

Table 7.4 Alternate 2B Construction Cost Estimate









The preliminary project costs for a collection system serving the Alternate 2C Sewer District with


Table 7.5 Alternate 2C Construction Cost Estimate










any of the Alternate 2 options with a MBR treatment facility operating at the design flow are shown

in Table 7.6.

Table 7.6 Alternate 2 O&M Cost Estimate








7.3.1 Collection System

Alternate 3 is broken into three sub-options. Alternate 3A includes the commercial properties that

are included in Alternate 2A and expands the district into the residential areas on both the east and

west sides of Route 9. Alternate 3B includes all of Alternate 3A and extends the district southward

to serve five commercial parcels on the east side of Route 9. Alternate 3C expands 3B to include

servicing the FDR and Vanderbilt Mansion National Historic Sites.

The preliminary design for a collection system serving the Alternate 3A Sewer District will consist

of approximately 32,100 linear feet of gravity sewer, 3,400 linear feet of forcemain and 2 sanitary

sewer pump stations. This alternate will require a significant amount of rock excavation, with the

preliminary design estimating that approximately 16,000 c.y. of rock removal is required.

The preliminary design for a collection system servicing the Alternate 3B Sewer District will

consist of approximately 33,100 linear feet of gravity sewer, 3,500 linear feet of forcemain and 3

sanitary sewer pump stations. This alternate will require a significant amount of rock excavation,

with the preliminary design estimating that approximately 16,000 c.y. of rock removal is required.

The preliminary design for a collection system servicing the Alternate 3C Sewer District will

consist of approximately 33,100 linear feet of gravity sewer, 3,600 linear feet of forcemain and 3

sanitary sewer pump stations. This alernate will require a significant amount of rock excavation,

with the preliminary design estimating that approximately 16,000 c.y. of rock removal is required.

7.3.2 Treatment and Disposal System

The variation between in design flows between Alternate 3A (0.195 mgd) and Alternate 3C (0.202

mgd) is negligible for the level of budget estimating provided in this report. As a result, this report

views treatment facility Alternates 3A, 3B and 3C as the same and evaluates a conceptual treatment

facility capable of treating a permitted flow of 0.202 mgd. Further note that a subsurface disposal

system for a 0.202 mgd facility would require a minimum footprint of 20.2 acres. Available land



in the project area with adequate hydraulic conductivity to support a subsurface disposal system

of this size is very limited. As a result, a subsurface disposal system for Alternate 3 is not feasible.

The design flow of the Alternate 3 system requires a surface discharge. The 0.202 mgd MBR will

include but not be limited to the unit processes noted in the MBR process section. The approximate

footprint of the facility will be 8,000 ft2. The ideal site would be approximately 3.5 acres with

limited environmental constraints with the 8,000 ft2 facility sited near the center of the parcel.

However the ~0.18 acre facility footprint can be sited on a parcel significantly smaller that 3.5

acres provided the design considers and mitigates potential impacts to neighboring properties.

Delaware Engineering recently completed a MBR facility capable of a buildout capacity of

500,000 gpd on a 2.0 acre site.


The preliminary project costs for a collection system serving the Alternate 3A Sewer District with


Table 7.7 Alternate 3A Construction Cost Estimate








Preliminary Project Budget $24,099,000 The preliminary project costs for a collection system serving the Alternate 3B Sewer District with


Table 7.8 Alternate 3B Construction Cost Estimate











The preliminary project costs for a collection system serving the Alternate 3C Sewer District with


Table 7.9 Alternate 3C Construction Cost Estimate










any of the Alternate 3 options with a MBR treatment facility operating at the design flow are shown

in Table 7.10.

Table 7.10 Alternate C O&M Cost Estimate





7.4 Alternate 4 – No Action

The No Action alternative results in the main area of Hyde Park continuing to have limited

economic development due to the lack of sanitary sewer service in the area. The potential for

environmental degradation will remain high in the area due as a result of the poor hydraulic

conductivity of the soils in the commercial area.



8.0 PERMITTING REQUIREMENTS

The proposed project will require multiple permits and approvals. Involved agencies include the

Town of Hyde Park, Dutchess County Water and Wastewater Authority (DCWWA), Dutchess

County Department of Health (DCDOH), New York State Department of Environmental

Conservation (NYSDEC), New York State Environmental Facilities Corporation (NYSEFC),

Army Corp of Engineers (USACOE), New York State Department of Transporation (NYSDOT)

and Dutchess County Highway Department (DCDOT). The following table summarizes the

preliminary list of permit and approval requirements for the project:

Table 8.1 Permits and Approvals

AGENCY PERMIT/APPROVAL

Town of Hyde Park and/or DCWWA Bond Resolution

Town of Hyde Park Building Permit

NYSDEC SPDES Permit

NYSDEC/DCDOH Design Approval

NYSDEC/ACOE SPDES Construction General Permit Wetland Buffer/Stream Crossing

NYSDOT/DCDOT Highway Work Permit

NYSEFC Funding Approval/Design Approval

9.0 PROJECT SCHEDULE

The timeline below summarizes and Identifies key dates for submittal and approval of required

permits, design, bidding and construction.

SEQR & SHPO Review Summer/Fall 2018

Smart Growth Assessment Application Summer/Fall 2018

Bond Resolution Summer/Fall 2018

CWSRF Financing Application March 2019

Closing on Short Term Financing Summer/Fall 2019

Design, Permitting, Regulatory Review Fall 2019 through Fall 2020

Bidding and Award of Construction Contracts Winter 2020 through Spring 2021

Construction Summer 2021 through Summer 2023



10.0 ENERGY EFFICIENT MEASURES

To the extent practical, the project will employ energy efficient motors for pump and drive

applications. See Attachment C for a list of IUP CWSRF Energy Efficient Requirements.

11.0 LIFE CYCLE COSTS


Life Cycle Costs (LCC) of subsurface system where:

The subsurface option was determined to be not feasible due to the lack of suitable sites.

Life Cycle Costs (LCC) of MBR system where:

LCC = Initial Capital Costs – Residual Value + O&M Cost

Intital Capital Cost: $10,585,000

Residual Value (at 30 years): $6,174,000 (assumes treatment facility tanks and buildings are sound and retain 50% of value and only mechanical replacement is required – collection system and land retain full value)

O&M Costs: $162,600 x 30 years = $4,878,000

LCC = $9,289,000


Life Cycle Costs (LCC) of Alternate 2A where:




O&M Costs: $282,200 x 30 years = $8,466,000

LCC = $14,575,000

Life Cycle Costs (LCC) of Alternate 2B where:






O&M Costs: $282,200 x 30 years = $8,466,000

LCC = $14,753,000

Life Cycle Costs (LCC) of Alternate 2C where:




O&M Costs: $282,200 x 30 years = $8,466,000

LCC = $14,755,000


Life Cycle Costs (LCC) of Alternate 3A where:




O&M Costs: $403,600 x 30 years = $12,108,000

LCC = $19,877,000

Life Cycle Costs (LCC) of Alternate 3B where:




O&M Costs: $403,600 x 30 years = $12,108,000

LCC = $20,039,000



Life Cycle Costs (LCC) of Alternate 3C where:



Residual Value (at 30 years): $17,450,000 (assumes treatment facility tanks and

buildings are sound and retain 50% of value and only mechanical replacement is

required – collection system and land retain full value)

O&M Costs: $403,600 x 30 years = $12,108,000

LCC = $20,045,000



12.0 CONCLUSIONS AND RECOMMENDATIONS

A comparative analysis of the expected intrinsic and public benefits of the service area alternates

is shown in Table 12.1.

Table 12.1 Alternates Benefit Analysis

Alternate Provides Density

Allows for Growth

Enhances Tax Base

Environ- mental Benefit Longevity Sustain-

ability

1 Town Center Least Least Moderate Least Least Least

2 Commercial

Corridor Moderate Most Most Moderate

Moderate

Moderate

3

Commercial & Residential

Most

Most

Most

Most

Most

Most

Density is critical to lowering costs and creating economically sustainable sewer systems: Greater

density spreads the cost of infrastructure (much of which is fixed) across a greater number of users.

Initial modelling indicates that adding the residential neighborhood in Alternate 3A provides the

greatest density, lowest cost and most economically sustainable sewer system. On a related note,

a system such as the one suggested in Alternate 3A has the density and user base that can properly

support maintenance, which results in increasing the useful life (Longevity) of the system. Similar

to longevity, a larger user base is better able to support the financial needs of the sewer system

over time (Sustainability). And a greater service area enhances the Environmental Benefit of

removing wastewater discharge from groundwater.

