3.8 Public Infrastructure, Sanitation Services, and Utilities

3.8 Public Infrastructure, Sanitation Services, and Utilities

3.8.1 Water Supply

3.8.1.1. Existing Municipal Water System Capacity

One hundred percent (100%) of the water delivered by the City of White Plains is purchased from the New York City Department of Environmental Protection (NYCDEP) through Westchester County Water District No. 1. The raw water purchased from NYCDEP is drawn from the Kensico Reservoir, which is an unfiltered surface water source. Kensico Reservoir delivers high quality water and has sufficient capacity to supply the City. The City’s three wells, which supply a total of approximately 150,000 to 200,000 gallons per day, were removed from service in 2009. The Federal EPA had previously enacted the Surface Water Treatment Rule (SWTR), which required the City to conduct a study to determine if these wells were under the influence of nearby surface water and that was found to be the case with the City’s wells. Although the water quality from these wells has been consistently high for many decades, the new regulations (stated under NYSDOH PWS 43 Technical Reference) require the City to filter this water. As the City had already begun the process of rehabilitating its reservoir filtration plant, the unit is being redesigned to also incorporate the well supply. This will enable the City to meet the latest Federal and New York State Regulations pertaining to both the City’s alternate water supplies (Reservoirs and Wells) using a single filtration plant. The City plans to resume using both the reservoirs and the wells in 2014, as they are currently out of service. The City has an emergency interconnection to the Delaware Aqueduct (Shaft 22). This connection is located in Yonkers and water is distributed to the City of White Plains via the Kensico- Bronx Pipeline. This emergency connection can supply 100% of the City’s total requirements. During 2012 the City of White Plains system did not experience any restriction of the water source.

The public water supply system of the City of White Plains serves the entire city, an area of approximately 9.8 square miles. The water is distributed through approximately 160 miles of water mains to provide service to more than 10,000 metered accounts. The total water produced in year 2012 was 2,895 million gallons. The daily average of water treated and pumped into the distribution system is 7.91 million gallons per day.

Through discussions with the City of White Plains Department of Public Works on September 24, 2013, it has been determined that Westchester County Water District No. 1 has capacity to provide the proposed development with water.

3.8.1.2 Existing Water Consumption

A copy of the water bills are provided in Appendix D-A. During the service period between 06/28/12 and 10/11/12, an average of 11,355 gallons per day (gpd) was consumed. During the service period between 10/11/12 and 12/19/12, an average of 12,141 gpd was consumed. During the service period between 12/19/12 and 04/02/13, an average of 6,869 gpd was consumed. During the service period between

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04/02/13 and 06/26/13, an average of 5,262 gpd was consumed. Over this 363-day period, an overall average of 8,907 gallons per day was consumed.

3.8.1.3 On-site Infrastructure and Connections to Public Water Mains

A map of the City of White Plains water main grid in the vicinity of the Project Site can be seen in Appendix D-C. The base map was provided by the City of White Plains Department of Public Works. This was provided by the City of White Plains Department of Public Works. 12” water mains are located within South Broadway and Maple Avenue. These mains run along the southern and western sides of the project parcel, respectively. There is also a 6” water main located within Hale Avenue running along the eastern side of the project parcel. This 6” main begins at the intersection of Hale Avenue and Maple Avenue, extending along Hale Avenue to Hiram Street. Within Hiram Street is located what is believed to be an 8” water main, as per City of White Plains Department of Public Works. The map then shows a 6” water main located within Paulding Street between Hiram Street and Westchester Avenue. Although not depicted on the map, representatives from the City of White Plains Department of Public Works believe this line was upgraded to either an 8” or 12” water main.

The map also shows at least three locations of service connections to the public water mains for the existing building. One of these connections is located on South Broadway, approximately three hundred feet north of the Maple Avenue intersection. The second connection point is located on Hale Avenue, approximately one hundred fifty feet north of the Maple Avenue intersection. Each of these locations appears to contain two service connections; one for domestic water and the other for fire protection. A third service connection is located on South Broadway, on the project side of the intersection with Post Road. This is a single service connection serving either the domestic or fire protection.

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3.8.1.4 Projected Water Demand

The projected domestic water demands for the various development alternatives were established using the water supply fixture unit (WSFU) count method described in the 2010 Plumbing Code of New York State. The demand of WSFU was then converted to Gallons Per Minute (GPM). Due to the

As this DGEIS has been prepared for the rezoning of the Westchester Pavilion, it is being submitted without building plans which would typically be used to develop fire demand. Without the benefit of said plans, no site specific fire demand can be calculated at this time. Therefore, only domestic demand has been calculated.

The table below summarizes the demand in WSFU and GPM for each development scenario.

