DRAFT ENVIRONMENTAL IMPACT REPORT/ FINAL COMPREHENSIVE WASTEWATER MANAGEMENT PLAN FOR
CITY OF TAUNTON, MASSACHUSETTS
EOEA FILE NUMBER 13897
Prepared For: City of Taunton Department of Public Works 90 Ingell Street Taunton, MA
Prepared By:
July 2009 TABLE OF CONTENTS
Page No. EXECUTIVE SUMMARY ...... ES-1
CHAPTER 1 INTRODUCTION 1.1 Project Overview ...... 1-1 1.2 Certificate of the Secretary of Environmental Affairs and Phase I Waiver ...... 1-4 1.3 History of Sewer Construction in Taunton ...... 1-5 1.4 Prior MEPA Submittals ...... 1-6
CHAPTER 2 NEEDS ANALYSIS – UNSEWERED AREAS 2.1 General ...... 2-1 2.2 Population and Build-out Projections ...... 2-1 2.2.1 Potential Areas of Future Development ...... 2-3 2.2.2 Planned Developments...... 2-5 2.3 Zoning ...... 2-6 2.4 Evaluation of On-Site Septic Systems ...... 2-6 2.4.1 Existing Lot Size ...... 2-9 2.4.2 Wetlands and Surface Water ...... 2-9 2.4.3 Drinking Water Supply ...... 2-10 2.4.4 Soils...... 2-10 2.4.5 Groundwater ...... 2-11 2.4.6 Septic System Repair and Pump-out Records ...... 2-11 2.4.7 Availability of Municipal Sewer and Water Service ...... 2-12 2.4.8 Criteria Rating System ...... 2-12 2.4.9 Evaluation Results ...... 2-12
CHAPTER 3 RECOMMENDED PLAN FOR SEWER EXPANSION 3.1 Evaluation of Alternatives ...... 3-1 3.2 Recommended Plan ...... 3-1 3.3 Construction Methods ...... 3-4 3.3.1 Construction Period Impacts ...... 3-5 3.4 Specific Impacts in the Needs Areas ...... 3-6 3.4.1 Needs Area A ...... 3-9 3.4.2 Needs Area C ...... 3-11 3.4.3 Needs Area E ...... 3-12 3.4.4 Needs Area H ...... 3-13 3.4.5 Needs Area I ...... 3-15 3.4.6 Needs Area K ...... 3-16 3.4.7 Needs Area L ...... 3-17 3.4.8 Needs Area Q ...... 3-18 3.4.9 Needs Area R ...... 3-19 3.4.10 Needs Area U ...... 3-20
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TABLE OF CONTENTS (cont’d)
3.4.11 Needs Area V ...... 3-21 3.4.12 Needs Area X ...... 3-22 3.4.13 Needs Area Z ...... 3-22 3.4.14 Needs Area AA ...... 3-23 3.5 Growth Management ...... 3-24 3.5.1 Sewer Bank ...... 3-25 3.6 Water Balance ...... 3-26 3.7 Permitting Requirements ...... 3-28 3.7.1 State and Local Permits ...... 3-28 3.8 Mitigation ...... 3-29 3.8.1 Proposed Section 61 Findings ...... 3-29 3.8.2 Mitigation Measures ...... 3-30 3.8.2.1 Air Pollution ...... 3-30 3.8.2.2 Water Pollution ...... 3-30 3.8.2.3 Excessive Noise ...... 3-31 3.8.2.4 Material Transport / Traffic Impacts ...... 3-31 3.8.2.5 Disposal of Excess Material ...... 3-31 3.8.2.6 Environmental Resources ...... 3-32 3.8.2.7 Vegetated Areas ...... 3-32 3.8.2.8 Adjacent Land Use ...... 3-32 3.8.2.9 Historic Resources ...... 3-32
CHAPTER 4 NEEDS ANALYSIS – WASTEWATER TREATMENT FACILITY 4.1 Wastewater Needs in Adjacent Communities ...... 4-1 4.2 Wastewater Treatment Facility Description ...... 4-3 4.3 Existing Wastewater Flows ...... 4-5 4.4 Infiltration/Inflow Reduction Measures ...... 4-8 4.4.1 CSO Abatement ...... 4-14 4.5 Projected Wastewater Flows – Revised ...... 4-18 4.6 Water Supply and Demand ...... 4-20 4.6.1 Water Distribution System ...... 4-22 4.6.2 Water Demand Management and Conservation Plan ...... 4-22
CHAPTER 5 RECOMMENDED PLAN – WWTF 5.1 Discharge Permit and Flow Considerations ...... 5-1 5.2 Evaluation of Potential Permit Driven Improvements ...... 5-3 5.2.1 Alternative 1 – Separate Stage Denitrification Filters ...... 5-3 5.2.2 Alternative 2 – Suspended Growth Denitrification Processes ...... 5-6 5.2.3 Recommended Alternative ...... 5-9 5.3 Improvements to Increase Treatment Capacity and Enhance Operations ...... 5-10 5.4 CSO Mitigation ...... 5-15 5.4.1 CSO Alternative 1 – Local Storage and Pumping ...... 5-16 5.4.2 CSO Alternative 2 – Local Pumping and Remote Storage ...... 5-18 5.4.3 Recommended CSO Alternative ...... 5-22
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TABLE OF CONTENTS (cont’d)
5.5 Water Reclamation ...... 5-22 5.6 Environmental Permitting ...... 5-24 5.6.1 State and Local Permits ...... 5-24 5.6.2 Mitigation ...... 5-26
CHAPTER 6 FINANCING AND IMPLEMENTATION PLAN 6.1 Introduction ...... 6-1 6.2 Summary of Recommended Plan ...... 6-1 6.3 Planned Implementation Schedule ...... 6-3 6.4 Financing Plan ...... 6-4 6.4.1 Debt Service ...... 6-4 6.4.2 Operations and Maintenance ...... 6-6 6.4.3 Financial Impact Analysis ...... 6-6
CHAPTER 7 RESPONSE TO COMMENTS 7.1 Massachusetts Department of Environmental Protection ...... 7-1 7.2 Fay, Spofford &Thorndike ...... 7-5 7.3 Division of Fisheries and Wildlife ...... 7-6 7.4 Massachusetts Historical Commission ...... 7-8 7.5 Department of Conservation and Recreation ...... 7-10 7.6 Division of Marine Fisheries ...... 7-14 7.7 Save The Bay ...... 7-15 7.8 Mass Audubon ...... 7-16 7.9 Riverways Program ...... 7-17 7.10 Taunton River Watershed Campaign ...... 7-22
FIGURES 1-1 Existing Wastewater Collection System ...... 1-2 1-2 Locations of Needs Areas ...... 1-3 2-1 Study Area Locations ...... 2-7 4-1a 2006 Influent Flow versus Precipitation ...... 4-9 4-1b 2007 Influent Flow versus Precipitation ...... 4-10 4-1c 2008 Influent Flow versus Precipitation ...... 4-11 4-2 City of Taunton Combined Sewer Overflows ...... 4-17 5-1 Separate Stage Denitrification Filters ...... 5-5 5-2 MLE Process Schematic ...... 5-7 5-3 Separate Sludge Denitrification Process Schematic ...... 5-9 5-4 Site Plan – Proposed Wastewater Treatment Facility Improvements ...... 5-11 5-5 CSO Alternative 1 – Local Storage and Pumping ...... 5-19 5-6 CSO Alternative 2 – Local Pumping and Remote Storage ...... 5-21
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TABLE OF CONTENTS (cont’d)
TABLES 2-1 Population Estimates and Projections ...... 2-2 2-2 Housing Unit Estimates and Projections ...... 2-3 2-3 Estimate of 2025 Residential Build-out ...... 2-4 2-4 Title 5 Regulations ...... 2-8 2-5 Rating Criteria for Evaluating Wastewater Needs Areas ...... 2-14 2-6 Ranking of Wastewater Needs Areas ...... 2-15 3-1 Rare Species List for the City of Taunton ...... 3-10 3-2 Current Water Balance in the Vicinity of the Needs Areas ...... 3-27 4-1 Current and Future Flow from Adjacent Communities ...... 4-1 4-2 Existing NPDES Permit Discharge Limitations ...... 4-4 4-3 Summary of Wastewater Flows ...... 4-6 4-4 Phase 2 SSES Implementation Schedule ...... 4-14 4-5 Projected Wastewater Flow Rates Priority Needs Areas ...... 4-19 4-6 Proposed Small Sewer Extensions ...... 4-20 4-7 Estimate of Projected WWTF Flows through 2025 ...... 4-21 5-1 Opinion of Cost Alternative 1 – Separate Stage Denitrification Filters ...... 5-6 5-2 Opinion of Cost Alternative 2a – MLE Process ...... 5-8 5-3 Opinion of Cost Alternative 2b – Separate Sludge Denitrification Process ...... 5-9 5-4 Opinion of Cost Wastewater Treatment Facility Improvements to Increase Capacity ...... 5-15 5-5 Opinion of Cost CSO Alternative 1 – Local Storage and Pumping ...... 5-18 5-6 Opinion of Cost CSO Alternative 2 – Local Pumping and Remote Storage ...... 5-22 6-1 Sewer System and WWTF Design and Construction Schedule ...... 6-5 6-2 Allocation of Sewer and WWTF Design and Construction Costs ...... 6-8 6-3 User Fee Impacts - Single Family Residence in Taunton ...... 6-9
APPENDICES A Electronic Version of Final Draft CWMP B Certificate of the Secretary of Environmental Affairs on the Environmental Notification Form C Certificate of the Secretary of Environmental Affairs on Notice of Project Change for the Phase I Waiver D Evaluation of Wetlands and Natural Resources (Wetland Strategies, Inc.) E Taunton Sewer Bank Ordinance F Findings of Violation and Order for Compliance
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EXECUTIVE SUMMARY
Background This Draft Environmental Impact Report (DEIR) and Final Comprehensive Wastewater Management Plan for the City of Taunton is being submitted in accordance with Section 11.07 of the Massachusetts Environmental Policy Act (MEPA). The document provides supplemental data and analyses to augment the Final Draft Comprehensive Wastewater Management Plan (CWMP) that was submitted in July 2006 to the Massachusetts Department of Environmental Protection (MADEP).
The overall goal of the CWMP was to update the 1981 Facilities Plan and evaluate Taunton’s wastewater collection and treatment needs through the year 2025. This evaluation focused on identifying areas/neighborhoods experiencing problems with on-site wastewater systems, developing alternatives and recommendations to address these needs and analyzing the capacity and treatment capabilities of the Taunton’s Wastewater Treatment Facility (WWTF) to handle additional expansion and anticipated changes to pollutant discharge limitations.
In August 2006, the City of Taunton filed an Environmental Notification Form (ENF) for the CWMP with the Executive Office of Environmental Affairs. On December 8, 2006, a Certificate of the Secretary of Environmental Affairs on the ENF was issued requiring the completion of the CWMP and the preparation of a DEIR to address the recommended projects was issued. This DEIR has been prepared in response to the scope issued by the Secretary of Environmental Affairs
Subsequent to the filing of the ENF, the City of Taunton requested a Phase I Waiver to allow construction of the recommended sewers serving the Elizabeth Pole School and eleven residences along Harris Street. On February 22, 2007, the Phase I Waiver was granted by the Secretary of Environmental Affairs. Construction of the Harris Street sewer extension was completed in May 2008.
Growth Projections Within Taunton, continued growth of population and residential development is expected. A 1.2 percent annual population growth rate was used to project the City’s population for the planning period. Therefore, the year 2025 population was estimated at 75,425, representing almost a 35 percent increase over the City’s 2000 U.S. Census population. Three sources were considered in development of this population projection including Massachusetts Institute for Social and Economic Research, U.S. Census and the Southeast Regional Planning and Economic development District.
Based on 1990 and 2000 U.S. Census data, an annual increase of 1.3 percent in the number of housing units was used to project the City’s housing unit total for the planning period. This method results in a projected housing unit total of 31,639 by the year 2025.