From a technical and engineering standpoint, Alternate 3A is the recommended option, as it is

expected to provide the greatest density and therefore the greatest combined benefits to the Town.

Alternate 2A is viable and provides significant benefit, principally to the commercial corridor.

Alternate 1 is not feasible, due to its excessive expense for limited benefit. The feasibility of

Alternates 2B, 2C, 3B and 3C would depend on the interest of the additional property owners

served by the extensions.

While Alternate 3A is the recommended option, this Preliminary Engineering Report recognizes

that, in order for the project to advance, several necessary steps must take place, including:



The creation of a Map, Plan and Report that will further detail the scope and scale of the

project, the boundaries of the sewer district and user benefit/cost calculations.

The formation of the sewer district in accordance with New York State law.

While public participation meetings which occurred as part of the development of this report

showed potential support for the extension of sanitary sewer service into the residential areas of

Alternate 3A, the formal development of the sewer district will require additional public input.

This important public process will ascertain the property owners’ interest regarding the extension

of the sanitary sewer service into the residential areas included as part of Alternate 3A. Should

this process result in the potential residential users not being included within the sewer district,

Alternate 2 will be pursued. The ultimate boundaries and size of the sewer district will be

determined as the Town progresses through the Map, Plan and Report into sewer district formation.

FIGURES

1

Home of Franklin D. RooseveltNational Historic Site

Vanderbilt MansionNational Historic Site

Albany Post Road

River Road

Fuller Lane

East Market Street

South Drive

Curry

Lane

Garden Street

Pine Woods Road

Mansion Drive

Horse

shoe

Driv

e

Main Street

Park Place

Van D

am Ro

ad

Beadart Place

Terwilliger Road

Estates Lane

Rogers Place

Church St

West Market Street

Watson Place

Huds

on Dr

ive

Parker AvenueVa

lley V

iew R

oad

Crumwold Place

Caywood Place

Linden Lane

Harvey Street

Kirchner Avenue

Boice Road

Doty Avenue

Dock Street

Bellefield Ln

Maple

Lane

Ledg

ewoo

d Driv

e

Ravin

e Roa

d

Albertson Street

Point

Plac

e

Water Tower Road

Tanhouse Woods Road

650 0 650325FeetRevitalizing Hyde Park's Town Center

Prepared By: Delaware Engineering DPC, January 2018Sources: NYS Digital Ortho Imagery, Spring 2016 Dutchess Co. RPS Tax Parcel Boundaries, 2017 DEC StreamsDutchess County, New York

Alternate 1 - Town Center Sewer District

Figure 1

Legend

Alternate 1Sewer Service Area

2A

2C

2C



2B

Albany Post Road

River Road

Fuller Lane

East Market Street

South Drive

Curry

Lane

Garden Street

Pine Woods Road

Mansion Drive

Horse

shoe

Driv

e

Main Street

Park Place

Van D

am Ro

ad

Beadart Place

Terwilliger Road

Estates Lane

Rogers Place

Church St

West Market Street

Watson Place

Huds

on Dr

ive

Parker AvenueVa

lley V

iew R

oad

Crumwold Place

Caywood Place

Linden Lane

Harvey Street

Kirchner Avenue

Boice Road

Doty Avenue

Dock Street

Bellefield Ln

Maple

Lane

Ledg

ewoo

d Driv

e

Ravin

e Roa

d

Albertson Street

Point

Plac

e

Water Tower Road

Tanhouse Woods Road


Prepared By: Delaware Engineering DPC, January 2018Sources: NYS Digital Ortho Imagery, Spring 2016 Dutchess Co. RPS Tax Parcel Boundaries, 2017 DEC StreamsDutchess County, New York

Alternate 2 - Route 9 Commercial Sewer District

Figure 2

Legend

Alternate 2Sewer Service Areas

3A

3C

3C



3B

Albany Post Road

River Road

Fuller Lane

East Market Street

South Drive

Curry

Lane

Garden Street

Pine Woods Road

Mansion Drive

Horse

shoe

Driv

e

Main Street

Park Place

Van D

am Ro

ad

Beadart Place

Terwilliger Road

Estates Lane

Rogers Place

Church St

West Market Street

Watson Place

Huds

on Dr

ive

Parker Avenue

Valle

y View

Roa

d

Crumwold Place

Caywood Place

Linden Lane

Harvey Street

Kirchner Avenue

Boice Road

Doty Avenue

Dock Street

Bellefield Ln

Maple

Lane

Ledg

ewoo

d Driv

e

Ravin

e Roa

d

Albertson StreetPo

int Pl

ace

Water Tower Road

Tanhouse Woods Road


Prepared By: Delaware Engineering DPC, January 2018Sources: NYS Digital Ortho Imagery, Spring 2016

Dutchess Co. RPS Tax Parcel Boundaries, 2017 DEC StreamsDutchess County, New York

Alternate 3 - Route 9 Expanded Sewer District

Figure 3

Legend

Alternate 3Sewer Service Areas

APPENDIX A

Collection System Construction Cost Estimates

SANITARY SEWER GRAVITY PIPING

2. 1 Mobilization and General Construction for sewer mains (3% max of total) - LS X $48,827.012. 2 Basic Maintenance & Protection of Traffic for Utility Const.(NYSDOT Item 619.01) - LS 1 $40,000.00 $40,000.002. 2A BasicClearing and Grubbing for sewer mains - LS 1 $10,000.00 $10,000.002. 3A Basic Sediment and Erosion Control with SPPP Compliance - LS 1 $10,000.00 $10,000.002. 3B Sediment and Erosion Control- Silt Fence (NYSDOT Item 209.08) - LF 4500 $6.00 $27,000.002. 3C Sediment and Erosion Control- Culvert Inlet Protection - EA 10 $400.00 $4,000.002. 3D Sediment and Erosion Control- Check Dams (NYSDOT Item 209.040106) - LF 100 $50.00 $5,000.002. 3F Sediment and Erosion Control- Hay Bales (NYSDOT Item 209.05) - LF 100 $20.00 $2,000.002. 3G Storm Water Disc. Related Inspc. & Maint. SPDES (NYSDOT Item 24615.99) EA 1 $7,000.00 $7,000.002. 3H Sediment and Erosion Control - Temporary Blankets - SY 500 $5.00 $2,500.002. 3I Sediment and Erosion Control - Pemanent Blankets - SY 100 $25.00 $2,500.002. 3K Sediment and Erosion Control - Grate Filter (Inlet) - EA 25 $50.00 $1,250.002. 4B PVC and HDPE Sanitary Sewer Lateral Pipe and Fittings - Complete 0' - 14' deep 6" LF 120 $61.00 $7,320.002. 4D PVC Sanitary Sewer Pipe and Fittings 6'-8' deep 8" LF 868 $40.00 $34,720.002. 4E PVC Sanitary Sewer Pipe and Fittings 8'-10' deep 8" LF 800 $42.00 $33,600.002. 4F PVC Sanitary Sewer Pipe and Fittings 10'-12' deep 8" LF 735 $50.00 $36,750.002. 4G PVC Sanitary Sewer Pipe and Fittings 12'-14' deep 8" LF 990 $60.00 $59,400.002. 4H PVC Sanitary Sewer Pipe and Fittings 14'-16' deep 8" LF 597 $75.00 $44,775.002. 5A

Open - Cut Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Stream Crossing - Complete 14" LF 30

$500.00 $15,000.002. 7A Precast Concrete Manholes (with frame and cover) 4' DIA VLF 161.16 $300.00 $48,348.002. 8 Excavation and Disposal of Rock - CY 7182.00 $150.00 $1,077,300.002. 8A Exploratory Evcavation - EA 3.00 $2,500.00 $7,500.002. 9A Select Granular Fill (NYSDOT Item 203.07) - CY 6023.52 $10.00 $60,235.232. 9I Pipe Bedding- Screened Gravel (NYSDOT Item 623.10) CY 1158.48 $28.00 $32,437.362. 9L Unclassified Backfill CY 6116.41 $8.00 $48,931.282. 9M Lawn Restoration - Complete - EA 1 $10,000.00 $10,000.00

$1,627,566.87

$1,676,393.88

$335,278.78

$2,011,672.65$1,676,393.88

$2,011,672.65

MBR System

COMPLETE PROJECT SITE LAWN RESTORATION.