Table 3.8.1-1: Projected Domestic Demand Demand Development (WSFU) Demand (GPM) Future No Action Scenario 1,698 297 Maximum Commercial Development Scenario 3,222 435 Maximum Residential Development Scenario 8,771 1,090 Maximum Mixed-Use Development Scenario 8,342 1,000

A copy of the projected water demand for the Future No Action, Maximum Commercial Development, Maximum Residential, and Maximum Mixed-Use Development Scenarios are presented in Appendix D-B.

3.8.1.5 Existing Water Pressures and Flows

The Applicant retained S&S Fire Suppression Systems to perform four hydrant flow tests in the vicinity of the project area on November 11, 2013. The hydrants were located along South Broadway (2), Maple Avenue, and Hale Avenue. Hydrant testing was witnessed by Stan Johnson of the White Plains Department of Public Works.

Table 3.8.1-2: Hydrant Flow Test Results Control Hydrant Flow Hydrant Static Residual Pitot Pressure Pressure Reading Flow Location (psi) (psi) Location (psi) (gpm) 3C-23 South Broadway 91 86 3C-31 South Broadway 71 1,410 3C-31 South Broadway 91 86 3C-23 South Broadway 72 1,415 Hale Avenue 110 102 3C-33 Hale Avenue 90 1,590 3C-36 Maple Avenue 93 86 3C-31 South Broadway 70 1,405

A copy of the results and locations are presented in Appendix D-C.

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3.8.1.6 Preliminary Hydraulic Analysis

The projected domestic water demand for the Maximum Residential Development Scenario is 1,090 gpm. This scenario has the largest projected water demand of all four (4) scenarios considered, namely the Future No Action, Maximum Commercial Development, Maximum Residential Development, and Maximum Mixed-Use Development.

Development will most likely consist of several buildings of different heights. Due to the age of the existing municipal water system, the existing cast iron water service lines will not be reused to serve the development and will be abandoned in place. As a result, we anticipate that the proposed development will necessitate the installation of eight (8) new water service connections to the existing municipal water distribution system on South Broadway, Hale Avenue and Maple Avenue. Four water service connections will be sized to supply the anticipated domestic demands and four will be sized to supply the anticipated fire flow demands.

On November 11, 2013, hydrant flow tests were conducted on South Broadway and Hale Avenue. During those tests, the static water pressures in the municipal water mains on South Broadway and Hale Avenue were observed to be between 91 psi and 110 psi respectively. The noted difference in pressure readings is merely due to the difference in ground elevation between South Broadway and Hale Avenue. Indeed, South Broadway is situated at an elevation approximately 35 to 40 feet higher than Hale Avenue.

It is anticipated that each domestic water and fire service connection will consist of a 6-inch minimum diameter ductile iron pipe from the municipal water main to the proposed building. The domestic riser pipe will carry water from the base of the building to all the occupied floors including the basement and parking garage(s). Assuming a static pressure of 91 psi on South Broadway and a minimum pressure of 20 psi at the most hydraulically remote plumbing fixture in the building, it is estimated that the municipal water system could provide adequate service to a building with a maximum height of 120 feet, equivalent to a 10 to 12-story building. Buildings taller than 120 feet in height would require the installation of a water booster pumping station inside the building to provide adequate service pressure at the most remote plumbing fixture.

Similarly, plumbing fixtures installed in the building basement and parking garages may experience pressures above 75 psi. Installation of pressure reducing valves (PRV) on distribution mains serving the below grade floors may be warranted in order to maintain pressures to less than 70 psi.

3.8.1.7 Preliminary Fire Flow Analysis

Buildings requiring fire protection and suppression systems shall comply with Chapter 9 “Fire Protection Systems” of the Building Code of New York State and related provisions of the Fire Code of New York State. The proposed development will be provided with the prescribed fire protection and fire suppression systems in conformance with applicable provisions of the Building Code, Fire Code and NFPA Standards.

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Where provisions of the Building Code require that a building or portion thereof be equipped throughout with an automatic sprinkler system, sprinklers shall comply with NFPA 13 except as provided for in the Building code. Automatic sprinkler systems, where required for residential buildings shall comply with NFPA 13R.

The anticipated fire demand associated with a sprinkler system is based on the Occupancy Hazard category of the building as defined in NFPA 13 and hose stream allowance. Under NFPA 13, typical office and residential buildings are classified as “Light Hazard” whereas commercial retail buildings including parking garages, mechanical rooms and kitchens are classified as “Ordinary Hazard Group 1”.

NFPA 13 has prescribed a minimum fire flow demand and duration for each Occupancy Hazard category. Buildings classified as Ordinary Hazard Group 1 have been assigned higher fire flow demand than buildings classified as “Light Hazard” as a result of the higher fire risk associated with this category.

Assuming that the proposed development is classified as Ordinary Hazard Group 1, the minimum fire flow requirement for a sprinkler system designed in conformance to NFPA 13 would be 225 gallons per minute (gpm). NFPA 13 requires the addition of a hose stream allowance of 250 gpm to the sprinkler design fire flow. As a result, the combined design fire flow requirement for an Ordinary Hazard Group 1 development is expected to be 475 gpm at a minimum sustained over a period of 90 minutes.