It is anticipated that existing residential development patterns will continue in the future, with high density residential development mostly concentrated in the center of Taunton and more
City of Taunton ES-1 BETA Group, Inc. Final CWMP and Draft EIR diffuse development occurring outside the central area. However, future sewer service expansion could introduce new areas of high density residential development in the City.
The City anticipates that commercial and industrial development will continue to expand along Route 140 and Route 44, respectively. Two areas that are anticipated to be a focus of future industrial development are located near the intersection of Route 140 and Route 24 and land south of Route 44 straddling Warner Boulevard (John Brown Associates, Inc., 1998). In addition, two additional phases of expansion are planned for the Miles Standish Industrial Park. This expansion would occur in the area currently occupied by the Dever School.
Needs Areas Approximately 50 percent of the Taunton’s population is served by the municipal wastewater collection system. To accomplish the needs analysis, the unsewered sections of the City were divided into 31 study areas and data concerning soil types, groundwater elevations, lot sizes, the proximity to and extent of wetlands and surface water bodies, the presence of drinking water protection areas, the location of reported septic system repairs and system pumping frequency, the availability of municipal, and the availability of municipal water was reviewed for each area.
Based on the criteria discussed above, ten study areas: A, C, E, L, K, Q, R, U, V, and X, were ranked the highest in terms of need. The only change in this evaluation from that presented in the CWMP is the inclusion of Area K in the list of higher ranked projects. Although Area K was identified as a priority needs area by Taunton, it was not originally identified through the evaluation process. The cause of the change is the increase in the number of on-site system failures and the fact that Area K is partially sewered.
Upon completion of the preliminary evaluation in the CWMP, a workshop was held with City officials to review the ratings of all 31 study areas. As a result of this workshop, the City identified four additional areas where problems with on-site septic systems have been experienced. These four areas included study areas H, I, Z, and AA. The locations of the Needs Areas are shown in Figure 1-2.
Recommended Plan to Address the Needs Areas The recommended plan to address wastewater management in the Needs Areas involves construction of approximately 50 miles of sewers and 16 pumping stations. The sewers would primarily be installed within existing roads or rights-of-way. Due to topographical influences, a number of small pump stations are required to lift the wastewater to existing interceptor sewers that in turn would convey wastewater to the WWTF. The conceptual design of the proposed collection system for each of the needs areas is included in Appendix A of the CWMP. Expansion of the main lift pumping station and the Taunton WWTF are also required to accommodate sewer system expansion.
The sewer construction proposed for the recommended expansion plan is similar in size and scope to the past sewer projects in Taunton. Sewers will consist of conventional gravity sewers and manholes, pump stations with sewer force mains, and low pressure sewers with grinder pumps. The pump stations are mainly below grade with small above grade structures.
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Mitigation Measures The following measures will be taken to mitigate construction related environmental impacts:
Air Pollution To reduce dust during construction activities, open cuts and exposed areas shall be backfilled and stabilized as soon as each segment of pipe is installed, non-backfill material shall be removed from the site and transported to an appropriate disposal location and any stockpiled material that must remain on-site for more than 24 hours shall be covered. Exposed surfaces will be wetted and stabilized to minimize dust generation. All trucks for transportation of construction material will be covered and street sweeping will occur as needed.
Water Pollution Impacts to water bodies will be mitigated through the use of Best Management Practices for construction projects. Activities will also be coordinated with the City’s local NPDES Phase II Stormwater Management Plan and the Conservation Commission.
Excessive Noise Measures to minimize noise from construction activities will be incorporated into the construction plans. Where practical, construction will occur during daytime hours (7:00 AM to 3:00 PM), excluding weekends. Construction equipment will have appropriate mufflers to minimize noise and idle equipment will be shut off.
Material Transport / Traffic Impacts Truck routing to the project areas will utilize connectors and major routes. No trucking will be allowed to approach the site using local roads and through neighborhoods unless necessary for access. Police details will be stationed along the project site to coordinate traffic flow and assist in pedestrian direction. Truck routing and traffic management plans will be reviewed and coordinated with the Taunton DPW. For work in state roads, construction activities and traffic management will adhere to the permit issued by the MHD.
Disposal of Excess Material The contractor will be directed to reuse suitable excavated material to the greatest extent feasible. Excess soil that cannot be reused on-site will be transported in covered trucks to an approved disposal site. If contaminated soils are encountered through subsurface exploration during the project design or during construction, they will be managed and disposed of at an approved facility according to MassDEP regulations.
Environmental Resources Project design will limit impacts to existing streams, lakes, ponds, and wetlands. If pump station structures must be placed within flood plain, the project design will replicate the flood plain volume within the project site. Wetland resource areas and buffer zones thereto, will be clearly marked as off-limits to construction equipment and materials storage. Trenches shall be promptly backfilled and stabilized to reduce the risk of erosion. Stockpiled soil shall be located away from streams and drainage ways so that runoff cannot carry sediment downstream.
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Vegetated Areas Clearing and grubbing shall be held to a minimum, as necessary for grading, and equipment operation and construction shall be sequenced to minimize the exposure time of cleared surface areas. Soil will be stabilized with perennial vegetation as soon as possible after final grading.
Historic Resources Once adequate construction plans and details have been developed for a project, Taunton will provide this information to the Massachusetts Historic Commission (MHC) to determine what effect the project will have on identified resources. The design will include preparation of a Project Notification Form and a coordinated effort with the determination made by the MHC.
Sewer Bank An ordinance was recently passed by the Municipal Council of the City of Taunton establishing a Sewer Bank and an infiltration/inflow (I/I) removal fee. The Standard I/I Removal Fee is $5 per gallon/day of wastewater flow removed from the Sewer Bank. The I/I removal fee shall be deposited in a revolving account to be used only for improvements to the City’s sewer and stormwater systems. This ordinance, which applies to sewer extensions or connections in both Taunton and the communities with Intermunicipal Agreements with Taunton, will ensure that I/I will be removed in sufficient amounts to allow additional sanitary sewage to be discharged to the collection system.
The Sewer Bank is established for lots located inside the existing sewer service area and for those lots existing within the prioritized “needs area” as established in the CWMP. Sewer connections may only be made when the Sewer Bank has a positive balance, indicating that there is available capacity in the system. If the Sewer Bank has insufficient capacity to accommodate a new connection, the owner may petition the Taunton DPW for a project that will satisfy the requirements of a 5 to 1 ratio of I/I removed to maximum daily wastewater added. The City shall identify a project of sufficient scope to satisfy the Sewer Bank balance.
Any existing building within the existing sewer area or needs area with an on-site wastewater system that is deemed by the Taunton Board of Health to be a threat to public health shall be allowed to connect to the sewer system immediately, regardless of the balance of the Sewer Bank. I/I removal fees still apply.
Water Balance In December 2008, a water balance was developed for the Taunton River watershed, which was included in the Taunton River Watershed Management Plan. The water balance was a planning level assessment designed to evaluate the hydrologic impacts associated with water supply withdrawals, wastewater discharges, and stormwater run-off associated with various land uses. The method used was a mass balance approach that accounted for net changes in groundwater recharge as it relates to base flow to streams and wetlands.
Including surface water withdrawals and NPDES information, the water balance for the 15 subwatersheds in Taunton range from a surplus of 259 percent to a deficit of 13 percent. Generally speaking, areas east of the Taunton River have water deficits, while areas west of the river have water surpluses. The one exception is the watershed containing Needs Area A, which
City of Taunton ES-4 BETA Group, Inc. Final CWMP and Draft EIR has a slight three percent deficit. This watershed is in the Canoe River Area of Critical Environmental Concern (ACEC).
The 14 Needs Areas proposed to be sewered are expected to generate 1.02 million gallons of wastewater per day, including infiltration. The volume of wastewater and infiltration entering the central sewer system will therefore be diverted from existing groundwater resources. The actual impact from the loss of groundwater recharge on groundwater levels will be offset to some extent by infiltration that is currently being removed from the wastewater collection system. Due to the low wastewater flow rates from the Needs Areas, no significant impact to groundwater tables and water levels in streams and wetlands is anticipated. The environmental benefit of preventing wastewater pollutants derived from failed or deficient septic systems from entering waterways, ponds, and wetlands far outweighs any recharge losses resulting from sewer extensions.
Permitting Requirements for Sewer Construction The Final CWMP and EIR must be approved by MEPA and the MassDEP to allow implementation of the recommended plan and to secure eligibility for project funding through the State Revolving Fund, if desired by the City. Other state and local permits that must be obtained to support the recommended projects include:
• MassDEP Sewer Extension Permit • Notice of Intent per the Wetlands Protection Act and the Rivers Protection Act • Access Permit to the Massachusetts Highway Department (MHD) • Building Permits • Flood Plain Management • NPDES General Permit for Stormwater Discharges from Construction Activities • NPDES General Permit for Construction Dewatering • NPDES Remediation General Permit for treatment of contaminated groundwater dewatering effluent during construction • Utility-Related Abatement Measure (URAM) will be prepared and filed with the MassDEP in the event that contaminated soil and/or groundwater is encountered and will be disturbed during construction of the proposed infrastructure.
The project design phase will include coordination with the NHESP to review the proposed work and identify any potential impacts to rare species.
With regard to potential historical and archeological resources within the sewer expansion project areas, Taunton will consult with the Massachusetts Historical Commission (MHC) during the design phase of any project and utilize the “Inventory of Historic and Archeological Assets of the Commonwealth” to more accurately identify resources. The design will include preparation of a Project Notification Form for submittal to the MHC as necessary, and will coordinate with the determination made by the MHC on the project.
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Intermunicipal Agreements Currently the adjacent communities of Raynham, Dighton, and Norton contribute flow to the Taunton WWTF at average rates of 0.77 mgd, 0.14 mgd, and 0.017 mgd, respectively. Present capacity commitments to these communities through Inter-municipal Agreements (IMAs) are 1.3 mgd from Raynham, 0.60 mgd from Dighton, and 0.052 mgd from Norton. In addition, wastewater planning for the Town of Easton and recent regional wastewater plans have identified sections of Easton that could be sewered to Taunton. Because of this, an allowance to accept 0.4 mgd of wastewater from the Town of Easton has been included in future flow projections to the Taunton WWTF. However, no agreement is currently in place between Easton and Taunton.
Existing Wastewater Flows Flow records for the years 2006, 2007, and 2008 identified the average daily wastewater flow to the Taunton WWTF to be 8.1 mgd, 7.0, and 7.2 mgd, respectively. Although these flow rates are below the plant’s average daily design flow rate, on several occasions, monthly average flow rates have exceeded the design rate of 8.4 mgd. These exceedences occur primarily in the high groundwater season and during months impacted by significant precipitation events. However, the strong indication of a downward trend in wastewater treatment facility flows between 2006 and 2008 is likely the result of ongoing infiltration and inflow removal measures within Taunton.
CSO Abatement Under NPDES Permit No. MA0100897, the City of Taunton is presently allowed to discharge pollutants from a Combined Sewer Overflow (CSO) outfall (serial number 004) located ahead of the Main Lift Station on West Water Street. Theoretically, the CSO becomes active when wet weather flows to the lift station exceed the pumping capacity of 22.4 mgd. On September 26 2008, the United States Environmental Protection Agency issued a final “Findings of Violation and Order for Compliance” (the ‘Order”) to the City of Taunton that identifies certain actions that the city must undertake to eliminate unauthorized discharges from its wastewater collection system and ultimately eliminate the CSO.
Specifically, the Order requires that Taunton: • Evaluate approximately 60 combined manholes with infrastructure carrying both stormwater and sanitary sewage both being present. • Complete television inspection of existing sewers in Taunton by December 31, 2011. • Clean, inspect and dye test all storm water catch basins by December 31, 2011. • Survey all city owned buildings for illicit roof leader and sump pump discharges to the collection system by December 31, 2009. • Complete a roof leader assessment of buildings within the older sewered section of Taunton by April 30, 2011. • Complete a city-wide assessment of illicit sump pumps connected to the collection system by June 30, 2012. • Submit a summary detailing the progress made in improving the collection system to completely eliminate the CSO outfall by October 31, 2011. If it is determined that the CSO cannot be eliminated based on the improvements made, a plan for other options
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(storage and pump back, bypass, etc.) must be evaluated. The timeframe established by the EPA to eliminate the CSO is October 1, 2013.