Hyde Park Town Center Revitalization - Wastewater Collection System Estimate Alternate 1 - Option B - Town Center Sewer District

ESTIMATE BASED ON CONSERVATIVE PRODUCTION DUE TO EXCAVATION OF ROCK

LABOR FOR UNIT RATES BASED ON 2018 DUTCHESS COUNTY RATES

MATERIALS COSTS FOR UNIT RATES BASED ON PROJECTED SPRING 2018 PRICING

TOTAL SANITARY GRAVITY SEWER ESTIMATE

TOTAL SEWERMAIN ESTIMATE

SUBTOTAL SEWER

ESTIMATE FOR:

SUBTOTAL WITH 3% MOBILIZATION ADDED

TOTAL SEWER BID ESTIMATE

SURVEYING & GEOTECH

SEQR & ARCHEOLOGICAL

20% CONTINGENCY

STREAM CROSSING INCLUDING CASING PIPE.

ENGINEERING

CONSTRUCTION SUPERVISION

TOTAL PROJECT ESTIMATE $2,011,672.65

ROCK QUANTITIES ARE ASSUMED AND BASED ON USDA NATURAL RESOURCES CONSERVATION SERVICES (NRCS) CUSTOM SOIL RESOURCE REPORT FOR DUTCHESS COUNTY, NY - HYDE PARK CENTER

CONSTRUCTION OF A NEW 3990 LINEAR FOOT 8 INCH DIAMETER PVC GRAVTIY SANITARY SEWER PIPE SYSTEM. PIPING WILL BE INSTALLED BY CONVENTIONAL EXCAVATING AND TRENCHING METHODS.

CONSTRUCTION OF 18 EACH MANHOLES.

CONSTRUCTION OF 120 LINEAR FEET OF 6" DIAMETER PVC GRAVITY SEWER LATERAL PIPING AND ASSOCIATED FITTINGS FOR 12 EA LATERALS. PIPING WILL BE INSTALLED BY CONVENTIONAL EXCAVATING AND TRENCHING METHODS.

CLEARING AND GRUBBING FOR THE SEWERMAIN CONSTRUCTION.

SEDIMENT AND EROSION CONTROL MEASURES


2. 1 Mobilization and General Construction for sewer mains (3% max of total) - LS X $147,551.302. 2 Basic Maintenance & Protection of Traffic for Utility Const.(NYSDOT Item 619.01) - LS 1 $40,000.00 $40,000.002. 2A BasicClearing and Grubbing for sewer mains - LS 1 $15,000.00 $15,000.002. 3A Basic Sediment and Erosion Control with SPPP Compliance - LS 1 $15,000.00 $15,000.002. 3B Sediment and Erosion Control- Silt Fence (NYSDOT Item 209.08) - LF 8000 $6.00 $48,000.002. 3C Sediment and Erosion Control- Culvert Inlet Protection - EA 15 $400.00 $6,000.002. 3D Sediment and Erosion Control- Check Dams (NYSDOT Item 209.040106) - LF 100 $50.00 $5,000.002. 3F Sediment and Erosion Control- Hay Bales (NYSDOT Item 209.05) - LF 100 $20.00 $2,000.002. 3G Storm Water Disc. Related Inspc. & Maint. SPDES (NYSDOT Item 24615.99) EA 1 $14,000.00 $14,000.002. 3H Sediment and Erosion Control - Temporary Blankets - SY 500 $5.00 $2,500.002. 3I Sediment and Erosion Control - Pemanent Blankets - SY 100 $25.00 $2,500.002. 3K Sediment and Erosion Control - Grate Filter (Inlet) - EA 50 $50.00 $2,500.002. 4A

PVC and HDPE Sanitary Sewer Lateral Pipe and Fittings - Complete 0' - 14' deep (Installed by both Directional Drill and Open Trench Methods) 4" LF 740 $85.00 $62,900.00

2. 4B PVC and HDPE Sanitary Sewer Lateral Pipe and Fittings - Complete 0' - 14' deep 6" LF 120 $95.00 $11,400.002. 4D PVC Sanitary Sewer Pipe and Fittings 6'-8' deep 8" LF 3964 $40.00 $158,560.002. 4E PVC Sanitary Sewer Pipe and Fittings 8'-10' deep 8" LF 2546 $45.00 $114,570.002. 4F PVC Sanitary Sewer Pipe and Fittings 10'-12' deep 8" LF 2056 $60.00 $123,360.002. 4G PVC Sanitary Sewer Pipe and Fittings 12'-14' deep 8" LF 2086 $75.00 $156,450.002. 4H PVC Sanitary Sewer Pipe and Fittings 14'-16' deep 8" LF 1593 $100.00 $159,300.002. 4I PVC Sanitary Sewer Pipe and Fittings 16'-18' deep 8" LF 2442 $125.00 $305,250.002. 4DD HDPE Sanitary Sewer Forcemain Piping by Directional Drill (Complete) 4" LF 3635 $165.00 $599,775.002. 5A


$500.00 $25,000.002. 5AA Boring - Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Complete 14" LF 100 $600.00 $60,000.002. 5BB Boring - Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF 100 $650.00 $65,000.002. 7A Precast Concrete Manholes (with frame and cover) 4' DIA VLF 618.66 $350.00 $216,531.002. 7D Forcemain Air/Vacuum Relief Manhole (Complete Inc Rock Excvation) - EA 2 $7,500.00 $15,000.002. 7E Forcemain Clean-Out (Complete Inc Rock Excvation) - EA 12 $5,000.00 $60,000.002. 7F Relocate exiting Watermain - Complete (Up to 12" Diameter) - EA 3 $5,000.00 $15,000.002. 7G Sanitary Pump Station xx GPD (Complete) - EA 1 $200,000.00 $200,000.002. 8 Excavation and Disposal of Rock - CY 12960.00 $150.00 $1,944,000.002. 8A Exploratory Evcavation - EA 7.00 $2,500.00 $17,500.002. 9A Select Granular Fill (NYSDOT Item 203.07) - CY 7392.12 $10.00 $73,921.222. 9I Pipe Bedding- Screened Gravel (NYSDOT Item 623.10) CY 5567.88 $28.00 $155,900.582. 9L Unclassified Backfill CY 23932.34 $8.00 $191,458.712. 9M Restoration - Complete - EA 1 $35,000.00 $35,000.00

$4,918,376.52

$5,065,927.81

$1,013,185.56

$6,079,113.37$5,065,927.81

$6,079,113.37

CONSTRUCTION OF 860 LINEAR FEET OF 4" & 6" DIAMETER PVC GRAVITY SEWER LATERAL PIPING AND ASSOCIATED FITTINGS FOR 37 EA LATERALS. PIPING WILL BE INSTALLED BY CONVENTIONAL EXCAVATING AND TRENCHING METHODS.




CONSTRUCTION OF A NEW 14,689 LINEAR FOOT 8 INCH DIAMETER PVC GRAVTIY SANITARY SEWER PIPE SYSTEM. PIPING WILL BE INSTALLED BY CONVENTIONAL EXCAVATING AND TRENCHING METHODS.

CONSTRUCTION OF 3635 LINEAR FOOT SEWAGE FORCEMAIN INSTALLED BY DIRECTIONAL DRILLING METHODS.

1 EA SANITARY SEWAGE PUMPING STATION


SUBSURFACE INFORMATION IS BASED ON USDA NATURAL RESOURCES CONSERVATION SERVICES (NRCS) CUSTOM SOIL RESOURCE REPORT FOR DUTCHESS COUNTY, NY - HYDE PARK CENTER. ROCK QUANTITIES HAVE BEEN CALCULATED USING THE INFORMATION CONTAINED IN THE CUSTOM REPORT FOR HYDE PARK CENTER.


ESTIMATE FOR:




SUBTOTAL SEWER


20% CONTINGENCY



Hyde Park Town Center Revitalization - Wastewater Collection System Estimate Alternate 2A - Route 9 Commercial Sewer District

ESTIMATE BASED ON CONSERVATIVE PRODUCTION DUE TO EXCAVATION OF ROCK ON EAST SIDE OF ALBANY POST RD.