In addition, buildings taller than 3 stories in height require the installation of a standpipe system conforming to NFPA 14. Such systems consist of a network of fixed piping and hose valve connections installed in buildings for use by trained firefighting personnel to help extinguish a fire. The fire flow requirement for a Class 1 automatic wet standpipe and hose system conforming to NFPA 14 in a fully sprinklered building ranges from a minimum of 500 gpm and 250 gpm for each additional standpipe for a maximum flow of 1,000 gpm. The maximum flow for a Class 1 standpipe system in an un-sprinklered building is 1,250 gpm. A minimum pressure of 100 psi shall be available at the hydraulically most remote hose outlet.

It is anticipated that any proposed development taller than 3 stories in height will require the installation of a fire suppression system consisting of an automatic sprinkler system conforming to NFPA 13/NFPA 13R and a Class 1 automatic wet standpipe and hose system conforming to NFPA 14.

Regardless of the development schemes for this parcel, Peterson Engineering Group, LLC provided a preliminary evaluation indicating a fire demand of 1,250 gpm over a 90 minute period would be required for buildings with multiple standpipes and multiple fire areas to meet the NFPA 14. A copy of the March 27, 2014 letter is included in Appendix D-D.

Assuming a static pressure of 91 psi on South Broadway and a minimum residual pressure of 20 psi at the most hydraulically remote sprinkler head in the building, it is estimated that the municipal water system could provide adequate service to a 4-story building with a maximum height of approximately 50 feet. Buildings taller than 4 stories in height are expected to require the installation of fire pumps to provide

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adequate pressure for any proposed fire sprinkler system and standpipe system. Based upon hydrant testing, the existing system can meet the anticipated fire flow.

3.8.1.8 Analysis of Municipal System

The City of White Plains Department of Public Works has recommended that the 6” water main located within Hale Avenue be upgraded from a 6” to 12” from the intersection of Maple Avenue to the intersection of Hiram Street. The main would also be upgraded from 8” to 12” within Hiram Street from Hale Avenue to Paulding Street. The water main within Paulding Street would need to be further investigated to determine its current size. If it is an 8” main, the City of White Plains Department of Public Works has recommended that it also be upgraded from 8” to 12” from Hiram Street to Westchester Avenue. These recommendations have been made to improve the flow of water for domestic and fire flow purposes to the Project Site.

3.8.2 Sanitary Sewer

The following section sets forth an examination of the sanitary sewer system within the study area, as well as the potential impacts that could occur as a result of the adoption of the proposed CB-3 Rezoning, and any necessary mitigation measures needed to mitigate potential impacts, as deemed necessary.

3.8.2.1. Receiving Wastewater Treatment System Capacity and Existing Sanitary Sewer Conveyance System

The City of White Plains is split between two sewer districts, the Mamaroneck Sewer District and Bronx Valley Sewer District. The project parcel is located within the Mamaroneck Sewer District. According to the Westchester County Department of Environmental Facilities 2012 Annual Report, the Mamaroneck Treatment Plant has a design flow and permitted flow of 20.6 million gallons per day (mgd). The 2012 actual flow was only 11.5 mgd. Therefore, the wastewater treatment plant has extra capacity of approximately 9.1 mgd. It can therefore be seen that the Mamaroneck Treatment Plant has capacity to serve the proposed development.

The existing sanitary sewer conveyance system in the vicinity of the project area consists of cast iron, concrete, and vitrified clay pipe varying in diameter from 8-inch to 24-inch. Along South Broadway there is an existing 8-inch diameter vitrified clay pipe which transitions to a 12-inch diameter vitrified clay pipe. These pipes flow along the project area to Armory Place. Along Hale Avenue there is an existing 8-inch diameter vitrified clay pipe traversing south toward Maple Avenue. Along Maple Avenue there is an existing 8-inch diameter vitrified clay pipe conveying wastewater eastward toward Bloomingdale Road.

A sewer flow monitoring analysis was conducted by Flow Assessment Services, LLC from November 5, 2013, to December 4, 2013. Monitoring was conducted at nine separate locations to analyze existing

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capacity of the sanitary sewer conveyance system in the vicinity of the project site. The locations were developed in conjunction with the City of White Plains Department of Public Works.

The locations are summarized below in Table 3.8.2-1 and a map of the locations are provided in Appendix E-A.