Recent flow and precipitation data was reviewed to determine the volume of storage that would be required to eliminate the CSO. From August 2004 through July 2008, 19 overflow events were recorded with the overflow volumes ranging from 2,000 gallons to 13.7 million gallons. Of the 19 overflow events, 16 resulted in an overflow of less than 2.25 million gallons. Storms causing these 16 overflow events are characterized as less than the 1-year, 24-hour storm. Using this storm frequency and intensity a storage capacity of 2.25 million gallons and adequately sized pumping facilities will eliminate over 80 percent of the overflow events. Capturing or otherwise handling overflow events such as those recorded on October 15, 2005 and June 7, 2006, in which 12.1 and 13.8 million gallons were released, respectively, is not considered practical. Both of these events were caused by over 4.6 inches of rain. Since Taunton is still actively pursuing the separation of sanitary and storm sewers, as well as other inflow reduction measures, it is expected that the overflow volume under the 1-year, 24-hour storm will continue to decrease. Therefore, sizing, design, and construction of CSO abatement facilities will be delayed until all recommendations of the SSES work and the Order are implemented and their impacts assessed.
It is important to note that recent estimates indicate that approximately 2.23 mgd of infiltration and inflow have been removed from the Taunton wastewater collection system as a result of sewer/stormwater separation projects and sewer rehabilitation/repair projects that have been constructed since 2006.
Projected Wastewater Flows For purposes of this report flow projections were established for the years 2015 and 2025. The 2015 projection provides a better indication as to when treatment facility capacity may need to be increased. Future wastewater flows will be derived from the following sources: • sewer extension to the Needs Areas • small sewer extension to neighborhoods adjacent to the existing collection system that were identified in the CWMP • infill sewers within the existing sewer service area • the balance of flows in the Intermunicipal Agreements with contributing communities • future industrial/commercial growth
Flow projections are presented in Table ES-1. With the ongoing infiltration and inflow reduction program in Taunton, there does not appear to be an immediate need to increase the capacity of the Taunton WWTF from its current rating of 8.4 mgd.
Wastewater Treatment Facility / CSO Improvements Wastewater Treatment Facility Expansion Expansion of the main lift pumping station and the Taunton WWTF are required to accommodate sewer system expansion. Based on current flows to the WWTF and the schedule for sewer system expansion, it appears that the capacity of these facilities does not need to be increased until after the year 2015. The infiltration and inflow reduction program that Taunton has implemented will also have a direct impact on the required capacity. Projected flows will
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Table ES-1 Projected WWTF Flows Through 2025 (mgd) Average Daily Average Daily Flow Flow Description (Year 2015) (Year 2025) Existing Flow 7.1 7.1 Flow From Priority Needs Areas 0.46 1.02 Flow From other Sewer Extensions 0.04 0.08 Flow From Infill Sewers 0.10 0.20 Additional Flow Through IMAs 0.61 1.43 Flow From Planned Development 0.09 0.09 Industrial Allowance 0.1 0.30 Total 8.50 10.22 Projected Peak Flow 22.4 26.5
be reevaluated at the completion of the program. In addition, the need to provide capacity to service a portion of Easton must also be reassessed before infrastructure to increase capacity is designed and constructed.
Major components associated with the capacity increase at the Taunton WWTF include: • Construction of a new Main Lift Pumping Station (25.5 mgd) and 36-inch forcemain to the WWTF. • Construction of a fourth 55 foot by 55 foot Primary Settling Tank • Construction of two new aeration tanks to increase nitrification capacity. • Installation of a fourth 1,600 SCFM blower and a new 12-inch air header. • Construction of a third chlorine contact tank. • Replacing the sludge collector, drive and weirs in Gravity Thickener No. 1 • Installing an additional centrifuge to dewater the increased volume of sludge.
Nutrient Removal Total nitrogen limits are expected in the next generation of the NPDES permit for the Taunton WWTF. When the permit will be issued is not known at this time, as Taunton is presently operating under a draft permit that was issued in 2007. Denitrification using attached growth downflow filters following the existing suspended growth nitrification process is recommended. At the projected flows for the year 2015, three 1,120-square-foot operating filters would be required. A fourth filter would be provided as a spare unit that gives operational flexibility. A fifth filter (allowing four to be in full time service) is required to handle year 2025 flows. Along with the filters and their ancillary equipment, other recommended support processes include an intermediate pumping station, a methanol feed system, and modifications to the existing forward flow pipe configuration.
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CSO Mitigation The recommended plan to mitigate the CSO in West Water Street requires a new regulator on the 39-inch interceptor with the overflow piped to the existing Main Lift Station. Storm flows in excess of 25.5 mgd will directed to the existing station and pumped via the existing force mains to a storage facility located at the WWTF. The storage facility would have a capacity of 2.25 million gallons. Stored wastewater will be pumped into the treatment process once flows subside.
Upgrading the existing Main Lift Station will require replacement of the four existing pumps with four new pumps due to deterioration of equipment and the lack of spare parts, replacement of the existing 500 KW diesel standby power engine/generator with a natural gas powered unit, and upgrading heating, ventilation, and electrical systems.
As previously stated, since Taunton currently is conducting an extensive infiltration and inflow reduction program, this plan must be reevaluated and adjusted accordingly at the completion of the program in October 2011. It should be noted that the new Main Lift Station described previously would have to be in operation to support this project.
Implementation Plan Opinions of project cost for the recommended improvements to the Taunton WWTF and CSO facilities are presented in Table ES-2. Costs are presented to reflect the anticipated schedule of disbursements for design and construction. An increase in WWTF capacity is not expected to be required until after the year 2015. The volume of infiltration that can be removed during the current infiltration and inflow reduction program will impact the timing of these capacity related improvements. These studies, which will be completed in October 2011 will also drive the WWTF improvements to remove total nitrogen, and possibly phosphorus, are expected to be a requirement in the next NPDES discharge permit issued for the Taunton WWTF. For planning purposes, this is expected to occur by the year 2012, as the City is presently working under a draft permit that was issued in 2007.
The annual debt service associated with each of these projects, based on 2-percent financing through the State Revolving Fund and a term of 20-years, is shown in Table ES-3. Taunton’s share of the debt service and the financial impact on a single family home in Taunton is also shown. Table ES-3 Debt Service Estimates (Costs referenced to January 2009) Debt Service Payment Opinion of Total Debt Debt Service Single Family Home with Project Cost Service Taunton Share 1 Sewer Connection 2 Denitrification Facilities $16,300,000 $ 998,000 $ 687,000 $ 59.02/yr CSO Abatement $24,300,000 $1,487,000 $1,202,000 $103.34/yr WWTF Capacity Increase $12,400,000 $ 759,000 $ 522,000 $ 44.88/yr 1. Share of debt service charged to contributing communities were estimated from formulas in the IMAs. 2. Average annual sewer bill for a single family residence in Taunton, including user fees and debt service, is $349.84 for FY 2010. Debt service payments for the proposed projects must be added to the current sewer billing rate to estimate the total sewer bill.
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Table ES-2 Allocation of WWTF and CSO Design and Construction Costs (Note: All costs referenced to January 2009 - Boston ENR Index 10,600)
Year Project 2010 2011 2012 2013 2014 2015 2016 - 2025 Total
Denitrification Facilities $750,000 $1,250,000 $7,500,000 $6,800,000 $16,300,000
CSO Abatement * $200,000 $4,000,000 $15,000,000 $5,100,000 $24,300,000
Capacity Increase at WWTF $12,400,000 $12,400,000
Total $0 $0 $950,000 $5,250,000 $22,500,000 $11,900,000 $12,400,000 $53,000,000
* Includes a new Main Lift Pumping Station and rehabilitation of the existing Main Lift Station for sewer overflow pumping
CHAPTER 1 – INTRODUCTION
1.1 Project Overview This Draft Environmental Impact Report and Final Comprehensive Wastewater Management Plan for the City of Taunton is being submitted in accordance with Section 11.07 of the Massachusetts Environmental Policy Act (MEPA). This document is herein referred to as the DEIR. The document provides supplemental data and analyses to augment the Final Draft Comprehensive Wastewater Management Plan (CWMP) that was submitted in July 2006 to the Massachusetts Department of Environmental Protection (MADEP). The Final Draft CWMP, which addressed both the existing and future wastewater management systems for the City of Taunton, is provided (in electronic format) as Appendix A of the DEIR.
The City of Taunton’s existing wastewater collection system consists of approximately 100 miles of sewer ranging in size from 6-inch to 42-inch diameter pipe. The wastewater treatment facility (WWTF) has been in operation since the late 1940s and currently provides advanced secondary treatment, with treated effluent discharged to the Taunton River. The WWTF currently treats an average wastewater flow of 7.1 million gallons per day (mgd), which includes flow from the Towns of Raynham (0.77 mgd), Dighton (0.14 mgd), and Norton (0.017 mgd). The extent of the existing sewer system within Taunton and the location of the WWTF are shown in Figure 1-1.
A Wastewater Facilities Plan was developed for Taunton in 1981 to review conditions and recommend wastewater improvements in certain areas of the City. Although the City has implemented significant improvements to its wastewater collection and treatment system since the 1981 Facilities Plan, springtime flows to the WWTF have exceeded the current permitted flow rate of 8.4 million gallons per day (mgd) for extended periods of time. Recorded peak wet weather flows in the system have exceeded 18 mgd. High spring and wet weather flows are directly related to infiltration and inflow into the collection system.
The objective of the CWMP was to update the 1981 Facilities Plan and evaluate Taunton’s wastewater collection and treatment needs through the year 2025 to determine the most cost effective and environmentally acceptable approach to meeting these needs. This evaluation focused on three areas: 1) identification of areas/neighborhoods experiencing problems with on-site wastewater systems and areas where future problems are anticipated; 2) identification of areas within the existing collection system where capacity or physical condition issues exist; and 3) development of alternatives and recommendations to address the City’s wastewater needs.
The recommended improvements identified in the CWMP involve extending sewers to 14 priority needs areas in Taunton that are currently served by on-site wastewater disposal systems. These priority needs areas, identified in Figure 1-2, consist of developed and partially developed sections of Taunton. Most of the proposed sewering work will be contained within existing roadway rights-of-way.
City of Taunton 1-1 BETA Group, Inc. Final CWMP and Draft EIR Approximate Year of Construction Unknown 1895 - 1920 1920 - 1945 1945 - 1970 1970 - 1995 1995 - 2008
Figure 1-1 History of Sewer Construction ¯ Taunton, Massachusetts Taunton, Massachusetts Scale: 1"= 5,000'
A range of wastewater treatment and disposal alternatives was evaluated in the CMWP for each of the priority needs areas based on cost effectiveness and environmental considerations. The alternatives evaluated included continued use of existing on-lot treatment systems; individual Title 5 systems (conventional septic systems characteristic of most homes without access to municipal sewers); community/cluster Title 5 systems; small, satellite wastewater treatment systems; and centralized treatment at the Taunton WWTF. The recommended alternative for each priority needs area was the extension of the centralized wastewater collection system. However, higher priority needs areas have little or no choice but to dispose of wastewater off- site, while lower priority areas have demonstrated somewhat satisfactory results with on-site system repairs. In the long term, these areas are not considered suitable to support on-site systems.
To accommodate the proposed sewer extensions, the CWMP recommended that the capacity of the WWTF be increased to handle this additional flow, as well as flow from infill sewering, buildout within existing sewered areas and projected additional flow from other contributing communities.