LABOR FOR UNIT RATES BASED ON 2019 NYSDOL - DUTCHESS COUNTY WAGE RATES


2. 1 Mobilization and General Construction for sewer mains (3% max of total) - LS X $176,348.262. 2 Basic Maintenance & Protection of Traffic for Utility Const.(NYSDOT Item 619.01) - LS 1 $40,000.00 $40,000.002. 2A BasicClearing and Grubbing for sewer mains - LS 1 $15,000.00 $15,000.002. 3A Basic Sediment and Erosion Control with SPPP Compliance - LS 1 $15,000.00 $15,000.002. 3B Sediment and Erosion Control- Silt Fence (NYSDOT Item 209.08) - LF 8000 $6.00 $48,000.002. 3C Sediment and Erosion Control- Culvert Inlet Protection - EA 15 $400.00 $6,000.002. 3D Sediment and Erosion Control- Check Dams (NYSDOT Item 209.040106) - LF 150 $50.00 $7,500.002. 3F Sediment and Erosion Control- Hay Bales (NYSDOT Item 209.05) - LF 250 $20.00 $5,000.002. 3G Storm Water Disc. Related Inspc. & Maint. SPDES (NYSDOT Item 24615.99) EA 1 $16,000.00 $16,000.002. 3H Sediment and Erosion Control - Temporary Blankets - SY 750 $5.00 $3,750.002. 3I Sediment and Erosion Control - Pemanent Blankets - SY 125 $25.00 $3,125.002. 3K Sediment and Erosion Control - Grate Filter (Inlet) - EA 60 $50.00 $3,000.002. 4A


2. 4BPVC and HDPE Sanitary Sewer Lateral Pipe and Fittings - Complete 0' - 14' deep 6" LF 120 $95.00 $11,400.00

2. 4D PVC Sanitary Sewer Pipe and Fittings 6'-8' deep 8" LF 4901 $40.00 $196,040.002. 4E PVC Sanitary Sewer Pipe and Fittings 8'-10' deep 8" LF 2546 $45.00 $114,570.002. 4F PVC Sanitary Sewer Pipe and Fittings 10'-12' deep 8" LF 2056 $60.00 $123,360.002. 4G PVC Sanitary Sewer Pipe and Fittings 12'-14' deep 8" LF 2086 $75.00 $156,450.002. 4H PVC Sanitary Sewer Pipe and Fittings 14'-16' deep 8" LF 1593 $100.00 $159,300.002. 4I PVC Sanitary Sewer Pipe and Fittings 16'-18' deep 8" LF 2442 $125.00 $305,250.002. 4DD HDPE Sanitary Sewer Forcemain Piping by Directional Drill in Rock (Complete) 4" LF 6113 $185.00 $1,130,905.002. 5A

Open - Cut Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Stream Crossing - Complete 14" LF 50 $500.00 $25,000.00

2. 5B Open - Cut Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF $300.00 $0.002. 5AA Boring - Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Complete 14" LF 100 $600.00 $60,000.002. 5BB Boring - Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF 100 $650.00 $65,000.002. 7A Precast Concrete Manholes (with frame and cover) 4' DIA VLF 647.16 $350.00 $226,506.002. 7B Precast Concrete Drop Manholes (with frame and cover) 5' VLF $450.00 $0.002. 7D Forcemain Air/Vacuum Relief Manhole (Complete Inc Rock Excvation) - EA 3 $7,500.00 $22,500.002. 7E Forcemain Clean-Out (Complete Inc Rock Excvation) - EA 18 $5,000.00 $90,000.002. 7F Relocate exiting Watermain - Complete (Up to 12" Diameter) - EA 3 $5,000.00 $15,000.002. 7G Sanitary Pump Station (Complete) - EA 1 $350,000.00 $350,000.002. 7G Sanitary Duplex Grinder Pump Station (Complete) - EA 1 $150,000.00 $150,000.002. 8 Excavation and Disposal of Rock - CY 12960.00 $150.00 $1,944,000.002. 8A Exploratory Evcavation - EA 7.00 $2,500.00 $17,500.002. 9A Select Granular Fill (NYSDOT Item 203.07) - CY 6272.71 $10.00 $62,727.082. 9I Pipe Bedding- Screened Gravel (NYSDOT Item 623.10) CY 6687.29 $28.00 $187,244.172. 9L Unclassified Backfill CY 24874.75 $8.00 $198,997.962. 9M Restoration - Complete - EA 1 $37,000.00 $37,000.00

$5,878,275.22

$6,054,623.47

$1,210,924.69

$7,265,548.17$6,054,623.47

$7,265,548.17

Hyde Park Town Center Revitalization - Wastewater Collection System Estimate Alternate 2B - Route 9 Commerical Sewer District




SUBTOTAL SEWER


20% CONTINGENCY





ESTIMATE FOR:

CONSTRUCTION OF A NEW 15624 LINEAR FOOT 8 INCH DIAMETER PVC GRAVTIY SANITARY SEWER PIPE SYSTEM. PIPING WILL BE INSTALLED BY CONVENTIONAL EXCAVATING AND TRENCHING METHODS.









CONSTRUCTION OF 1 EACH SANITARY SEWAGE PUMPING STATION AND 1EACH SANITARY SEWER DUPLEX GRINDER PUMPING STATION


2. 1 Mobilization and General Construction for sewer mains (3% max of total) - LS X $176,689.002. 2

Basic Maintenance & Protection of Traffic for Utility Const.(NYSDOT Item 619.01) - LS 1 $40,000.00 $40,000.00

2. 2A BasicClearing and Grubbing for sewer mains - LS 1 $15,000.00 $15,000.002. 3A Basic Sediment and Erosion Control with SPPP Compliance - LS 1 $15,000.00 $15,000.002. 3B Sediment and Erosion Control- Silt Fence (NYSDOT Item 209.08) - LF 8000 $6.00 $48,000.002. 3C Sediment and Erosion Control- Culvert Inlet Protection - EA 15 $400.00 $6,000.002. 3D Sediment and Erosion Control- Check Dams (NYSDOT Item 209.040106) - LF 150 $50.00 $7,500.002. 3F Sediment and Erosion Control- Hay Bales (NYSDOT Item 209.05) - LF 250 $20.00 $5,000.002. 3G Storm Water Disc. Related Inspc. & Maint. SPDES (NYSDOT Item 24615.99) EA 1 $16,000.00 $16,000.002. 3H Sediment and Erosion Control - Temporary Blankets - SY 750 $5.00 $3,750.002. 3I Sediment and Erosion Control - Pemanent Blankets - SY 125 $25.00 $3,125.002. 3K Sediment and Erosion Control - Grate Filter (Inlet) - EA 60 $50.00 $3,000.002. 4A



2. 4D PVC Sanitary Sewer Pipe and Fittings 6'-8' deep 8" LF 4901 $40.00 $196,040.002. 4E PVC Sanitary Sewer Pipe and Fittings 8'-10' deep 8" LF 2546 $45.00 $114,570.002. 4F PVC Sanitary Sewer Pipe and Fittings 10'-12' deep 8" LF 2056 $60.00 $123,360.002. 4G PVC Sanitary Sewer Pipe and Fittings 12'-14' deep 8" LF 2086 $75.00 $156,450.002. 4H PVC Sanitary Sewer Pipe and Fittings 14'-16' deep 8" LF 1593 $100.00 $159,300.002. 4I PVC Sanitary Sewer Pipe and Fittings 16'-18' deep 8" LF 2442 $125.00 $305,250.002. 4DD HDPE Sanitary Sewer Forcemain Piping by Directional Drill in Rock (Complete) 4" LF 6113 $185.00 $1,130,905.002. 5A


2. 5B Open - Cut Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF $300.00 $0.002. 5AA Boring - Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Complete 14" LF 100 $600.00 $60,000.002. 5BB Boring - Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF 100 $650.00 $65,000.002. 7A Precast Concrete Manholes (with frame and cover) 4' DIA VLF 664.54 $350.00 $232,589.002. 7B Precast Concrete Drop Manholes (with frame and cover) 5' VLF $450.00 $0.002. 7D Forcemain Air/Vacuum Relief Manhole (Complete Inc Rock Excvation) - EA 3 $7,500.00 $22,500.002. 7E Forcemain Clean-Out (Complete Inc Rock Excvation) - EA 18 $5,000.00 $90,000.002. 7F Relocate exiting Watermain - Complete (Up to 12" Diameter) - EA 3 $5,000.00 $15,000.002. 7G Sanitary Pump Station (Complete) - EA 1 $350,000.00 $350,000.002. 7G Sanitary Duplex Grinder Pump Station (Complete) - EA 1 $150,000.00 $150,000.002. 8 Excavation and Disposal of Rock - CY 12960.00 $150.00 $1,944,000.002. 8A Exploratory Evcavation - EA 7.00 $2,500.00 $17,500.002. 9A Select Granular Fill (NYSDOT Item 203.07) - CY 6261.58 $10.00 $62,615.832. 9I Pipe Bedding- Screened Gravel (NYSDOT Item 623.10) CY 6698.42 $28.00 $187,555.672. 9L Unclassified Backfill CY 24977.85 $8.00 $199,822.832. 9M Restoration - Complete - EA 1 $37,000.00 $37,000.00

$5,889,633.33

$6,066,322.33

$1,213,264.47

$7,279,586.80$6,066,322.33

$7,279,586.80


Hyde Park Town Center Revitalization - Wastewater Collection System Estimate Alternate 2C - Route 9 Commercial Sewer District




SUBTOTAL SEWER


20% CONTINGENCY





ESTIMATE FOR:






CONSTRUCTION OF 1 EACH SANITARY SEWAGE PUMPING STATION AND 1EACH SANITARY SEWER DUPLEX GRINDER PUMPING STATION



CONSTRUCTION OF A NEW 15673 LINEAR FOOT 8 INCH DIAMETER PVC GRAVTIY SANITARY SEWER PIPE SYSTEM. PIPING WILL BE INSTALLEDBY CONVENTIONAL EXCAVATING AND TRENCHING METHODS.