Table 3.8.2-1: Metering Site Locations Pipe Diameter Meter Site Location (in) 1 Bloomingdale Road at Maple Avenue 8" 2 Bloomingdale Road near Maple Avenue 14" 3 Bloomingdale Road near Westchester Mall Place 14" 4 Westchester Avenue at South Kensico Avenue 16" 5 Westchester Avenue near South Kensico Avenue 18.25" 6 Westchester Avenue near South Kensico Avenue 24" 7 44 South Broadway 12" 8 34 South Broadway 12" 9 Westchester Avenue at Paulding Street 12"

The results of the sanitary sewer flow monitoring are presented in Appendix E-B. The sanitary sewer meter readings were recorded in million gallons per day (MGD) during 5 and/or 15-minute intervals. The data was compiled to determine average and maximum daily flows and their associated depths at each location between the November 5, 2013 through December 04, 2013 time-period. The meter at Site 2 started malfunctioning on November 24 and recorded data intermittently. The meter at Site 3 malfunctioned after the site visit on November 22, and no data was available after that date. The battery box at Site 4 shorted out on November 26, most likely due to the rain event submerging the battery box in water, so there is no data for Site 4 beyond that date. A summary of the maximum flow and depth recorded at each location is provided in Table 3.8.2-2 below (converted to gallons per minute), along with maximum flow of the existing half-full pipe. The slope of the existing pipes and maximum flow of each existing half full pipe was determined using Manning’s Equation. Data recorded at each meter location, along with a summary of the findings and calculations are presented in Appendix E-B.

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Table 3.8.2-2: Existing Sanitary Sewer Conveyance System Capacity Available Pipe Existing Max Daily Maximum Depth Capacity of Meter Maximum Flow of Diameter Flow of Pipe of Existing Flowing Existing Half Site Half Full Pipe (GPM) (in) (GPM) Pipe (in) Full Pipe (GPM) 1 8 134.6 150.0 4.24 -15.4 2 14 267.5 274.3 7.10 -6.8 3 14 638.9 285.4 4.56 353.5 4 16 845.6 752.8 7.50 92.8 5 18.25 1,223.8 779.9 7.15 443.9 6 24 2,503.0 1,665.3 9.62 837.7 7 12 345.9 102.1 3.17 243.8 8 12 584.1 404.9 4.91 179.2 9 12 1,345.9 445.8 3.36 900.1

A rain gauge was installed on the roof of the onsite parking garage. The rain gauge was able to record precipitation in excess of the 1-year storm event. 3.10 inches of rain fell on November 27, 2013. 0.67 additional inches had fallen the previous day, November 26. The sanitary sewer flow data shows that the rain had little to no effect on Sites 1-3 and 7-9. None of these locations experienced peak discharges following the rain event. However, Sites 5-6 located on Westchester Avenue east of Bloomingdale Road are each experienced their peak discharge rates on the 27th.

The City of White Plains Department of Public Works has indicated they do not allow their sanitary sewer pipes to flow more than half capacity at maximum flow. Gravity sanitary sewers are usually designed to flow nearly full at peak rates of flow and partly full at lesser flows. As Table 2 identifies Sites 1 and 2 are currently flowing at a maximum depth above half their capacity. The remaining sites have available capacity for additional sewer lateral connections. It should also be noted that the monitored flows include wastewater generated from the existing Westchester Pavilion facility.

3.8.2.2 Proposed On-site Infrastructure and Connections to Public Sewer System

As in the existing condition, the proposed development will consist of multiple sewer lateral connections (minimum of four) consisting of ductile iron pipe (DIP) to the existing municipal sanitary sewer system. Design of these sewer laterals will be sized based on the maximum built out fixture units analyzed by a licensed NYS Mechanical-Electrical-Plumbing (MEP) engineer. The preliminary wastewater flow calculations generated have assumed four lateral connection points. However, specific locations and the number of laterals will be provided at a later date once a site specific plan is developed.

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3.8.2.3 Existing Wastewater Flows

Existing wastewater flows for the Westchester Pavilion facility have been estimated based on available water bills received from the Owner. During the service period between 06/28/12 and 10/11/12, an average of 11,355 gallons per day (gpd) was consumed. During the service period between 10/11/12 and 12/19/12, an average of 12,141 gpd was consumed. During the service period between 12/19/12 and 04/02/13, an average of 6,869 gpd was consumed. During the service period between 04/02/13 and 06/26/13, an average of 5,262 gpd was consumed. Over this 363-day period, an overall average of 8,907 gallons per day was consumed. See Table 3.8.2-3 below:

Table 3.8.2-3: Existing Westchester Pavilion Sanitary Flows

Average Daily Probable Sewer Peak Date Range Usage (gallons) Consumption (GPD) Discharge2 (GPM) 6/28/12-10/11/12 1,192,312 11,355 44.2 10/11/12-12/19/12 837,760 12,141 47.2 12/19/12-4/2/13 714,340 6,869 26.7 4/2/13-6/26/13 447,304 5,262 20.5 Total 3,191,716 8,907 34.6 Notes: [1] Based on available water bills [2] Based on an 18-hour day and peaking factor of 4.2. See Figure 1 in Appendix E-E.

A copy of the water bills are provided in Appendix E-C.