At the time the CWMP was competed, there was no set directive concerning the potential for future nitrogen and phosphorus limits in the WWTF’s discharge permit. Since no numerical limits for total nitrogen or phosphorous had been proposed, the use of anoxic effluent filters for nitrogen removal and chemical addition for phosphorous removal was suggested as a possible scenario. These processes would provide a high degree of treatment and increase the capital expenditure and operating costs at the WWTF.
Subsequent to the submittal of the CWMP, Taunton met with the MADEP to discuss future permitting requirements. A target effluent concentration of 8.0 mg/l for total nitrogen was established for planning purposes. No effluent limit is anticipated for total phosphorus. Based on this information, the DEIR will evaluate feasible treatment alternatives that can be implemented at the WWTF to achieve the targeted nitrogen limit.
In addition, this DEIR will evaluate options to eliminate a combined sewer overflow (CSO) that is located in West Water Street upstream of the main lift pumping station that feeds the WWTF. The CSO was the discharge location for Taunton wastewater prior to the completion of WWTF construction in 1950.
1.2 Certificates of the Secretary of Environmental Affairs and Phase I Waiver Request In August 2006, the City of Taunton filed an Environmental Notification Form (ENF) for the CWMP with the Executive Office of Environmental Affairs. On December 8, 2006, a Certificate of the Secretary of Environmental Affairs on the ENF requiring the completion of the CWMP and the preparation of a DEIR to address the recommended projects was issued. The Certificate and its accompanying Scope are included in Appendix B.
Subsequent to the filing of the ENF, the City of Taunton requested a Phase I Waiver to allow construction of the recommended sewers serving the Elizabeth Pole School and ten residences along Harris Street. The project, which consisted of a new sewage pumping station, 4,450 feet of 6-inch force main and approximately 2,750 feet of 8-inch gravity sewer, is expected to
City of Taunton 1-4 BETA Group, Inc. Final CWMP and Draft EIR generate an average of 14,000 gallons of wastewater per day. On February 22, 2007, the Phase I Waiver was granted by the Secretary of Environmental Affairs. The Certificate of the Secretary of Environmental Affairs on the Notice of Project Change for the Phase I Waiver is provided as Appendix C. Construction of the Harris Street sewer extension was completed in May 2008.
This DEIR has been prepared in response to the Scope issued by the Secretary of Environmental Affairs. Given the overlap of the scopes of the DEIR and the information provided in the CWMP, relevant information from the CWMP is either summarized in the DEIR or repeated in full when appropriate.
1.3 History of Sewer Construction in Taunton As early as the 1850s, the Mill River, which runs through Taunton, had become totally polluted due to the large volumes of industrial, commercial and residential waste being dumped into its waters. Outbreaks of contagious disease, particularly cholera and malaria, occurred almost annually, and the patterns of both disease and death followed the course of the river. This problem was exacerbated in 1876 with the introduction of the city water system, which required wastewater to be disposed in a more controlled fashion. In 1878, the first professional plan for a sewer system was developed that called for the construction of a trunk line (or sewer receiving sewage from many tributaries serving a large territory) extending the length of Weir Street and emptying into the Taunton River below Weir Village. The plan, however, was never implemented.
In 1886, the City reported that more than 1,000 families were connected to sewers that emptied directly into the Mill River. In the same year, the Board of Health reported that along the course of the river from the Washington Street bridge to the Spring Street bridge (a distance of about a half mile), 800 tons of solid waste and 365,000 cubic feet of liquid waste were being dumped into the river each year.
In 1888, the City endorsed a plan to extend a trunk line down Weir Street and onto Somerset Avenue as far as Fifth Street, where the pipe would descend down to West Water Street. This trunk sewer would carry both stormwater and sewage. Along the course of the trunk line, other laterals would connect. The sewage/stormwater would then be pumped into the Taunton River below Fifth Street. No action was taken on this plan until 1896, when it was submitted to the state for approval. The state mandated that the City make provisions to build a filtration plant to limit the effects of the raw sewage being emptied into the Taunton River. To comply with this mandate, the City purchased land at Peter's Point in Berkley and promised to build the filtration plant. Although the trunk line was installed, the filtration plant was never constructed and raw sewage continued to be dumped directly into the Taunton River.
With the gradual construction of laterals throughout the city, the condition of the Mill River (but not the Taunton River) improved. Records are unclear, but it appears that during the Great Depression the City received monetary grants to improve the status of the river and the Taunton took some action to further clean up the Mill River. A crisis occurred in the summer of 1944, during World War II, when industries along the Taunton River were at full wartime capacity and dumped enormous amounts of chemical wastes, along with raw sewage, into the Taunton
City of Taunton 1-5 BETA Group, Inc. Final CWMP and Draft EIR River. Large fish kills were reported, which created a critical threat to public health. Until this time, the state only had the authority to request, but not mandate, that cities and towns not pollute rivers and streams. This changed in 1945 when the Legislature passed a law giving the state full regulatory authority.
From 1945 until 1948, the state demanded that the City build a sewage treatment facility. Finally, under threat of enormous fines and other monetary penalties, the City complied and ground was broken for a sewage treatment plant in December 1948. Construction of the treatment plant, which provided primary treatment, was completed in 1950. The treatment facility was upgraded in 1977 to provide advanced secondary treatment, implementing techniques to reduce levels of ammonia-nitrogen in sewage. The WWTF was upgraded once again in the late 1990s.
As discussed above, the Taunton collection system was originally constructed as a combined storm and sanitary sewer. The oldest portions of the system date back to the 1890s, many of which are still in use. Most of the sewers in the center of the City, between the Mill River (west) and the Taunton River (east), were constructed between 1895 and 1945. Between 1945 and 1970, sewers were extended to a few streets within or in close proximity to existing trunk lines. From 1970 to 1995, the sewer system was expanded east of the Taunton River beyond Route 24 and west of Mill River to the western side of Lake Sabbatia. Since 1995, sewers have been extended to Dighton Avenue, the Blackbird Lane neighborhood, Fisher Street, the Ridgewood Drive neighborhood and most recently to Harris Street and Railroad Avenue.
A graphical representation of the historical construction of the collection system is shown in Figure 1-1. This figure was developed from record drawings and other plans provided by the City. Although the accuracy is somewhat limited by the availability of information, a sense of where and when various sections of the collection system were constructed is provided.
1.4 Prior MEPA Submittals Over the years, numerous projects related to the expansion of the Taunton sewer system have been reviewed by the State’s Massachusetts Environmental Policy Act (MEPA) Office. These projects range in scope from specific sewer extensions to system-wide improvements. The following is brief summary of each project that has been reviewed and a discussion of the associated environmental constraints. The projects are discussed in chronological order with the most recent submittal discussed first.
The Settlement in Taunton EOEA #13328 This project involved the construction of a residential subdivision consisting of 81 single- family homes, 18 duplex units, and associated infrastructure on a 104-acre site located on the east side of Joseph E. Warner Boulevard. The direct alteration of more than 25 acres of land, the creation of more than 5 acres of impervious area, and the construction of 1.54 miles of sewer were all subject to MEPA regulations. The development resulted in an average daily wastewater generation of 21,700 gallons.
The project required a Sewer Connection/Extension Permit from MADEP and an Order of Conditions from the Taunton Conservation Commission. MEPA jurisdiction extended to
City of Taunton 1-6 BETA Group, Inc. Final CWMP and Draft EIR aspects of the project that may cause significant damage to the environment. This included permitting issues pertaining to wastewater and wetlands drainage. A National Pollutant Discharge Elimination System (NPDES) Storm Water Permit for construction activities was issued by the U.S. EPA.
The installation of the proposed sewer line required a connection from Christine Lane to the proposed development, resulting in the temporary alteration of approximately 1,200 square feet of Bordering Vegetated Wetlands (BVW). Upon completion of the sewer line installation, the BVW was restored through natural re-vegetation and native plantings. The project preserves 67 acres of open space.
Impacts anticipated as a result of the project were determined not to warrant the preparation of an EIR and the ENF was filed on July 24, 2004. Permits obtained for the project included a Comprehensive Permit from the Taunton Zoning Board of Approvals (issued November 5, 2003) and an Order of Resource Area Delineation from the Taunton Conservation Commission (issued December 24, 2001).
Winthrop Heights III EOEA #13160 The “Winthrop Heights III” project was initially proposed as a 46-lot single-family residential “cluster” home development on an 81-acre site. An additional 42 acres were added to the project creating a total of 64 residential lots on a 123-acre site. Approximately 64 acres of open space were created under this project. This design maximized open space while minimizing the length of roadway and utilities required and reduced the amount of new impervious surface. The development is serviced by about 4,400 feet of roadway off Winthrop Street.
A 13,500-foot sewer extension was constructed (with 6,300 feet in the development and 7,200 feet outside the development), providing service to about 70 existing homes. The projected average daily wastewater flow from the Winthrop Heights III project was 46,000 gallons.
A Sewer Extension /Connection Permit was required from the MADEP. The project complied with the NPDES General Permit for its stormwater discharges. No wetland alteration or work within 25 feet of a wetland occurred. The Taunton Conservation Commission issued an Order of Conditions for buffer zone work. Impacts anticipated to occur as a result of the project did not warrant the preparation of an EIR. The ENF was filed on December 9, 2003 and the Notice of Project Change was filed on June 23, 2004.
Lake Sabbatia Sewer Extension Project EOEA #12561 This project was proposed to assist in correcting a serious water quality problem in Lake Sabbatia. Approximately 290 dwellings were using septic systems and cesspools that would likely not have met Title V standards. These systems contributed significant quantities of nutrients and other pollutants to the Lake.
To remedy the situation, approximately 4 miles of sanitary sewers were installed to serve the 290 residences proximate to Lake Sabbatia and the Mill River. The sewers consist of 21,000 linear feet of 8-inch gravity sewer and 4,300 linear feet of force main, nearly all of which is
City of Taunton 1-7 BETA Group, Inc. Final CWMP and Draft EIR located within existing streets. Three small pumping stations were also constructed to lift wastewater from low-lying areas to the gravity (or conventional) sewer system.
The project, which was expected to generate an average daily wastewater flow of 122,000 gallons, required a Sewer Extension Permit from the MADEP and an Order of Conditions from the Taunton Conservation Commission even though no direct wetland alteration was proposed. The Massachusetts Historical Commission identified several archaeological sites in the vicinity of the project site. The submission for this project through MEPA was an Environmental Notification Form (ENF) dated July 25, 2001. An EIR was determined not to be necessary.
Powhattan Estates EOEA #12529 The development involved the construction of a 150-unit residential subdivision on 132 acres. Bordering Vegetated Wetlands (BVW) occur along portions of the eastern, western, and southern boundaries of the site. The wetlands boundaries were approved by the Taunton Conservation Commission through the submission of two Abbreviated Notice of Resource Area Delineation (ANRAD) filings and the issuance of Orders of Resource Area Delineation in February and December 2000.
Permits for the projects included an Order of Conditions from the City of Taunton Conservation Commission for the Stormwater Management System and grading within the 100-foot Buffer Zone to BVW, a MADEP Sewer Connection/Extension Permit, a NPDES Permit for vegetative clearing, and a Mass Highway Department Indirect Access Permit.
The project ties into the existing municipal sewer system through a connection to the neighboring Bird Lane Subdivision. Approximately 2.1 miles of new sewer lines were constructed as well as two wastewater pump stations. Approximately, 60,000 gallons of wastewater were expected to be generated on an average daily basis.
The project ENF was filed on May 23, 2001, while the Notice of Project Change was filed on December 26, 2001, which eliminated some of the residential units in favor of an industrial park complex. Environmental impacts were of concern for the project, consequently triggering the filing of a Draft EIR on May 25, 2002, a Single Draft EIR on September 25, 2002, and a Final EIR on November 23, 2002.
Walker Elementary School Additions and Renovations Upgrades EOEA #12515 This project involved the renovation of the Walker Elementary School and the construction of a new 27,600 square foot addition. The renovation allowed the school to expand to 400 students and 40 staff. Site utilities were also upgraded with new drainage facilities, sewer, water, electric, and gas services. The increase in wastewater generated from the project was estimated to be 905 gallons per day. The project did not require state permits related to wastewater and the impacts of the project did not warrant the preparation of an EIR. An ENF was filed on 5/09/01.