2. 1 Mobilization and General Construction for sewer mains (3% max of total) - LS X $256,654.022. 2 Basic Maintenance & Protection of Traffic for Utility Const.(NYSDOT Item 619.01) - LS 1 $40,000.00 $40,000.002. 2A BasicClearing and Grubbing for sewer mains - LS 1 $15,000.00 $15,000.00

2. 3A Basic Sediment and Erosion Control with SPPP Compliance - LS 1 $15,000.00 $15,000.002. 3B Sediment and Erosion Control- Silt Fence (NYSDOT Item 209.08) - LF 8000 $6.00 $48,000.002. 3C Sediment and Erosion Control- Culvert Inlet Protection - EA 15 $400.00 $6,000.002. 3D Sediment and Erosion Control- Check Dams (NYSDOT Item 209.040106) - LF 100 $50.00 $5,000.002. 3F Sediment and Erosion Control- Hay Bales (NYSDOT Item 209.05) - LF 100 $20.00 $2,000.002. 3G Storm Water Disc. Related Inspc. & Maint. SPDES (NYSDOT Item 24615.99) EA 1 $14,000.00 $14,000.002. 3H Sediment and Erosion Control - Temporary Blankets - SY 500 $5.00 $2,500.002. 3I Sediment and Erosion Control - Pemanent Blankets - SY 100 $25.00 $2,500.002. 3K Sediment and Erosion Control - Grate Filter (Inlet) - EA 50 $50.00 $2,500.002. 4A



2. 4D PVC Sanitary Sewer Pipe and Fittings 6'-8' deep 8" LF 14669 $40.00 $586,760.002. 4E PVC Sanitary Sewer Pipe and Fittings 8'-10' deep 8" LF 3296 $45.00 $148,320.002. 4F PVC Sanitary Sewer Pipe and Fittings 10'-12' deep 8" LF 3706 $60.00 $222,360.002. 4G PVC Sanitary Sewer Pipe and Fittings 12'-14' deep 8" LF 3186 $75.00 $238,950.002. 4H PVC Sanitary Sewer Pipe and Fittings 14'-16' deep 8" LF 2983 $100.00 $298,300.002. 4I PVC Sanitary Sewer Pipe and Fittings 16'-18' deep 8" LF 3692 $125.00 $461,500.002. 4J PVC Sanitary Sewer Pipe and Fittings 18'-20' deep 8" LF 600 $140.00 $84,000.002. 4DD HDPE Sanitary Sewer Forcemain Piping by Directional Drill (Complete) 4" LF 7332 $165.00 $1,209,780.002. 5A


$500.00 $25,000.002. 5AA Boring - Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Complete 14" LF 100 $600.00 $60,000.002. 5BB Boring - Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF 100 $650.00 $65,000.002. 7A Precast Concrete Manholes (with frame and cover) 4' DIA VLF 1437.36 $350.00 $503,076.002. 7D Forcemain Air/Vacuum Relief Manhole (Complete Inc Rock Excvation) - EA 4 $7,500.00 $30,000.002. 7E Forcemain Clean-Out (Complete Inc Rock Excvation) - EA 22 $5,000.00 $110,000.002. 7F Relocate exiting Watermain - Complete (Up to 12" Diameter) - EA 10 $5,000.00 $50,000.002. 7G Sanitary Pump Station xx GPD (Complete) - EA 2 $350,000.00 $700,000.002. 8 Excavation and Disposal of Rock - CY 15780.00 $150.00 $2,367,000.002. 8A Exploratory Evcavation - EA 10.00 $2,500.00 $25,000.002. 9A Select Granular Fill (NYSDOT Item 203.07) - CY 3503.77 $10.00 $35,037.722. 9I Pipe Bedding- Screened Gravel (NYSDOT Item 623.10) CY 12276.23 $28.00 $343,734.382. 9L Unclassified Backfill CY 50145.74 $8.00 $401,165.922. 9M Restoration - Complete - EA 1 $150,000.00 $150,000.00

$8,555,134.03

$8,811,788.05

$1,762,357.61

$10,574,145.66$8,811,788.05

$10,574,145.66






CONSTRUCTION OF 2 EACH SEPARATE SEWAGE FORCEMAIN PIPING SYSTEMS TOTALING 7332 LINEAR FEET INSTALLED BY DIRECTIONAL DRILLING METHODS.

2 EA SANITARY SEWAGE PUMPING STATIONS

COMPLETE PROJECT SITE RESTORATION.



ESTIMATE FOR:




SUBTOTAL SEWER


20% CONTINGENCY



Hyde Park Town Center Revitalization - Wastewater Collection System Estimate Alternate 3A - Route 9 Expanded Sewer District






2. 2A BasicClearing and Grubbing for sewer mains - LS 1 $15,000.00 $15,000.00

2. 3A Basic Sediment and Erosion Control with SPPP Compliance - LS 1 $15,000.00 $15,000.002. 3B Sediment and Erosion Control- Silt Fence (NYSDOT Item 209.08) - LF 8000 $6.00 $48,000.002. 3C Sediment and Erosion Control- Culvert Inlet Protection - EA 15 $400.00 $6,000.002. 3D Sediment and Erosion Control- Check Dams (NYSDOT Item 209.040106) - LF 100 $50.00 $5,000.002. 3F Sediment and Erosion Control- Hay Bales (NYSDOT Item 209.05) - LF 100 $20.00 $2,000.002. 3G Storm Water Disc. Related Inspc. & Maint. SPDES (NYSDOT Item 24615.99) EA 1 $14,000.00 $14,000.002. 3H Sediment and Erosion Control - Temporary Blankets - SY 500 $5.00 $2,500.002. 3I Sediment and Erosion Control - Pemanent Blankets - SY 100 $25.00 $2,500.002. 3K Sediment and Erosion Control - Grate Filter (Inlet) - EA 50 $50.00 $2,500.002. 4A





2. 5AA Boring - Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Complete 14" LF 100 $600.00 $60,000.002. 5BB Boring - Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF 100 $650.00 $65,000.002. 7A Precast Concrete Manholes (with frame and cover) 4' DIA VLF 1455.36 $350.00 $509,376.002. 7D Forcemain Air/Vacuum Relief Manhole (Complete Inc Rock Excvation) - EA 5 $7,500.00 $37,500.002. 7E Forcemain Clean-Out (Complete Inc Rock Excvation) - EA 27 $5,000.00 $135,000.002. 7F Relocate exiting Watermain - Complete (Up to 12" Diameter) - EA 10 $5,000.00 $50,000.002. 7G Sanitary Pump Station xx GPD (Complete) - EA 3 $350,000.00 $1,050,000.002. 8 Excavation and Disposal of Rock - CY 15780.00 $150.00 $2,367,000.002. 8A Exploratory Evcavation - EA 10.00 $2,500.00 $25,000.002. 9A Select Granular Fill (NYSDOT Item 203.07) - CY 2360.05 $10.00 $23,600.522. 9I Pipe Bedding- Screened Gravel (NYSDOT Item 623.10) CY 13419.95 $28.00 $375,758.562. 9L Unclassified Backfill CY 51204.27 $8.00 $409,634.152. 9M Restoration - Complete - EA 1 $150,000.00 $150,000.00