3.8.2.4 Projected Waste Water Demand for Wastewater Flows

In accordance with the scoping document, the projected wastewater generation rates for the various development alternatives were established using the drainage fixture unit (DFU) count method described in the 2010 Plumbing Code of New York State. The discharge associated with DFU was then converted to Gallons Per Minute (GPM). The Plumbing code does not provide a direct conversion from DFU to GPM, as that is not the intent of the code. The National Standard Plumbing Code defines a fixture unit flow rate as “the total discharge flow in gallons per minute of a single fixture divided by 7.5.” Therefore, the calculated DFU was divided by 7.5 to approximate a GPM.

It should be noted that the Plumbing Code of New York is related to specifically pipe sizing and maximum demand flow probabilities within the building as referenced in Section 101.2 of said code and furthered defined in Chapter. Furthermore, Section 701.2 referenced that public owned sewage treatment works are regulated by the NYSDEC in accordance with 6 NYCRR, titled Great Lakes-Upper Mississippi River Board Recommend Standards for Wastewater Facilities. Since it is highly improbable that the fixtures in a system

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are never used all at the same time, the total units (capacity) achieved by adding the DFU for all fixtures is not a realistic estimate of the total drainage load. Typically, sanitary sewer conveyance systems beyond the limits of the building are analyzed and designed with an estimated per-capital demand as is described in Table B.3 Typical Per Unit Hydraulic Loading Rates of the New York State Department of Environmental Conservation (NYSDEC) Design Standards for Intermediate-Sized Wastewater Treatment Systems, 2012 draft edition. This is a similar method for designing Wastewater Treatment Plants.

Therefore, projected waste water generation rates for the Future No Action Development, Maximum Commercial Development, Maximum Residential Development, and Maximum Mixed Use Development scenarios are presented using both methods to demonstrate the load bearing effects (see Table 3.8.2-4). An 18-hour day and peaking factor of 4.2 were used for projecting flows utilizing NYSDEC method.

Table 3.8.2-4: Projected Wastewater Flows

NYSDEC Design Standards On NYS Plumbing Code Per Capita Basis Development Peak Peak Discharge Discharge Daily Flow Discharge (DFU) (GPM) (GPD) (GPM) Future No Action Development 1,129 151 72,424 282 Maximum Commercial Development 2,048 273 70,604 275 Maximum Residential Development 12,311 1,641 94,380 367 Maximum Mixed Use Development 9,816 1,309 132,040 513

Table 3.8.2-4 demonstrates general accord between both methods when the DFU’s are relatively low as demonstrated with the Future No Action Development and Maximum Commercial Development. However, as the DFU increase there is a noticeable disparity between the two methods as demonstrated in the Maximum Residential Development and Maximum Mixed Use Development.

One can conclude when comparing both methods that the multiplier from drainage fixture unit to gpm decreases as the fixture unit count increases.

3.8.2.5 Recommended Sanitary Sewer System Improvements

Sanitary sewer from the Project Site will flow in either of two directions. Route 1 is along South Broadway to Armory Place and ultimately discharging to the trunk line located along Westchester Avenue. It will traverse Meter Sites 7, 8, 9, 5, 4, and 6. Route 2 is along Maple Avenue to Bloomingdale Road and ultimately discharges to the trunk line located along Westchester Avenue. This route will traverse Meter Sites 1, 2, 3, 5, 4, and 6. The flow at the intersection of Westchester Avenue and Bloomingdale Road appears to bifurcate as it flows east along Westchester Avenue through Meter Sites 4 and 5 before it converges on Site 6. Therefore, for the purposes of this report, it will be assumed that Sites 4 and 5 provide a collective capacity.

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Due to the inadequacy of Meter Sites 1 and 2 located along Bloomingdale Road, existing 8-inch vitrified clay pipe clay pipe along Maple Avenue which would require upgrading, and multiple communication lines intertwined within Bloomingdale Road, this office recommends the future development of this project site avoid discharging along Route 2.

Using the Plumbing Code’s DFU method, no improvements are necessary under the Future No Action Development.

Under the Future No Action Development utilizing the NYSDEC’s method of obtaining peak flows; and Maximum Commercial Development, utilizing both methods, upgrades to the existing sanitary sewer network will be required along South Broadway, Armory Place, and possible Westchester Avenue from the project site to a point between Sites 8 and 9.

Under the Maximum Residential Development and Maximum Mixed Use Development scenarios, improvements would be required along South Broadway and Armory Place, and along Westchester Avenue between the project site and Locations 8 and 9. However the extent of the improvements necessary to accommodate the development varies depending upon which method of estimating sewage flow is determined to be acceptable. Assuming the traditional method utilizing per capita demand is deemed acceptable, sanitary sewer improvements would be required up to the manhole 9 located along Westchester Avenue between Hale Avenue and Paulding Avenue. Should the method utilizing the DFU within the Plumbing Code be required, upgrades would be necessary along the entire Route 1 (Westchester Avenue) through Site 6.