City of Taunton 1-8 BETA Group, Inc. Final CWMP and Draft EIR Taunton Sanitary Landfill EOEA #12484 The Taunton Sanitary Landfill (TSL) provides for the disposal of the City of Taunton’s curbside municipal solid waste, wastewater sludge generated by the Taunton WWTF, as well as municipal solid waste and construction and demolition debris from outside Taunton. The TSL is permitted by the MADEP to accept an average of 385 tons per day of solid waste with a daily maximum of 685 tons per day. The landfill occupies 40 acres of the 84-acre site. Leachate from the landfill is collected and pumped into the Taunton sewer system.
The project involved four expansion cells, which overlap the original landfill. A Single EIR was required for the project. Also, under a Notice of Project Change, a fifth cell was proposed over 26 acres of previous landfill. The project required Major Modification to Site Assignment, a Risk Evaluation, and an Authorization to Operate from MADEP. The project also required an Order of Conditions from the Taunton Conservation Commission for work within the wetland buffer zone. The ENF was filed on April 11, 2001 and the Notice of Project Change was filed on August 11, 2004.
Myles Standish Industrial Expansion, Phase III EOEA #12292 Originally proposed in a December 2000 Single EIR, this project involved the development of an 82-acre parcel off John Hancock Road. The proposed project included 675,000 square feet of industrial space, 725 parking spaces, 1,600 linear feet of roadway, and relocation of 3,200 linear feet of an existing haul road. The project also required the extension of water and sewer service from John Hancock Road to the project site. The design wastewater flow rate was 30,375 gallons per day.
A certificate was issued for the Single EIR in January 2001 and found that the project adequately and properly complied with MEPA. However, the certificate required the proponent to file a Notice of Project Change for the development of a second parcel, described as a 71.5- acre parcel containing approximately 30 acres of developable uplands. The project required state permitting and resulted in the direct alteration of 25 or more acres of land, the creation of more than five acres of impervious surface, and the generation of 1,000 or more new average daily vehicle trips on roadways. A Sewer Extension Permit from MADEP and an Order of Conditions from the Taunton Conservation Commission were also required. The ENF was filed on August 9, 2000 and the Notice of Project Change was filed on September 10, 2002.
Proposed Facility Expansion – Kopin Corporation EOEA #12123 The project site is located in the Myles Standish Industrial Park and consisted of a new 19,000 square foot building expansion on a developed lot where two buildings existed. The project is located in the Canoe River Aquifer, which is an Area of Critical Environmental Concern (ACEC) and required a sewer connection permit. The project site consists of paved parking, lawns, other vegetated areas, and an abandoned paved road. Stormwater from the increase in impervious area is directed to an on site detention basin. The project required an Order of Conditions from the Taunton Conservation Commission for work within the buffer zone.
The new building construction required 0.07 miles of new sewer main and added 3,000 gallons per day of wastewater into the Taunton sewer system. An ENF was filed December 22, 1999.
City of Taunton 1-9 BETA Group, Inc. Final CWMP and Draft EIR Water Solutions Group, LLC Treatment Facility Expansion EOEA #11977 Water Solutions Group LLC (WSG) owns and operates a private treatment facility permitted to accept an average of 99,500 gallons per day (gpd) of septage and non-hazardous sanitary wastewater from septage haulers. This project increased capacity of the facility from the aforementioned 99,500 gpd to 200,000 gpd. The expansion was accomplished by adding a second shift to process wastewater. No new construction or additional process equipment was required. Liquid waste from the treatment process is discharged to the Taunton sewer system and the solids are disposed at approved landfills.
The impacts of the project are limited to an increase in the volume of effluent flow to the sewer system and a minor increase in traffic. Neither of these impacts results in negative environmental consequences. Therefore, no EIR was needed. A sewer connection permit from the MADEP was required and an ENF was filed on July 10, 1999.
Wastewater Treatment Facilities Upgrades EOEA #11468 This project proposed to upgrade aging facilities to provide consistent performance and reliability with the objective of improving water quality within the Taunton River Basin. The project involved the rehabilitation of Taunton’s main pumping station and 10 other remote pumping stations. At the main pumping station, all pumps, drives, controls, and meters were replaced and capacity was increased from 17.4 mgd to 22.4 mgd. Similar rehabilitation occurred at the 10 other remote pumping stations. These improvements significantly reduced the frequency of sewer overflow events at the West Water Street CSO.
The project also involved the upgrade and modification of Taunton’s WWTF. The upgrades included: enclosure of the headworks facility, replacement and rehabilitation of sludge collection equipment, conversion of aeration system from pure oxygen to ambient air, a provision for odor control, and the installation of new centrifuges, feed pumps, and cyclone degritting equipment in the sludge handling building.
Flow control in the West Water Street CSO and the removal of inflow sources in portions of Taunton’s sewer system were also provided. Eighteen identified sources of inflow, including manhole covers and storm drain connections, were mitigated. A portion of the work related to the removal of inflow sources occurred within the Mill River. The project also extended the sewer system 2,300 feet along Route 138 and along a portion of Williams Street to service 49 existing homes.
Because the project involved work in the Mill River and impacted WWTF discharges to the Taunton River, a Chapter 91 license was required along with minor sewer extension permits and approval under the Wetlands Protection Act. The impacts of the project did not warrant the preparation of an EIR. The ENF was filed January 25, 1998. The project estimated cost was $10,000,000 and financial assistance was sought through the State Revolving Fund.
City of Taunton - CDAG EOEA #6341 This project involved the extension of water and sewer lines under a CDAG grant for construction of 224 low and moderate income housing units on a 32-acre project site located
City of Taunton 1-10 BETA Group, Inc. Final CWMP and Draft EIR off Old County Road in Taunton. Seven acres of the site were developed, 23 acres remained as open space, and two acres were identified as wetlands. It was calculated that 91,220 gallons of wastewater would be generated on a daily basis. Permits for the project included a Funding- Plan Approval permit from the state and a State Road Permit from the Taunton DPW. The ENF for this project was filed in December 1986 and a Final EIR was filed on January 1988.
Sewage Improvements EOEA #5014 This project involved the upgrade and expansion of the Princess House facility, a leading national direct sales company specializing in handcrafted crystal, home decorator accessories, china and silver. The company wanted to expand its workforce from 800 to 900 employees. To support this expansion, a large septic system and leaching field were eliminated in favor of a connection into the municipal sewer system.
The Princess House facility is located in the Town of Dighton which abuts the City of Taunton. The City of Taunton and the Town of Dighton worked together in promoting a sewer tie-in from the facility to the Taunton sewer line on Somerset Avenue. Princess House constructed a sewage pumping station on their property and ran approximately 3,300 feet of sewer force main down Somerset Avenue, over the Three Mile Bridge to the City of Taunton. The City further proposed to upgrade and renew water main lines on Somerset Avenue (approximately 1,500 feet of 12” pipe) and Railroad Ave (approximately 1,000 feet 8” pipe).
Both communities were allowed to file for necessary funding under the CDAG program. No EIR was necessary for the project. An ENF was filed on December 8, 1983.
Wastewater Treatment EOEA #2028 In 1975, the City of Taunton expanded its sewage treatment plant on the west bank of the Taunton River. A new chlorine contact chamber was constructed along with a new effluent outfall. Implementation of this project improved water quality in the Taunton River by disinfecting the effluent through chlorination. The project had a beneficial effect on recreational and other uses of the river, including its use as a habitat for fish and other aquatic life.
This project required a Chapter 91 License that was issued by the Water Pollution Control & Department of Public Health for work on the Taunton River where the bank had been excavated and rip-rapped to allow for the 36-inch outfall pipe. A U.S. Army Corps of Engineers permit was also required for the project, but no EIR was deemed necessary. An ENF was filed on September 5, 1975.
Sewer Extension EOEA #331 The proposed project consisted of the construction of approximately 3.0 miles of interceptor sewers to serve the Paul Dever Industrial Complex in Taunton. The site for the industrial park is located in the northwest part of the city. It occupies higher ground bordering Lake Sabbatia and Watson Pond and is separated from the rest of Taunton by swamp land. The tract of land was originally used as a staging ground for troops in World War II and sewage was collected at
City of Taunton 1-11 BETA Group, Inc. Final CWMP and Draft EIR a low point to the south west and given partial treatment before being discharged into a brook to eventually find its way into the Oakland Reservoir.
The project, which was completed in July 1976, improved conditions in the Oakland Reservoir by diverting the sewage discharge to the Taunton sewer system. A Permit for Extension of Sewerage System was required through the Division of Water Pollution Control. No EIR was deemed necessary for the project. The ENF was filed on December 3, 1973.
City of Taunton 1-12 BETA Group, Inc. Final CWMP and Draft EIR CHAPTER 2 NEEDS ANALYSIS – UNSEWERED AREAS
2.1 General As presented in Chapter 3 of the CWMP, a comprehensive wastewater needs analysis was performed to evaluate future wastewater management needs for the City over the 20 year planning period through 2025. Projections of future needs were made in accordance with the MA DEP Guide to Comprehensive Wastewater Management Planning and were determined based on projected City population growth and the evaluation of current wastewater treatment and disposal practices in developed, unsewered areas. This chapter of the DEIR provides a summary of that needs analysis and updates the data used in the evaluations and the findings presented, as necessary.
Currently approximately 50 percent of the City’s population is served by the municipal wastewater collection system. To accomplish the needs analysis, unsewered sections of the City were divided into 31 study areas. On-site wastewater treatment systems (septic systems) serving these areas vary considerably in age, size and design. Over the years, many of these systems have lost their ability to function properly and fail to adequately dispose of settled wastewater. Septic system failure can be due to several causes such as seasonal high groundwater levels, plugging of cesspool openings, or plugging of leach fields. Failing systems are typically evidenced by backed up toilets, flooded basements, or break-out of sewage at or above ground level. Strong odors generally accompany this condition, and public health issues and surface water contamination can become major concerns. Evaluation of these systems included a review of data concerning area soils, groundwater, lot sizes, the location of reported system repairs and system pumping frequency.
The needs analysis also assessed the condition of the Taunton WWTF and its ability to treat future flow rates and meet anticipated pollutant limitations in its discharge permit. The treatment facility is evaluated further in Chapter 5 of this DEIR.
2.2 Population and Build-out Projections This section describes anticipated population growth and land use development over the 20 year planning period. Information used includes conversations with the City Planner, the City’s historic growth rate based on the U.S. Census, population projections for 2010 and 2020 prepared by the Massachusetts Institute for Social and Economic Research (MISER), and the 1999 EOEA build-out analysis prepared by Applied Geographics, Inc.
The build-out analysis is a valuable tool in discussing future conditions given the project planning period. The build-out analysis was performed in conjunction with the Massachusetts Executive Office of Environmental Affairs and in compliance with Assisting Communities in Addressing the Housing Shortage Executive Order (EO 418) and the Community Preservation Act. It should be noted that the build-out analysis projects the future development of the City under current growth trends, zoning, and other regulations, but does not attempt to predict a
City of Taunton 2-1 BETA Group, Inc. Final CWMP and Draft EIR date when complete build-out will occur. Given the largely undeveloped nature of portions of Taunton, particularly in the residential districts, it is not expected that Taunton will reach its potential build-out within the 20-year planning period of this CWMP and DEIR. However, the build-out analysis is referenced to identify potential long-term future trends.
Within Taunton, continued growth of population and residential development is expected. MISER’s projected population for Taunton in 2020 is 69,493. This estimate represents approximately a 1.1 percent annual population increase over the 2000 U.S. Census population. This population growth rate is slightly lower than the 1.2 percent historic annual population increase based on 1990 and 2000 U.S. Census data. A more recent (2008) population projection performed by the Southeast Regional Planning and Economic Development District predicted a slower growth rate with a year 2020 population of 65,241 or an average annual increase of 0.8 percent. In an effort to be conservative in estimating future population, the higher 1.2 percent annual population growth rate was used to project the City’s population for the planning period. Therefore, the year 2025 population was estimated at 75,425, representing almost a 35 percent increase over the City’s 2000 U.S. Census population. As a result, the City’s population density in year 2025 would be 1,595 people per square mile compared to the year 2000 population density of 1,184 people per square mile. A comparison of population projections for the City is presented in Table 2-1.