$9,429,959.22

$9,712,857.99

$1,942,571.60

$11,655,429.59$9,712,857.99

$11,655,429.59

ESTIMATE FOR:



SUBTOTAL SEWER


$11,655,429.59

20% CONTINGENCY



Hyde Park Town Center Revitalization - Wastewater Collection System Estimate Alternate 3B - Route 9 Expanded Sewer District





TOTAL PROJECT ESTIMATE












2. 2A BasicClearing and Grubbing for sewer mains - LS 1 $15,000.00 $15,000.002. 3A Basic Sediment and Erosion Control with SPPP Compliance - LS 1 $15,000.00 $15,000.002. 3B Sediment and Erosion Control- Silt Fence (NYSDOT Item 209.08) - LF 8000 $6.00 $48,000.002. 3C Sediment and Erosion Control- Culvert Inlet Protection - EA 15 $400.00 $6,000.002. 3D Sediment and Erosion Control- Check Dams (NYSDOT Item 209.040106) - LF 100 $50.00 $5,000.002. 3F Sediment and Erosion Control- Hay Bales (NYSDOT Item 209.05) - LF 100 $20.00 $2,000.002. 3G Storm Water Disc. Related Inspc. & Maint. SPDES (NYSDOT Item 24615.99) EA 1 $14,000.00 $14,000.002. 3H Sediment and Erosion Control - Temporary Blankets - SY 500 $5.00 $2,500.002. 3I Sediment and Erosion Control - Pemanent Blankets - SY 100 $25.00 $2,500.002. 3K Sediment and Erosion Control - Grate Filter (Inlet) - EA 50 $50.00 $2,500.002. 4A





2. 5AA Boring - Schedule 40 Steel Casing for 6"- 8" PVC Pipe - Complete 14" LF 100 $600.00 $60,000.002. 5BB Boring - Schedule 40 Steel Casing for 10"- 12" PVC Pipe - Complete 18" LF 100 $650.00 $65,000.002. 7A Precast Concrete Manholes (with frame and cover) 4' DIA VLF 1467.06 $350.00 $513,471.002. 7D Forcemain Air/Vacuum Relief Manhole (Complete Inc Rock Excvation) - EA 5 $7,500.00 $37,500.002. 7E Forcemain Clean-Out (Complete Inc Rock Excvation) - EA 27 $5,000.00 $135,000.002. 7F Relocate exiting Watermain - Complete (Up to 12" Diameter) - EA 10 $5,000.00 $50,000.002. 7G Sanitary Pump Station xx GPD (Complete) - EA 3 $350,000.00 $1,050,000.002. 8 Excavation and Disposal of Rock - CY 15920.00 $150.00 $2,388,000.002. 8A Exploratory Evcavation - EA 10.00 $2,500.00 $25,000.002. 9A Select Granular Fill (NYSDOT Item 203.07) - CY 2481.87 $10.00 $24,818.722. 9I Pipe Bedding- Screened Gravel (NYSDOT Item 623.10) CY 13438.13 $28.00 $376,267.592. 9L Unclassified Backfill CY 51301.81 $8.00 $410,414.452. 9M Restoration - Complete - EA 1 $150,000.00 $150,000.00

$9,461,221.75

$9,745,058.41

$1,949,011.68

$11,694,070.09$9,745,058.41

$11,694,070.09

SUBTOTAL SEWER


$11,694,070.09

20% CONTINGENCY



Hyde Park Town Center Revitalization - Wastewater Collection System Estimate Alternate 3C - Route 9 Expanded Sewer District





TOTAL PROJECT ESTIMATE

ESTIMATE FOR:











APPENDIX B

Wastewater Treatment Plant Construction Cost Estimates

Headworks Quantity Units Price / Unit Total PriceFine Screen and Press 2 EA $125,000.00 $250,000.00

Headworks Equipment Total $250,000.00

Flow Equalization Tank Quantity Units Price / Unit Total PriceEQ Pumps 2 EA $15,000.00 $30,000.00

1 LS $40,000.00 $40,000.001 LS $80,000.00 $80,000.00

Flow EQ Tank Total $150,000.00

MBR System Quantity Units Price / Unit Total PriceMBR SMUs 3 EA $45,000.00 $135,000.00

2 EA $35,000.00 $70,000.00Permeate Pumps 3 EA $18,000.00 $54,000.00RAS Pumps 2 EA $25,000.00 $50,000.00

1 LS $115,000.00 $115,000.00MBR System $424,000.00

Quantity Units Price / Unit Total PriceAeration Blowers 2 EA $35,000.00 $70,000.00Valve/Fittings 1 LS $45,000.00 $45,000.00Aeration Piping 100 LF $150.00 $15,000.00Fine Bubble Diffusers 1 LS $35,000.00 $35,000.00Digester Blowers 2 EA $35,000.00 $70,000.00Valve/Fitting 1 LS $40,000.00 $40,000.00Digester Air Piping 100 LF $150.00 $15,000.00Course Bubble Diffusers 1 LS $30,000.00 $30,000.00Aeration and Digester Total $320,000.00

Chemical Feed Quantity Units Price / Unit Total PriceMagnesium Hydrocide Feed System 1 EA $45,000.00 $45,000.00

1 LS $15,000.00 $15,000.00Chemical Feed System $60,000.00

UV Disinfection Quantity Units Price / Unit Total PriceUV Disinfection Unit 2 EA $75,000.00 $150,000.00

1 LS $75,000.00 $75,000.00UV Disinfection $225,000.00

Architectural 2,500 SF $190.00 $475,000.00Structural Concrete 800 CY $1,800.00 $1,440,000.00Grating/Railing/Stairs 1 LS $100,000.00 $100,000.00General Excavation / Site Work 1 LS $125,000.00 $125,000.00Dewatering 1 LS $40,000.00 $40,000.00Yard Piping 1 LS $100,000.00 $100,000.00Grading/Site Work/Restoration 1 LS $250,000.00 $250,000.00SCADA System 1 LS $650,000.00 $650,000.00

1 LS $425,000.00 $425,000.001 LS $150,000.00 $150,000.001 LS $85,000.00 $85,000.00

Total 20% Cont. Total with Cont.

$5,269,000.00 $1,053,800 $6,322,800.00

Hyde Park Town Center Revitalization Project

Alternate 1B - Town Center Sewer District

MBR / Surface Discharge Option

WWTP Preliminary Construction Cost Estimate

Town of Hyde Park WWTP - Preliminary Construction EstimateTotal

Mechanical - Piping, Valves etc,

Aeration and Digester Tanks



Electrical

Mechanical - Piping, Valves etc,Diffusers and Blowers

Blowers

HVACPlumbing


1 LS $75,000.00 $75,000.00



1 LS $55,000.00 $55,000.001 LS $90,000.00 $90,000.00




1 LS $125,000.00 $125,000.00MBR System $505,000.00






Architectural 3,500 SF $190.00 $665,000.00Structural Concrete 1,200 CY $1,800.00 $2,160,000.00Grating/Railing/Stairs 1 LS $125,000.00 $125,000.00General Excavation / Site Work 1 LS $150,000.00 $150,000.00Dewatering 1 LS $40,000.00 $40,000.00Yard Piping 1 LS $125,000.00 $125,000.00Grading/Site Work/Restoration 1 LS $300,000.00 $300,000.00SCADA System 1 LS $700,000.00 $700,000.00

1 LS $450,000.00 $450,000.001 LS $150,000.00 $150,000.001 LS $85,000.00 $85,000.00


$6,663,000.00 $1,332,600 $7,995,600.00


Alternate 2 - Route 9 Commercial Sewer District

MBR / Surface Discharge


Plumbing






Electrical



Blowers

HVAC


1 LS $75,000.00 $75,000.00



1 LS $55,000.00 $55,000.001 LS $90,000.00 $90,000.00




1 LS $125,000.00 $125,000.00MBR System $745,000.00






Architectural 5,000 SF $190.00 $950,000.00Structural Concrete 1,500 CY $1,800.00 $2,700,000.00Grating/Railing/Stairs 1 LS $125,000.00 $125,000.00General Excavation / Site Work 1 LS $190,000.00 $190,000.00Yard Piping 1 LS $125,000.00 $125,000.00Grading/Site Work/Restoration 1 LS $300,000.00 $300,000.00SCADA System 1 LS $750,000.00 $750,000.00