Please see Figures 1-5 in Appendix E-A attached showing the improvements necessary for the different development scenarios and methods of calculating peak flows generated from the project site.

Once a site specific plan is developed and off-site survey is produced, the extent, layout, and size of the improvements can be determined.

3.8.3 Solid Waste

3.8.3.1. Existing Conditions

Sanitation Services

The owner of the Westchester Pavilion project currently contracts with Better Carting for sanitation services. Based on conversations with the owner’s private hauler, the solid waste compactor and cardboard/paper compactor are each emptied once a week. However, there has been a reduction in waste generation in recent years due to a lack of tenants within the building. When the facility was at capacity the solid waste compactor was emptied twice a week. Solid waste generated on site is hauled to C&A Carbone in West Nyack, cardboard is hauled to Brookfield Recycling in Elmsford, and co-mingled waste is brought to a Waste Management Facility in Yonkers. E-waste recycling is provided as an “on call” service.

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In addition to sanitation services provided by private haulers, property owners within the City have access to sanitation services through the White Plains Department of Public Works Bureau of Sanitation. The City provides both solid waste and recycling services to residential and some commercial properties using front and rear loading containers. Solid waste and recycling picked up by the City is delivered to Westchester County facilities including the Charles Point Resource Recovery Facility and the Daniel P. Thomas Material Recovery Facility.

The Charles Point Resource Recovery Facility in Peekskill, New York, approximately 25 miles north of the project site, accepts solid waste from municipal and private haulers. The facility supports Westchester County residents by processing up to 2,250 tons per day of municipal solid waste from municipalities in Refuse Disposal District #1. This district is made up of 36 municipalities within Westchester County who have entered into Inter-municipal Agreements for the purposes of solid waste management. The City of White Plains is part of Refuse Disposal District #1. In 2011, the facility processed 388,985 tons of solid waste delivered by Refuse Disposal District #1 municipalities, and the balance of 316,391 tons of solid waste was delivered by private carters and direct haul. A total of 705,376 tons of solid waste was processed. The Charles Point Facility has a permitted capacity of 710,000 tons per year.

Recycling within the City is primarily sent to the Daniel P. Thomas Material Recovery Facility (MRF). This facility serves all municipalities in Refuse Disposal District #1. In 2011, the facility processed 76,314 tons of recyclables. The facility recently underwent a five-month retrofit to outfit it with the latest technology. Now high tech optical sorting equipment shoots thousands of laser beams per second through each plastic container to identify the resin type. This allows the county to continue recycling plastic containers coded 1 and 2 and also collect and recycle containers coded 3 through 7, including yogurt containers, plastic cups and take-out food boxes.

Private haulers also use these facilities in addition to other transfer stations within the region that send solid waste and recyclable materials to other facilities. Westchester County requires a license for all private haulers. In total there are nearly 300 private haulers who are licensed to provide private hauling services of different types of waste and debris within Westchester County.

Solid Waste and Recycling Generation

Solid waste will be generated both by commercial and residential components of the Project. The solid waste generation analysis for the Project assumes full-time occupancy of the proposed residences and commercial spaces. A quantitative analysis was performed to estimate the amount of solid waste and recyclable material that is generated under the no build/existing condition scenario, and the amount that would be generated under the proposed mixed use development scenario, the worst case maximum commercial development, and the worst case maximum residential development.

Solid waste will be generated both by residential and commercial components of the Project. Estimates of solid waste generation from one and two bedroom apartments were determined by multiplying the City Environmental Quality Review (CEQR) Technical Manual (2010) waste generation rate of 17 pounds of waste per week per resident by the number of projected residents.

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Establishing an estimate for commercial waste generation is difficult for a proposed project due to the degree of variability among any new development. Each project will have differing facility management practices and internal controls that will dictate actual commercial solid waste generation. Multipliers for solid waste generation for commercial uses are primarily based on the number of employees, or number of rooms for a hotel. Based on the conceptual program for the Project employee generation rates were identified in the Urban Land Institute’s Development Impact Assessment Handbook (1993) and the Urban Planning and Design Criteria, Third Edition. Based on the estimated number of employees for each commercial use, waste generation rates were applied from the CEQR Technical Manual.

3.8.3.2 Potential Impacts

Future Without the Proposed Action (Future No Action Scenario)

The quantitative analysis of the Future No Action Scenario estimates a total of 43 tons/week and 2,236 tons/year would be generated based on the identified facility program in Table 3.8.3-1 below. This scenario includes a total of 318,040 SF of retail, 27,000 SF of restaurant, and 45,000 SF of health club space. Of the various scenarios used in this quantitative analysis, the Future No Action Scenario is estimated to create the greatest volume of solid waste. This finding is a result of the significant amount of retail space, which has one of the highest solid waste multipliers used in this analysis, according to the CEQR Technical Manual.