Based on 1990 and 2000 U.S. Census data, a 1.3 percent historic annual housing unit increase was used to project the City’s housing unit total for the planning period. This method results in a projected housing unit total of 31,639 in the year 2025, which is a 38 percent increase from the 2000 U.S. Census total of 22,908 housing units. Table 2-2 provides a comparison of housing unit projections for the City.
Table 2-1 Population Estimates and Projections Projected Population EOEA Using Historic Rate Build-Out Year (based on U.S. Census) MISER 2003 Analysis, 1999 SRPEDD 1990 49,832* 49,832* 49,832* 49,832*
2000 55,976* 55,976* 55,976* 55,976*
2005 59,416 56,251
2010 63,068 62,222 60,604
2015 66,944
2020 71,058 69,493 65,241
2025 75,425
Build-Out 98,146
City of Taunton 2-2 BETA Group, Inc. Final CWMP and Draft EIR
Table 2-2 Housing Unit Estimates and Projections Projected Housing Units Using Historic Rate EOEA Build-Out Analysis, Year (based on U.S. Census) 1999 1990 20,281* 20,281* 2000 22,908* 22,908* 2005 24,436 2010 26,066 2015 27,805 2020 29,660 2025 31,639 Build-Out 39,776 Sources: U.S. Census (1990 and 2000); City of Taunton Build-Out Analysis, 2000, prepared by Applied Geographics, Inc. *U.S. Census totals.
The EOEA Build-Out Analysis for Taunton indicates that the City would have a build-out population of approximately 98,146, or a 75.3 percent increase from the City’s 2000 U.S. Census population (Applied Geographics, 2000). Using this data, the City’s population density would increase to 2,075 people per square mile. EOEA also estimates that an additional 16,868 housing units would be constructed in the City at build-out, bringing the total number of housing units to 39,776. Development within Taunton at build-out includes 4,017 units in areas zoned Rural Residential, 2,063 units in Suburban Residential, 2,638 units in Urban Residential/Single Family, 6,540 units in Urban Residential/Multi-Family, and 1,610 units in Business District Multi-Family. Based on the build-out analysis, this increase in housing units would require 9,400 acres of newly developed land as compared to year 2000 totals. The build- out analysis also estimates that 1,733 acres of land is available for commercial, retail, and industrial development. This includes just over four acres in areas zoned Office, acres in Retail, 38 acres in Business, 192 acres in Highway Business, and 1,493 acres in areas zoned Industrial.
Table 2-3 projects the year 2025 population distribution in developed and undeveloped areas. It is anticipated that a portion of the growth identified in developed areas by 2025 will contribute future wastewater flows to the existing WWTF. The effects of this growth are explained later in this section.
2.2.1 Potential Areas of Future Development It is anticipated that existing residential development patterns will continue in the future, with high density residential development mostly concentrated in the center of Taunton and more
City of Taunton 2-3 BETA Group, Inc. Final CWMP and Draft EIR Table 2-3 Estimate Of 2025 Residential Build-Out
Estimate of New Units Estimated Estimate of Constructed in Estimated Population Estimate of New Units Undeveloped Population Growth Growth in Zoning New Units at in Year Areas in 2025 in Undeveloped Developed Designation Build-Out 2025(1) (%)(2) Areas in 2025(3) Areas in 2025(3) Rural Residential 4,017 1,848 100 4,620 0 Suburban Residential 2,063 949 90 2,135 237 Urban Residential, Single Family 2,638 1,213 85 2,579 455 Urban Residential, Multi-family 6,540 3,008 85 6,393 1,128 Business District, Multi Family 1,610 741 10 185 1,666
Total 16,868 7,759 15,912 3,486 (1) New units based on ratio of 2025 population increase to total build-out increase (46%). (2) Based on comparison of Build-Out Analysis with Plan of Developed Areas. (3) Based on 2.5 persons per unit.
diffuse development occurring outside the central area. However, future sewer service expansion could introduce new areas of high density residential development in the City. Based on the results of the EOEA build-out analysis for Taunton, the majority of future residential development is anticipated to be located east and north of the Taunton River in areas zoned Urban Residential/Multi-Family, as well as in the western and eastern portions of the City in areas zoned Rural Residential (Applied Geographics, 2000).
The City anticipates that commercial and industrial development will continue to expand along Route 140 and Route 44, respectively. Two areas that are anticipated to be the focus of future industrial development are located near the intersection of Route 140 and Route 24 and land south of Route 44 straddling Warner Boulevard (John Brown Associates, Inc., 1998).
A report titled Land Use Study: Taunton, Massachusetts was included in the City’s 1998 Comprehensive Master Plan. This report was prepared by John Brown Associates, Inc. and addresses future land use and development strategies and policies for the City. It identifies key growth and development problems and opportunities, and offers a series of growth
City of Taunton 2-4 BETA Group, Inc. Final CWMP and Draft EIR management strategies to achieve a positive future for the City. One of the suggestions of the report is that the City should consider focusing new business and residential development in the historic village centers as a means to discourage sprawl and loss of historic identity in Taunton. The report also identifies specific sites in the City that should be considered for future reuse and redevelopment. One such site is the Taunton Expo Center/Rehoboth Fair Grounds. This underutilized site is located along Route 44 near the City’s border with Dighton. Suggested future uses range from a new business park to a clustered housing development. There are currently no projects proposed for this site.
2.2.2 Planned Developments A number of proposed developments were identified in the CWMP. These included a mix of residential, commercial, and industrial use projects. Three residential comprehensive permit (MGL Ch. 40B) developments were identified. The first, Powhattan Estates, located off Staples Street in East Taunton, consisted of 150 single family homes and is complete and connected to the municipal sewer system. The second comprehensive permit development is still under review. If approved, this proposed development would be located near the intersection of Hart and County Streets and would consist of 90 condominium units. The third comprehensive permit development, consisting of 114 single family homes located east of Joseph E. Warner Boulevard, is also complete and connected to the municipal sewer system.
Two approved retail developments were also identified in the CWMP. The first is a 57,000- square-foot retail complex located on the west side of Joseph E. Warner Boulevard between Winthrop and Cohannet Streets that has been completed and connected to the municipal sewer system. The second retail development, identified as Northwoods Retail Plaza, is located on Bay Street across from the entrance to the Myles Standish Industrial Park entrance and is approximately 75 percent complete. It consists of a 160,000-square-foot development that includes a mixture of retail, service, and restaurant businesses. In addition, four new restaurants and an 80,000-square-foot retail complex are proposed near the intersection of Mozzone Boulevard and Route 140/County Street.
Finally, two industrial use developments were identified. The first is the Liberty and Union Industrial Park Phase I, located on the south side of Stevens Street near the Route 140 interchange. This development is complete. Initial tenants of this industrial park will include Jordan’s Furniture and Cirelli Foods, Inc. The City Planner indicated that an additional 250,000 to 350,000 square feet remains available in the industrial park. The second industrial use development is Liberty and Union Industrial Park Phase II, which is also located on the north side of Stevens Street near the Route 140 interchange. According to the City Planner, this development is approximately 50 percent complete. The primary use at these industrial parks is anticipated to be warehouse/distribution facilities, with associated office area and retail space.
Based on the number of residential units and the industrial/commercial area in the planned development projects, an estimated average daily wastewater flow of 90,000 gallons is expected to be generated.
City of Taunton 2-5 BETA Group, Inc. Final CWMP and Draft EIR A recent report (BSC Group, November 2008) prepared for the City of Taunton Industrial Development Commission, looked at possible expansion (Phases IV and V) of the Miles Standish Industrial Park. Phase IV involves expanding the park into the adjacent 142 acres of land (Dever School) and may include 1.3 million square feet of new building area. Phase V involves expanding the Park onto 72 acres formerly occupied by the Dever State School’s core campus and includes another 642,000 square feet of building area. The proposed expansion will increase the building area by 33 percent. To accomplish the expansion, a number of buildings on the Dever School property would have to be demolished. The presence of asbestos and other environmental encumbrances will increase the cost of the project and may limit its overall extent. For planning purposes, no wastewater is expected to be generated from this project prior to the year 2015. A flow allowance of 100,000 gallons per day is allocated to the year 2025.
2.3 Zoning At the time of preparation of this report, there is no indication of pending zoning changes that would significantly alter the build-out projections discussed in the previous section.
2.4 Evaluation of On-Site Septic Systems As part of the CWMP needs analysis, areas of the City that currently use on-site wastewater disposal systems were broken down into 31 separate study areas. Delineations of these areas are shown on Figure 2-1 and are designated as study areas A through EE. Using available information including Taunton Board of Health and Assessor’s records, these study areas were evaluated to identify locations experiencing problems with on-site systems and to determine the suitability for continued use of on-site systems under Title 5, 310 CMR of the Massachusetts Environmental Code (Title 5).
Prior to the implementation of Title 5 regulations in 1978, many on-site disposal systems were cesspools or septic systems with tank capacities less than 1,000 gallons. Since 1978, homeowners have been required to install septic systems of increased size and in accordance with Title 5 requirements. As of March 31, 1995, Title 5 requires septic tanks with minimum capacities of 1,500 gallons and does not permit new construction or repair of cesspools. Cesspools are considered sub-standard systems and as such, provide less treatment and are more susceptible to clogging and failure than a compliant Title 5 system.
The current Title 5 requirements related to design criteria, siting, construction and inspection are more stringent than the 1978 code. Table 2-4 compares current Title 5 regulations with the 1978 code.
The most important maintenance practices to extend the life of an on-site system are regular inspection and pumping of the septic tank. Removal of the floating scum and settled solids from the septic tank minimizes the possibility of clogging the soil absorption system. In an attempt to educate Taunton residents, the City Board of Health has hosted informational lectures on proper care and maintenance of on-site sewage disposal systems.
City of Taunton 2-6 BETA Group, Inc. Final CWMP and Draft EIR
Table 2-4 Title 5 Regulations Provision 1978 Code Current Title 5 Water Supply Reservoirs 100 feet 400 feet Tributaries to Reservoirs 100 feet 200 feet Certified Vernal Pools Not Addressed 100 feet (50 feet if vernal pool is upgradient)
Bordering Vegetated Wetland, 50 feet 50 feet (100 feet if wetlands bordering surface water Salt Marshes, Inland and supply or tributary thereto) Coastal Banks Private Water Supply Well 100 feet 100 feet Property Line 10 feet 10 feet Cellar Wall 20 feet 20 feet Slab Foundation Not Addressed 10 feet Reserve Area Area between leaching pits, Area between trenches may be used if greater then or galleries, or trenches may equal to 6 feet apart; new systems shall include a be used. reserve area sufficient to replace the primary soil absorption system Minimum Design Flow None 330 gpd (220 gpd allowed if 2-bedroom deed restriction) Leaching Trenches Minimum width: 1 foot Minimum width: 2 feet Maximum length: 100 feet Maximum width: 4 feet Maximum length: 100 feet Minimum Septic Tank Capacity 1,000 gallons 1,500 gallons Distance from Maximum 4 feet to bottom of leaching 4 feet to bottom of stone underlying absorption Groundwater area; 1 foot from invert of system if perc rate > 2 min/in. 5 feet if perc rate < 2 septic tank outlet min/in. Inspection of Existing System Not Addressed Except as provided in 310 CMR 15.301(2), 15.301(3), 15.301(4), a system shall be inspected at or within two years prior to the time of transfer of title to the facility served by the system.