1 LS $500,000.00 $500,000.001 LS $175,000.00 $175,000.001 LS $85,000.00 $85,000.00


$7,927,000.00 $1,585,400 $9,512,400.00



Alternate 3 - Route 9 Extended Sewer District

MBR / Surface Discharge






Blowers


Electrical

PlumbingHVAC


APPENDIX C

Preliminary Operation and Maintenance Budget Estimates

Budget Line item Cost

ELECTRICITY TOTAL: $18,399.49

FUEL OIL TOTAL: $1,032.30

Fuel Consumption 4.65 gphExercising Operating Time / Year (1/2 hour / week 26 hours / year

Operating Time as Backup 48 hours / year Assumes 48 hours of utility down time / yearTotal Fuel Consumption / year 344 gallons / year

Fuel Cost / Gallon $3.00 per gallonFuel Cost / Year $1,032.30 year

CHEMICAL TOTAL: 14,961.49$

Caustic Usage @ ADF 13.71 gpdCaustic Cost / Gallon $2.99 gallon

Caustic Cost / Day $40.99 dayCaustis Cost / Month $1,270.70Caustic Cost / Year $14,961.49 year

Total Chemical Bill / year $14,961.49

SLUDGE DISPOSAL TOTAL: 11,305.45$

Wasting Rate 26 lbs/day 0.8 lbs / 1,000 gallons

Total Wasting Rate 26.24 lbs/daySludge Hauling - Assumes Sludge Thickened to 2%

1,312 lbs liquid sludge/day157 gpd

4,711 gallons per monthSludge Hauling and Disposal Cost 0.20$ gallon Sludge Hauling and Disposal Cost / year 11,305.45$

PERSONNEL TOTAL: 75,000.00$

MAINTENANCE & UTILITIESPermit 1,875.00$ Practical Experience

Spare Parts 3,000.00$ Practical ExperienceInstrument Spare Parts 1,000.00$ Practical Experience

Turbidity Meters PM 1,500.00$ Practical ExperienceFlow Meters PM 1,500.00$ Practical Experience

SCADA PM 5,000.00$ Practical ExperienceBlowers PM 1,500.00$ Practical Experience

Maintenance Supplies 2,500.00$ Practical ExperienceOutdoor Maintenance 1,000.00$ Practical Experience

Lawncare / Snow Removal 1,000.00$ Practical ExperienceBuilding Maintenance 3,000.00$ Practical Experience

Lab Testing 2,000.00$ Practical ExperienceLab Supplies 2,500.00$ Practical Experience

Office Supplies - Plant 200.00$ Practical ExperienceTelephone/Fax/Internet 2,000.00$ Practical Experience

Generator O&M Contract 2,000.00$ Practical Experience

MAINTENANCE & UTILITIES TOTAL: 31,575.00$

ADMINISTRATIONLegal 1,000.00$

Clerical 3,000.00$ Insurance 4,800.00$

Engineering 1,000.00$ Office Supplies 500.00$

ADMINISTRATION TOTAL: 10,300.00$

COLLECTION SYSTEMElectric -$

Telephone -$ Fuel -$

Repair and Maintenance -$ COLLECTION SYSTEM SUBTOTAL -$

Total O&M Budget $162,573.74

Hyde Park Town Center Revitalization Project Alternate 1B - Town Center Sewer District

MBR / Surface DischargePreliminary Operation and Maintenance Cost Estimate





Operating Time as Backup 48 hours / year Assumes 48 hours of utility down time / yearTotal Fuel Consumption / year 688 gallons / year


























COLLECTION SYSTEM Electric 10,000.00$

Telephone -$ Fuel 5,000.00$

Repair and Maintenance 2,500.00$ COLLECTION SYSTEM SUBTOTAL 17,500.00$



Preliminary Operation and Maintenance Cost Estimate

Alternate 2 - Route 9 Commercial Sewer District MBR / Surface Discharge





Operating Time as Backup 48 hours / year Assumes 48 hours of utility down time / yearTotal Fuel Consumption / year 1,376 gallons / year


























COLLECTION SYSTEM Electric 10,000.00$

Telephone -$ Fuel 5,000.00$

Repair and Maintenance 2,500.00$ COLLECTION SYSTEM SUBTOTAL 17,500.00$


Hyde Park Town Center Revitalization ProjectAlternate 3 - Route 9 Extended Sewer District

MBR / Surface DischargePreliminary Operation and Maintenance Cost Estimate

ATTACHMENT A

Town Center Concept Plan

ProposedBuildingUsesandSquareFootages(bybuilding)

Building A

Hotel/Housing/Condo’s/Mixed Use

120 rooms

3 story building

Restaurant with 100 seats – First floor

Pool

Building B

Visitor Center/Retail/Mixed Use

1 story building

4,200 SF

Building C

Visitor Center/Food‐Themed CIA Demo Kitchen & Beverage Service Space

Welcoming Gateway

1 story building

4,200 SF

Building D

Public‐Research Library/Museum/Creative Space/Collaborative Retail

2 story building

6,500 SF/per each floor

Building E

Mixed Use Commercial/Residential/Regional Retail

2 story building


Commercial – first floor and residential second floor

7x one bedroom apartments (total)

Building F

Mixed Use Commercial/Residential/Regional Retail

2 story building


Commercial – first floor and residential second floor


Building G

Commercial/Residential

3 story building


Commercial – first floor and residential second and third floor


8x two bedroom apartments (total)

Building H

4 story building

Retail/Residential/Parking Garage

5,200 SF/ retail on first floor/ rest of the first floor is parking

20,400 SF/parking ‐second, third and fourth floor

Residential – top floor:

o 10x one bedroom apartments

o 7x two bedroom apartments

Building I

Commercial/Retail/Grocery/Food Themed

1 story building

16,000 SF

Building J

Commercial/Residential

3 story building


12x one bedroom apartments (total

10x two bedroom apartments (total)

Commercial – First floor and Residential second and third floor

Building K

Commercial Use – Mavis Auto Service

7,000 SF

ATTACHMENT B

DCWWA Benefit Assessment Methodology

ATTACHMENT C

IUP CWSRF Energy Efficiency Requirements

Engineering Report Outline – Appendix A: Energy Efficiency Best PracticesEffective October 1, 2017

8

Appendix A: Energy Efficiency Best PracticesNew York State Energy Research and Development Authority (NYSERDA) has studied the energy usage for the wastewater treatment sector and identified certain practices and technologies that achieve performance and treatment requirements while also reducing the consumption of energy. These practices and technologies are identified in the NYSERDA Water and Wastewater Energy Management – Best Practices Handbook –September 2010, and are summarized below.

EFC endorses the reduction of energy usage at projects financed with CWSRF funds. The cost savings from employing these technologies generally outweigh the initial cost. As such, EFC expects the Engineering Reports for projects seeking CWSRF financial assistance to address the feasibility of employing technologies identified by NYSERDA. If the selected option within an Engineering or Design Report does not employ the preferred technology (or a technology that provides greater energy efficiency) identified by NYSERDA, the report should provide justification for not selecting the more energy efficient alternative.

Table 1: NYSERDA Summary of Baseline Standard Practices and Energy EfficientDesigns Wastewater Sector

Operation Process

Standard Practice Typical Energy Efficiency Measures*

Influent Pumping On/Off Level Control and EPAct Motors VFD with Control Loop; Premium Efficiency MotorsPrimary Treatment EPAct Motors; Timers on Sludge Draw-off Premium Efficiency Motors; VFDs on Sludge Draw-offSecondary Treatment

EPAct Motors Premium Efficiency Motors

Fixed Film EPAct Motors Premium Efficiency Motors; Flow Control/VFDs on Recycle

MechanicalAeration

EPAct Motors Premium Efficiency Motors; Level Control on EffluentWeir

Diffuser System Coarse or Medium Bubble Aeration Fine Bubble Diffusers; Fine Bubble Diffusers with MixersAeration Blowers Multi-Stage Centrifugal Blowers with EPAct

MotorsPremium Efficiency Motors; Inlet Flow Control

Aeration Blowers Positive Displacement Blowers with EPAct Motors Premium Efficiency Motors; VFDsDO Control Manual handheld DO Monitoring with Manual

AdjustmentVFD with DO Control Loop; Start/ Stop Blowers; Control Air Output

WAS/RASPumps

Timed Operation and EPAct Motors VFD with Control Loop; Premium Efficiency Motors

Tertiary Treatment Flow Control Valves and EPAct Motors VFD with Control Loop; Premium Efficiency Motors

Sludge Processing EPAct Motors and case-by-case VFD designs Premium Efficiency MotorsUVDisinfection

Medium Pressure UV Lamps Low Pressure High Output Lamp Technology

Effluent Pumping Flow Control Valves and EPAct Motors VFD with Control Loop; Premium Efficiency MotorsPlant Water System

Constant Speed Pumps; System wide Pressure VFD with Pressure Control; Booster Pumps at Specific Processes

Building Systems Building Energy Code Compliant Lighting, HVAC, etc. More Efficient than Building EnergyCode

*Typical Energy Efficiency Measures were developed for standard conditions and run times. Actual recommendations are evaluated on a case by case basis.