Table 3.8.3-1: Future No Action Scenario Total Waste Count SF Multiplier lbs/week tons/week Retail1,2 795 employees 318,040 79 62,813 31 Restaurant3,4 90 employees 27,000 251 22,590 11 Residential ------Health Club5,6 45 employees 45,000 13 585 0.3 Public ------Office ------Hotel ------390,040 85,988 43 1. According to the Development Impact Assessment Handbook, Urban Land Institute, 1994, retail typically employs approximately 2.5 employees per 1,000 square feet of floor area. 2. According to the CEQR Technical Manual, 2010, a general retail use generates 79 lbs of waste per week, per employee. 3. According to Urban Planning and Design Criteria, 3rd Edition, restaurants generates 1 employee for every 300 square feet of restaurant. 4. According to the CEQR Technical Manual, 2010, a restaurant generates 251 lbs of waste per week, per employee. 5. Employment estimate for health club based on an assumption of one employee for each 1,000 square feet of space. 6. Solid waste generation for health club was assumed to be comparable to the solid waste generation rate for office building based out of the CEQR Technical Manual, 2010.

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Maximum Mixed-Use Development Scenario

The Maximum Mixed-Use Development Scenario incorporates 112,000 SF of retail, 27,000 SF of restaurant, 550,000 SF of residential, 54,000 SF of health club, 15,000 SF of office, and 180 hotel rooms. It is estimated that this development plan would generate up to 35 tons/week or 1,820 tons/year of solid waste. Compared to the Future No Action Scenario, the Maximum Mixed-Use Development Scenario would generate nearly 20 percent less solid waste (see Table 3.8.3-2).

Table 3.8.3-2: Maximum Mixed-Use Development Scenario Total Waste Count SF Multiplier lbs/week tons/week Retail1,2 280 employees 112,000 79 22,120 11 Restaurant3,4 90 employees 27,000 251 22,590 11 Residential5,6 1153 residents 550,000 17 19,601 10 Health Club7,8 54 employees 54,000 13 702 0 Public ------Office9,10 45 employees 15,000 13 585 0 Hotel11 180 rooms 100,000 21 3,780 2 858,000 69,378 35 1. According to the Development Impact Assessment Handbook, Urban Land Institute, 1994, retail typically employs approximately 2.5 employees per 1,000 square feet of floor area. 2. According to the CEQR Technical Manual, 2010, a general retail use generates 79 lbs of waste per week, per employee. 3. According to Urban Planning and Design Criteria, 3rd Edition, restaurants generates 1 employee for every 300 square feet of restaurant. 4. According to the CEQR Technical Manual, 2010, a restaurant generates 251 lbs of waste per week, per employee. 5. Based on 2010 Census of Population for ZIP 10601 (Downtown White Plains) and Comparable Rental Market Rate multipliers reported in the BFJ Planning Memorandum, Westchester Pavilion CB-3 Rezoning – Public School Children Impact Analysis, January 29, 2013. 6. According to the CEQR Technical Manual, 2010, an individual in a residential use generates 17 lbs of waste per week. 7. Employment estimate for health club based on an assumption of one employee for each 1,000 square feet of space. 8. Solid waste generation for health club was assumed to be comparable to the solid waste generation rate for office building based out of the CEQR Technical Manual, 2010. 9. According to the Development Impact Assessment Handbook, Urban Land Institute, 1994, an office typically employs approximately 3 employees per 1,000 square feet of floor area. 10. According to the CEQR Technical Manual, 2010, an office building generates 13 lbs of waste per week, per employee 11. According to Environmental Engineering, 4th Edition 1992, a hotel generates 21 lbs of waste per week, per hotel room

60 SOUTH BROADWAY REZONING DGEIS 3.8-14 July 2014 3.8 Public Infrastructure, Sanitation Services, and Utilities

Maximum Commercial Development Scenario

Under the Maximum Commercial Development Scenario, the project is estimated to generate a total of 27 tons/week or 1,404 tons/year of solid waste. This estimate is based on a conceptual development program that includes 112,000 SF of retail, 27,000 SF of restaurant, 229,000 SF of office, and 180 hotel rooms. In terms of comparison, this development scenario includes a significant amount of office space without any residential or health club components, and so would generate less solid waste than the other scenarios (see Table 3.8.3-3).