Upgrade Standard Required substandard Where no expansion or change of use proposed, systems be upgraded to standard is "maximum feasible upgrade," with Board meet requirements of code, of Health approval needed if system cannot meet or get a variance from the groundwater separation or drinking water supply Board of Health and MA setback requirements, or construction of a basic DEP three-part system Nitrogen Loading Not Addressed One acre of land required to build 4-bedroom house in: recharge areas of public wells, designated (through Surface Water Quality Standards) nitrogen sensitive areas and coastal embayments, and new developments served by well and septic system on same lot; no new system in these areas shall receive greater than 440 gpd per acre. Large Systems Defined as systems greater Defined as systems 10,000 gpd or greater but less than 15,000 gpd than 15,000 gpd, or greater than 2,000 gpd in well recharge areas or within setbacks for water supplies.
City of Taunton 2-8 BETA Group, Inc. Final CWMP and Draft EIR Although regular septic tank pumping would improve the efficiency and life of the system, pumping of septic tanks would not guarantee the permanent functioning of an on-site system, especially in areas where poor soil conditions and high groundwater levels inhibit system performance.
To further evaluate the designated study areas, information from various sources was compiled and several Geographic Information Systems (GIS) based maps were created. The GIS based maps were compiled with data layers including soil suitability, wetlands and surface water bodies, drinking water protection zones, and locations of system repairs and frequent system pumping. Copies of these maps are included in Appendix A of the CWMP, which can be found in Appendix A of this DEIR. The following is a description of relative information used to evaluate each study area for its ability to sustain on-site septic systems.
2.4.1 Existing Lot Size Existing lot sizes were evaluated to determine the ability of sites to sustain an existing septic system and support upgrading or installing new on-site septic systems. Lot size is significant when considering long-term use of on-site wastewater systems due to limited reserve area for leach fields on small lots. With lots less than a half-acre, available space may be insufficient for periodic replacement of leach fields. Larger lot sizes are more suitable for on-site wastewater systems as there is greater likelihood to have available land for reserve areas for upgrades. Using assessor’s information average lot sizes were determined for each study area.
For the purposes of evaluating the suitability of lot sizes, study areas with an average lot size less than half an acre were considered to be not favorable for continued use of on-site septic systems. Study areas with average lot sizes greater than a half-acre were considered suitable for continued use of on-site septic systems. However, average lot sizes less than an acre but greater than a half-acre were considered less favorable than lot sizes greater than acre.
2.4.2 Wetlands and Surface Water The City of Taunton is located in the Taunton River Basin. Several major surface water and wetland features exist within the City. Major surface water features include the Taunton River, which runs through the center of the City and forms part of the southern and northern boundary of the City, and the Three Mile River located in the western portion of the City. Other prominent water bodies in the City include: Mill and Snake Rivers, Lake Sabbatia, Rico Lake, Watson Pond, Oakland Mill Ponds, Black Pond, Thatcher Pond, Kings Pond, Big Bearhole Pond, and Barstow’s Pond. The Massachusetts Water Resources Commission Report on stressed basins (2001) indicates that the northern and western portions of the Taunton River Basin are considered moderately stressed. A stressed basin is defined as a basin or sub-basin in which the quantity of stream flow has been significantly reduced, the quality of stream flow has been degraded, or key habitat factors are impaired.
Wetlands and surface water are considered sensitive environmental receptors that can be subject to adverse impacts due to failing septic systems. Using Mass GIS mapping layers to identify areas of wetlands and surface waters, each study area was evaluated based on the percentage of wetlands and surface area contained therein. Study areas with a significant
City of Taunton 2-9 BETA Group, Inc. Final CWMP and Draft EIR percentage of wetlands and surface water were considered less suitable for the continued use of on-site septic systems.
2.4.3 Drinking Water Supply Interim Wellhead Protection Areas (IWPA) and Zone II groundwater protection areas were evaluated since they are considered nitrogen sensitive areas and regulations for on-site wastewater disposal systems in these areas are more stringent. IWPA and Zone IIs groundwater protection areas for public water supplies have been determined by the MADEP to be particularly sensitive to the discharge of pollutants from on-site sewage disposal systems and are therefore designated nitrogen sensitive areas. On-site systems within these areas require a higher level of treatment that may include nitrogen removal or increased soil absorption system size. Wellhead protection areas are important for protecting the recharge area around public water supply wells. A Zone II wellhead delineation identifies the source area which contributes water to a well as determined though hydrogeologic modeling. An IWPA is a conceptual protective radius around a well in such cases where hydrogeologic modeling has not been performed. The IWPA protective radius is determined based on well pumping rates or default values and is used until a more specific Zone II wellhead delineation is established.
Surface water supplies are classified as Zones A, B, or C. Zone A protection areas represent the land area within a 400-foot lateral distance from the upper boundary of the bank of a Class A surface water source and the land area within a 200-foot lateral distance from the upper boundary of the bank of a tributary or associated surface water body. Zone B represents the land area within one-half mile of the upper boundary of the bank of a Class A surface water source, or the edge of a watershed, whichever is less. Zone B always includes the land area within a 400-foot lateral distance from the upper boundary of the bank of the Class A surface water source. Zone C represents the land area not designated as Zone A or B within the watershed of a Class A surface water source. Class A waters are designated as a source of public water supply. To the extent compatible with this use they provide excellent habitat for fish, other aquatic life and wildlife, and are suitable for primary and secondary contact recreation. These waters have excellent aesthetic value and are designated for protection as outstanding resource waters. To restrict septic systems in close proximity to these protected areas, Title 5 regulations require greater set backs for system components from such areas.
In the interest of preserving environmental quality, study areas that contained significant water supply protection areas were considered less favorable for continued use of on-site septic systems. Water supply protection areas are mapped in Appendix A of the CWMP.
2.4.4 Soils According to the soil survey for Bristol County Massachusetts, Northern Portion (USDA 1978), four main soil associations exist within the City boundaries: Hinkley-Medisaprist-Windsor association, Paxton-Whitman-Ridgebury soils, Paxton-Woodbridge-Ridgebury, and the Raynham-Scio-Birdsall soil association. The Hinkley-Medisaprist-Windsor association lies generally in the northeast and southern regions of the City in the vicinities of the Taunton River, Threemile River and Mill River. This soil association consists of nearly level to steep, excessively drained soils that formed in glacial outwash and very poorly drained organic soils.
City of Taunton 2-10 BETA Group, Inc. Final CWMP and Draft EIR The Paxton-Whitman-Ridgebury soil association lies generally in the southeastern region of the City in the vicinity of the headwaters of the Segreganset River. The Paxton-Whitman- Ridgebury association contains nearly level to moderately steep, well-drained to very poorly drained soils on glacial uplands. The Paxton-Woodbridge-Ridgebury soil association lies generally in the northeastern and southeastern region of the City in the vicinity of Furnace Brook and south of Massasoit State Park. Paxton-Woodbridge-Ridgebury soil association contains nearly level to moderately steep, well-drained to poorly drained soils on glaciated uplands. The Raynham-Scio-Birdsall soil association lies in the vicinity of the Taunton River. These soils contain nearly level to gently sloping, moderately well drained to very poorly drained soils that formed on old lakebeds.
Soil map units and soil descriptions from the USDA, as well as data obtained from Title 5 inspections and soil borings performed as part of the 1981 Facilities Plan, were used to evaluate areas of Taunton for the suitability of certain soils to treat wastewater in accordance with the Massachusetts Environmental Code, Title 5. Soil characteristics such as permeability, depth to bedrock, and depths to seasonal high groundwater table were used to determine suitability for on-site septic systems. The soil groupings were based on the capability of soils to receive and pass wastewater. However, highly permeable soil may adequately receive the wastewater, but may not retain it long enough for adequate treatment. Therefore, vertical separation between system leach field and seasonal high groundwater must be considered. Using GIS mapping, soil units were combined into one of two groups; soils considered suitable for continued use of on-site septic systems and soils considered unsuitable for continued use of on-site septic systems. Soil constraints in relation to the support of on-site wastewater disposal systems are mapped in Appendix A of the CWMP.
2.4.5 Groundwater High groundwater elevations can have a significant effect on the performance of on-site septic systems. There are many low lying areas of Taunton that contain wetlands or surface water bodies that are in close proximity to developed areas. As such, the high groundwater table in these areas makes it difficult for typical on-site septic systems to provide adequate vertical separation to groundwater, meaning that soil may adequately receive the wastewater, but may not retain it long enough for adequate treatment. Data obtained from soil borings and Title 5 tests indicated that although some soils in these areas are suitable for on-site septic systems, high groundwater levels may adversely affect system performance and cause septage overflow, ponding, or partially treated wastewater mixing with groundwater. Based on the significant impact that groundwater can have on the performance of on-site systems, more weight was given to this factor than other categories.
2.4.6 Septic System Repair and Pump-out Records A detailed review of Board of Health records was conducted to determine areas of the City where widespread problems with on-site disposal systems have been documented. Board of Health records from January 1999 through August 2007 were reviewed to identify specific locations that have required system repairs or upgrades. Information was collected and tabulated for all repaired or upgraded on-site wastewater systems. Reference to a repaired or upgraded on-site wastewater system is defined as an existing system on a previously developed lot, which has been totally or partially replaced. Repairs or upgrades may include installation
City of Taunton 2-11 BETA Group, Inc. Final CWMP and Draft EIR of individual components such as a new septic tank, distribution box, leaching field, or any combination of these components. Information collected from Board of Health data, where available, included street address, date of percolation test, percolation rate, type of repair, general soil type, depth to seasonal high groundwater, and location on assessor’s maps. A total of 471 on-site system repair/upgrade records were evaluated to identify problem areas. According to the data a total of 176 repairs/upgrades were performed on lots one-half acre or less in size, 182 on lot sizes greater than one-half acre to one acre, and 113 on lots greater than one acre in size.
In addition to repairs and upgrades, another indicator of on-site septic system problems is frequent system pumping. Frequent system pumping can be an indication of improper system installation, high groundwater conditions or an aging system in need of repair. Pumping records from January 1997 through August 2007 were obtained from the septage receiving facility operated by Water Solutions Group (WSG). Using these pumping records a total of 432 locations were identified that required pumping two or more times within a one year period.
Individual study areas were evaluated based on the number of septic system repairs and pumping frequencies. A problem rate was determined based on the percentage of houses within the study area that were identified as having had system repairs or frequent system pumping. The higher this percentage within a study area, the more likely this area was not favorable for continued use of on-site septic systems.
2.4.7 Availability of Municipal Sewer and Water Service The study areas were evaluated based on their proximity to existing municipal sewer and water systems. Study areas that did not have municipal sewer readily available were considered to be more likely to continue their reliance on on-site disposal systems. Study areas without municipal water rely on private water wells, which could be affected by improperly functioning septic systems. Where private wells are in use, lot size and soil conditions are important considerations when evaluating the viability of on-site disposal systems.
2.4.8 Criteria Rating System For each of the above criteria a rating value was assigned based on the ability to support an on- site wastewater disposal system. Ratings for each evaluation category were totaled to determine a total rating for each study area. A higher rating is indicative of less favorable conditions to support on-site systems. A summary of the criteria and rating values is provided in Table 2-5.
2.4.9 Evaluation Results As described in previous sections, information used to evaluate areas currently served by on- site wastewater disposal systems included lot size, extent of wetlands and surface water, drinking water protection areas, soil suitability based on USDA soil descriptions, groundwater suitability, septic system repair and pump-out frequency and the availability of municipal sewer and water.
City of Taunton 2-12 BETA Group, Inc. Final CWMP and Draft EIR Study areas were determined by grouping streets and neighborhoods in a reasonable way such that areas could be evaluated equally for various wastewater alternatives. Study area B from the CWMP was determined to contain the Lake Sabbatia Sewer Extension project that was recently completed and is thus excluded from further evaluation.