ATTACHMENT D

Smart Growth Assessment Form

Smart Growth Assessment Form

This form should be completed by the applicant’s project engineer or other design professional.1

Applicant InformationApplicant: Project No.:Project Name:Is project construction complete? ☐ Yes, date: ☐ NoProject Summary: (provide a short project summary in plain language including the location of the area the project serves)

Section 1 – Screening Questions

1. Prior Approvals

1A. Has the project been previously approved for EFC financial assistance? ☐ Yes ☐ No1B. If so, what was the project number(s) for the prior Project No.:

approval(s)?

Is the scope of the project substantially the same as that which was Yes ☐ Noapproved?

IF THE PROJECT WAS PREVIOUSLY APPROVED BY EFC’S BOARD AND THE SCOPEOF THE PROJECT HAS NOT MATERIALLY CHANGED, THE PROJECT IS NOT SUBJECT

TO SMART GROWTH REVIEW. SKIP TO SIGNATURE BLOCK.

2. New or Expanded Infrastructure

2A. Does the project add new wastewater collection/new water mains or a Yes ☐ Nonew wastewater treatment system/water treatment plant?Note: A new infrastructure project adds wastewater collection/water mains or awastewater treatment/water treatment plant where none existed previously

2B. Will the project result in either: Yes NoAn increase of the State Pollutant Discharge Elimination System(SPDES) permitted flow capacity for an existing treatment system;

OR

An increase such that a NYSDEC water withdrawal permit will need to beobtained or modified, or result in the NYSDOH approving an increase inthe capacity of the water treatment plant?

Note: An expanded infrastructure project results in an increase of the SPDES permittedflow capacity for the wastewater treatment system, or an increase of the permitted waterwithdrawal or the permitted flow capacity for the water treatment system.

1 If project construction is complete and the project was not previously financed through EFC, anauthorized municipal representative may complete and sign this assessment.

Page 1Effective October 1, 2017

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Town of Hyde Park C3-7338-01-00

Revitalizing Hyde Park’s Town Center: Wastewater System Evaluation

The proposed project is located in the Town of Hyde Park, Dutchess County, New York. Currently, all wastewater treatment within the project area is accomplished via on-site treatment and subsurfacedisposal systems. The soil conditions have high bedrock resulting in poorly performing treatment systems. The combination of poor hydraulic conductivity, in conjunction with the lack of a public sewersystem, is believed to limit the economic activity in this area. The implementation of a centralized sewer system is needed to facilitate revitalization of the Town Center in Hyde Park along the Route 9business corridor and to protect public health and the environment. The preliminary design of the collection system serving the proposed Sewer District consists of approximately 32,100 linear feet ofgravity sewer, 3,400 linear feet of forcemain and 2 sanitary sewer pump stations.

IF THE ANSWER IS “NO” TO BOTH “2A” and “2B” ON THE PREVIOUS PAGE, THEPROJECT IS NOT SUBJECT TO FURTHER SMART GROWTH REVIEW. SKIP TO

SIGNATURE BLOCK.

3. Court or Administrative Consent Orders

3A. Is the project expressly required by a court or administrative consent ☐ Yes ☐ Noorder?

3B. If so, have you previously submitted the order to NYS EFC or DOH? ☐ Yes ☐ NoIf not, please attach.

Section 2 – Additional Information Needed for Relevant Smart Growth Criteria

EFC has determined that the following smart growth criteria are relevant for EFC-fundedprojects and that projects must meet each of these criteria to the extent practicable:

1. Uses or Improves Existing Infrastructure

1A. Does the project use or improve existing infrastructure? ☐ Yes ☐ NoPlease describe:

2. Serves a Municipal CenterProjects must serve an area in either 2A, 2B or 2C to the extent practicable.

2A. Does the project serve an area limited to one or more of the following municipalcenters?

i. A City or incorporated Village ☐Yes ☐Noii. A central business district ☐Yes ☐Noiii. A main street ☐Yes ☐Noiv. A downtown area ☐Yes ☐Nov. A Brownfield Opportunity Area ☐Yes ☐No

(for more information, go to www.dos.ny.gov & search “Brownfield”)

vi. A downtown area of a Local Waterfront Revitalization Program Area ☐Yes ☐No(for more information, go to www.dos.ny.gov and search “Waterfront Revitalization”)

vii. An area of transit-oriented development ☐Yes ☐Noviii. An Environmental Justice Area ☐Yes ☐No

(for more information, go to www.dec.ny.gov/public/899.html)

ix. A Hardship/Poverty Area ☐Yes ☐NoNote: Projects that primarily serve census tracts and block numbering areas with apoverty rate of at least twenty percent according to the latest census data

Please describe all selections:

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Although the proposed project includes new sanitary sewer infrastructure, propertieslocated in the proposed sewer service areas are located in a DCWWA Water Districtand are served by public water, resulting in the improvement of existing public services.

The project would serve the central business district along Route 9 in theTown of Hyde Park. The Route 9 corridor is considered the main street anddowntown area of the Town and is primarily commercial/retail in nature.

2B. If the project serves an area located outside of a municipal center, does it serve an arealocated adjacent to a municipal center which has clearly defined borders, designated forconcentrated development in a municipal or regional comprehensive plan and exhibitstrong land use, transportation, infrastructure and economic connections to an existingmunicipal center? ☐Yes No

Please describe:

2C. If the project is not located in a municipal center as defined above, is the areadesignated by a comprehensive plan and identified in zoning ordinance as a futuremunicipal center? ☐Yes ☐No

Please describe and reference applicable plans:

3. Resiliency Criteria

3A. Was there consideration of future physical climate risk due to sea-level rise, storm surge,and/or flooding during the planning of this project? Yes ☐No

Please describe:

Signature Block: By entering your name in the box below, you agree that you are authorized toact on behalf of the applicant and that the information contained in this Smart GrowthAssessment is true, correct and complete to the best of your knowledge and belief.

3 of 3Effective October 1, 2017

Applicant: Phone Number:

(Name & Title of Project Engineer or Design Professional or Authorized Municipal Representative)

(Signature) (Date)

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Town of Hyde Park 518-452-1290

Lindsay Ostrander Allen, Project Engineer, Delaware Engineering, DPC

4/26/2018

N/A - the project serves a municipal center

N/A - the project serves a municipal center

As with all projects undertaken by the Town of Hyde Park, future climate riskshave been considered. The project is located outside of areas prone toflooding. The community is not located on the coast and therefore will not besubject to sea-level rise or storm surges.

Lindsay Ostrander AllenDigitally signed by Lindsay Ostrander Allen DN: cn=Lindsay Ostrander Allen, o=Delaware Engineering, DPC, ou=Delaware Engineering, DPC, [email protected], c=US Date: 2018.04.26 09:07:18 -04'00'

ATTACHMENT E

Engineering Report Certification

Effective 10/1/2015

Engineering Report Certification

To Be Provided by the Professional Engineer Preparing the Report

During the preparation of this Engineering Report, I have studied and evaluated the cost and effectiveness of the processes, materials, techniques, and technologies for carrying out the proposed project or activity for which assistance is being sought from the New York State Clean Water State Revolving Fund. I have recommended for selection, to the maximum extent practicable, a project or activity that maximizes the potential for efficient water use, reuse, recapture, and conservation, and energy conservation, taking into account the cost of constructing the project or activity, the cost of operating and maintaining the project or activity over the life of the project or activity, and the cost of replacing the project and activity.

Title of Engineering Report: Revitalizing Hyde Park’s Town Center - Wastewater System Evaluation and Options – Preliminary Engineering Report

Date of Report: April 26, 2018

Professional Engineer’s Name: Brock Juusola, P.E.

Signature:

Date: April 26, 2018

Documents

Town of Hyde Park - hpdowntown.com · The Town has not procured property to site a wastewater treatment plant (WWTP). Rather than identify potential sites for a WWTPthis report provides