Table 3.8.3-3: Maximum Commercial Development Scenario Total Waste Count Rooms/Units SF Multiplier lbs/week tons/week Retail1,2 280 employees 112,000 79 22,120 11 Restaurant3,4 90 employees 27,000 251 22,590 11 Residential ------Health Club ------Office5,6 687 employees 229,000 13 8,931 4 Hotel7 180 rooms 100,000 21 3,780 2 468,000 57,421 27 1. According to the Development Impact Assessment Handbook, Urban Land Institute, 1994, retail typically employs approximately 2.5 employees per 1,000 square feet of floor area. 2. According to the CEQR Technical Manual, 2010, a general retail use generates 79 lbs of waste per week, per employee. 3. According to Urban Planning and Design Criteria, 3rd Edition, restaurants generates 1 employee for every 300 square feet of restaurant. 4. According to the CEQR Technical Manual, 2010, a restaurant generates 251 lbs of waste per week, per employee. 5. According to the Development Impact Assessment Handbook, Urban Land Institute, 1994, an office typically employs approximately 3 employees per 1,000 square feet of floor area. 6. According to the CEQR Technical Manual, 2010, an office building generates 13 lbs of waste per week, per employee. 7. According to Environmental Engineering, 4th Edition 1992, a hotel generates 21 lbs of waste per week, per hotel room.

60 SOUTH BROADWAY REZONING DGEIS 3.8-15 July 2014 3.8 Public Infrastructure, Sanitation Services, and Utilities

Maximum Residential Development Scenario

Under the Maximum Residential Development Scenario, the project is estimated to generate a total of 15 tons/week or 780 tons/year of solid waste. This estimate is based on a conceptual development program that includes 858,000 SF of residential development. As a development scenario that only incorporates residential use, it also has the lowest amount of estimated solid waste generation (see Table 3.8.3-4).

Table 3.8.3-4: Maximum Residential Development Scenario Total Waste Count Rooms/Units SF Multiplier lbs/week tons/week Retail ------Restaurant ------Residential1,2 1,799 residents 858,000 17 30,583 15 Health Club ------Office ------Hotel ------858,000 30,583 15 1. Based on 2010 Census of Population for ZIP 10601 (Downtown White Plains) and Comparable Rental Market Rate multipliers reported in the BFJ Planning Memorandum, Westchester Pavilion CB-3 Rezoning – Public School Children Impact Analysis, January 29, 2013. 2. According to the CEQR Technical Manual, 2010, an individual in a residential use generates 17 lbs of waste per week.

3.8.3.3 Solid Waste and Recycled Material

The four development scenarios outlined above result in total solid waste generation ranging from a low of 15 tons per week to a high of 43 tons per week. However, these results do not take into consideration the impact recycling will have on overall waste generation. In 2012 the Westchester County recycling rate was 60 percent for municipal recycling and 43 percent for private hauler recycling. For estimating purposes, the 43 percent rate of recycling was used in this analysis. Table 3.8.3-5, below provides the total build-out solid waste generation for each of the development scenarios using this local rate of recycling.

Table 3.8.3-5: Anticipated Total Solid Waste Generation Tons/Week Tons/Year Development Scenario Total Waste Recycle Total Waste Recycle Future No Action Scenario 43 24.5 18.5 2,236 1,274 961 Maximum Mixed-Use Development Scenario 35 19.8 14.9 1,804 1,028 776 Maximum Commercial Development Scenario 27 15.3 11.5 1,395 795 600 Maximum Residential Development Scenario 15 8.7 6.6 795 453 342

3.8.3.4 Capacity to Serve the Project

Both private and public methods for the provision of sanitation services were considered for the various development scenarios outlined above. Through correspondence, the City of White Plains has indicated

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site specific requirements of a minimum vertical clearance of 22 feet for the front loading containers, and 12 feet 6 inches for rear loading containers. The City trucks are approximately 35 feet in length and have a turning radius of approximately 40 feet. The City can service 8 cubic yard front loading containers for solid waste and 2 cubic yard rear loading containers for both co-mingled recycling and paper/cardboard. These containers would need to be located on a reinforced concrete pad and enclosed consistent with the City Ordinance.

Although these public sanitation services could be available to the Westchester Pavilion project, the conceptual design for the project indicates the use of trash compactors to be accessed through a parking level. Should this be the preferred method of trash collection and hauling, the use of public sanitation services from the City of White Plains will not be possible as the vertical clearance within the parking level will not be high enough to allow for this style of trash collection.

The Project Sponsor intends to contract with an outside solid waste removal and hauling company. Based on the quantitative analysis identifying an estimated amount of solid waste and recyclable materials generated by the project, multiple local companies have indicated a willingness and capacity to serve the project (see Appendix F, Correspondence). This company will be responsible to collect and dispose of solid waste and recycled material from the project as required by law. Facilities currently receiving solid waste, recycled cardboard and co-mingled materials from the project site have indicated they have existing capacity to service the estimated solid waste generation resulting from the project (see Appendix F, Correspondence). In addition, there is existing capacity at the Charles Point Resource Recovery Facility and the Daniel P. Thomas Material Recovery Facility. No impacts to solid waste disposal facilities in the region are anticipated.

The proposed disposal of solid waste does not create a significant impact on regional waste management facilities.

3.8.3.5 Mitigation Measures

Based on a lack of potential impacts, no mitigation measures are proposed.

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