Based on the criteria rating system summarized in Table 2-5, a data matrix was developed for each study area to identify and prioritize wastewater disposal needs. The matrix is provided as Table 2-6. Study area ratings ranged from low of 13 (Area Y) to a high of 23 (Area L), with an average rating of 18. Areas with a total rating exceeding 18 were considered needs areas that require further evaluation. A total of ten study areas; A, C, E, L, K, Q, R, U, V, and X, were given a rating above 18. A majority of these study areas are located in areas with a high seasonal groundwater and relatively high system repair/pumping rates. The only change in this ranking from that presented in the CWMP is the inclusion of Area K in the list of higher ranked projects. Although Area K was identified as a priority needs area by Taunton, it was not originally identified through the evaluation process. The cause of the change is the increase in the number of on-site system failures and the fact that Area K is partially sewered.
Upon completion of this preliminary evaluation in the CWMP, a workshop was held with City officials to review the ratings of all 31 study areas. As a result of this workshop, the City identified four additional areas where problems with on-site septic systems have been experienced. These four areas included study areas H, I, Z, and AA. Area K was originally in this listing. Each of the needs areas are described briefly below.
Study Area Q – Somerset Avenue, Railroad Avenue Study Area Q is located in the southern point of Taunton where the Three Mile River meets the Taunton River. Although sewer service is not currently available in this area, the municipal wastewater collection system is located in an adjacent area to the north. The study area is partially serviced by municipal water and is zoned as suburban residential with average lot sizes of one-half to one acre.
Soils and Groundwater: Area soils and groundwater in this area are rated as limited and unsuitable for use of on-site sewage disposal, respectively. According to the USDA soil classifications and Title 5 testing, portions of this study area contain restrictive soils and a high seasonal groundwater.
Drinking Water Protection Zone: Approximately 50 percent of Study Area Q is located within an IWPA. IWPA and Zone II of public water supplies have been determined by the MA DEP to be sensitive to the discharge of pollutants from on-site sewage disposal systems and are therefore designated as nitrogen sensitive areas.
Surface Water and Wetlands: Due to its location just north of the confluence of the Three Mile River and the Taunton River, the amount of surface water and wetlands in the vicinity of the study area is considered significant for the purpose of this analysis. No water quality sampling was performed in the vicinity of the study area.
City of Taunton 2-13 BETA Group, Inc. Final CWMP and Draft EIR Table 2-5 Rating Criteria for Evaluating Wastewater Needs Areas
Average Lot Size - Average lot size for each subarea was determined using lot size information obtained from the Title 5 septic repair record and assessor's records. Average lot sizes were then compared to assessor's maps to confirm consistency with other lots in the study areas. Rating: > or equal to 1 acre - favorable (1), <1 Acre but >1/2 acre - less favorable (2), < or equal to 1/2 acre - not favorable (3)
Extent of - Identified extent of wetlands and surface water in each subarea using the MassGIS wetlands and Wetlands and surface water data layers. Wetland and surface water coverage was evaluated within the study areas. Surface Water Rating: low - favorable (1), moderate - less favorable (2), significant - not favorable (3)
Drinking Water - Drinking water protection areas were identified using Mass GIS data layers for water protection. Protection Areas Rating: no protection area within subarea (1), < 50% of subarea is within protection area (2), > 50% of subarea is within protection area (3)
Soil Suitability- - Soil suitability was determined using soil descriptions from Title 5 testing, USDA - NRCS soil classifications, and soil borings performed as part of the 1980 Taunton Facilities Plan. Rating: suitable for on-site wastewater system - favorable (1), limited soil - less favorable (2), unsuitable soil - not favorable (3)
Groundwater - Groundwater suitability was determined based on groundwater information obtained from Title 5 Suitability - testing. The percentage of Title 5 testing locations that indicated groundwater conditions unsuitable for on-site sewage disposal systems was used to evaluate subareas. These conditions were also compared to USDA-NRCS soil classifications and soil borings performed as part of the 1980 Taunton Facilities Plan. Rating: < 10% unsuitable - favorable (2), 10% to 20% unsuitable - less favorable (4), > 20% unsuitable - not favorable (6) Cluster of On-Site - The number of system repair locations and frequent pumping locations were combined to determine System Repairs the percentage of buildings within each subarea that have required septic repairs or frequent pumping. and Frequent This percentage or cluster rate was then used to evaluate the subarea. System Pumping Rating: < 10% - favorable (2), 10% to 20% - less favorable (4), > 20% - not favorable (6)
Municipal Sewer - Availability of Municipal Sewer in Area Rating: no municipal sewer is in subarea (1), sewered area adjacent to subarea (2), sewer partially located within subarea (3)
Municipal Water - Availability of Municipal Water in Area Rating: water service available in subarea (1), water service partially available in subarea (2), no water service available within subarea (3)
Sources Board of Health Title 5 records Water Solutions Group septic system pumping records Mass GIS database Commonwealth of Massachusetts, Executive Office of Environmental Affairs Build Out Analysis USDA - NRCS on-site sewage disposal classifications
City of Taunton 2-14 BETA Group, Inc. Final CWMP and Draft EIR
Table 2-6 Ranking of Wastewater Needs Areas
Extent of Wetlands and Lot Size Surface Water Drinking Water Protection Area Soil Suitability Groundwater Suitability Cluster of On-Site System Repairs and Frequent System Pumping
Protection Type of Frequent Repairs and Surface Water and Area Within Protection Groundwater Pumping Frequent System Municipal Sewer Municipal Water (1) (1) (2) (1) (3) (6) (3) Study Area Average Lot Size Rating Wetlands Area Rating Study Area Area Rating Soil Suitability Rating Suitability Rating Repairs Locations Pumping Cluster Rate Rating In Area (4) In Area (5) Total Rating (7)
A >1/2 Acre to 1 Acre 2 moderate 2 yes IWPA 2 Limited 2 Limited 4 15 5 20 14% 4 2 1 19
C >1/2 Acre to 1 Acre 2 moderate 2 no - 1 Limited 2 Unsuitable 6 10 19 29 19% 4 1 2 20
D < 1/2 Acre 3 significant 3 no - 1 Suitable 1 Suitable 2 3 6 9 6% 2 2 1 15
E > 1 Acre 1 significant 3 no - 1 Limited 2 Unsuitable 6 24 10 34 11% 4 2 2 21
F > 1 Acre 1 significant 3 no - 1 Suitable 1 Unsuitable 6 11 8 19 7% 2 2 1 17
G > 1 Acre 1 significant 3 no - 1 Suitable 1 Limited 4 13 5 18 7% 2 1 1 14
H > 1 Acre 1 significant 3 no - 1 Suitable 1 Unsuitable 6 28 14 42 17% 4 1 1 18
I > 1 Acre 1 moderate 2 no - 1 Suitable 1 Unsuitable 6 25 7 32 12% 4 1 1 17
J >1/2 Acre to 1 Acre 2 moderate 2 no - 1 Unsuitable 3 Unsuitable 6 5 7 12 6% 2 1 1 18
K >1/2 Acre to 1 Acre 2 significant 3 no - 1 Limited 2 Limited 4 19 3 22 10% 4 2 1 19 IWPA, Zone L >1/2 Acre to 1 Acre 2 significant 3 yes C, Zone A 3 Limited 2 Unsuitable 6 42 20 62 14% 4 1 2 23
M > 1 Acre 1 moderate 2 no - 1 Limited 2 Unsuitable 6 3 1 4 4% 2 1 1 16
N >1/2 Acre to 1 Acre 2 low 1 no - 1 Limited 2 Unsuitable 6 5 5 10 9% 2 3 1 18
O > 1 Acre 1 low 1 no - 1 Unsuitable 3 Unsuitable 6 8 3 11 9% 2 2 1 17
P > 1 Acre 1 low 1 no - 1 Suitable 1 Unsuitable 6 6 9 15 17% 4 3 1 18
Q >1/2 Acre to 1 Acre 2 significant 3 yes IWPA 2 Limited 2 Unsuitable 6 2 5 7 7% 2 2 2 21
R >1/2 Acre to 1 Acre 2 significant 3 no - 1 Limited 2 Unsuitable 6 20 5 25 16% 4 3 1 22
S >1/2 Acre to 1 Acre 2 low 1 no - 1 Unsuitable 3 Unsuitable 6 4 0 4 8% 2 2 1 18
T > 1 Acre 1 low 1 no - 1 Unsuitable 3 Unsuitable 6 3 0 3 7% 2 1 1 16
U < 1/2 Acre 3 moderate 2 no - 1 Limited 2 Unsuitable 6 31 12 43 14% 4 2 1 21
V < 1/2 Acre 3 moderate 2 no - 1 Suitable 1 Unsuitable 6 11 4 15 13% 4 2 1 20
W >1/2 Acre to 1 Acre 2 low 1 no - 1 Limited 2 Limited 4 5 10 15 9% 2 1 2 15
X >1/2 Acre to 1 Acre 2 moderate 2 no - 1 Suitable 1 Unsuitable 6 14 5 19 13% 4 2 1 19
Y > 1 Acre 1 moderate 2 no - 1 Suitable 1 Limited 4 5 1 6 7% 2 1 1 13
Z >1/2 Acre to 1 Acre 2 low 1 no - 1 Limited 2 Suitable 2 8 5 13 17% 4 1 2 15
AA > 1 Acre 1 significant 3 no - 1 Suitable 1 Unsuitable 6 6 5 11 7% 2 1 2 17
BB > 1 Acre 1 moderate 2 no - 1 Suitable 1 Unsuitable 6 12 14 26 12% 4 1 1 17
CC > 1 Acre 1 low 1 no - 1 Suitable 1 Unsuitable 6 10 1 11 13% 4 1 1 16
DD > 1 Acre 1 low 1 no - 1 Limited 2 Unsuitable 6 2 4 6 8% 2 1 2 16
EE > 1 Acre 1 significant 3 no - 1 Limited 2 Unsuitable 6 4 4 8 6% 2 1 2 18
Study area characteristics were rated based on suitability for continued use of on-site systems as follows: (1) Ratings as follows: (2) Ratings as follows: (3) Ratings as follows: (4) Ratings as follows: (5) Ratings as follows: 1 = Favorable 1 = No protection area within study area 2 = Favorable 1 = No municipal sewer within study are 1 = Water service available within study area 2 = Less Favorable 2 = Protection area partially located within study area 4 = Less Favorable 2 = Sewered area adjacent to study area 2 = Water service partially available within study area 3 = Not Favorable 3 = Significant portion of protection area located within study area 6 = Not Favorable 3 = Sewer partially located within study 3 = No water service available in study area (6) Cluster rate is based on percent of houses within the study area that were identified as having on-site system repairs or frequent system pumping (7) Highlighted study areas to be further evaluated.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that multiple system repairs and frequent system pumping locations were concentrated on Railroad Avenue and Riverfield Road. Approximately seven percent of Study Area Q has experienced system repairs or frequent system pumping.
Conclusions: Based on the above information, Study Area Q was given an on-site sewage disposal system suitability rating of 21.
Study Area L – Burt Street, Glebe Street, Rocky Woods Street Study Area L is located on the east side of Taunton and includes Burt Street, Glebe Street, Range Avenue, and Rocky Woods Street. The area is not serviced by the municipal wastewater collection system but is partially serviced by the municipal water system. A majority of the area is zoned as rural residential with some highway business district along Winthrop Street. Average lot sizes are between one-half and one acre.
Soils and Groundwater: Area soil and groundwater are rated as limited and unsuitable for on- site sewage disposal systems due to saturated soils with slow permeability and high seasonal groundwater. Rock outcrops are also prevalent throughout the study area.
Drinking Water Protection Zone: Approximately 100 percent of Study Area L is located within a Zone C surface water supply protection area and approximately ten percent of this study area is located within a Zone A surface water supply protection area and an IWPA.
Surface Water and Wetlands: The Segreganset River flows along the west edge of study area L. The amount of surface water and wetlands in the vicinity of the study area is considered significant for the purpose of this analysis. Segreganset River Pond is listed on the Massachusetts 303d list of impaired water bodies, which is an indicator list for the water quality of streams, ponds, and riverways in the state. Water quality samples were obtained from this location that exhibited fecal coliform counts of less than 9 and 11 col/100 ml, respectively
On-Site Septic Systems: Assessment of the on-site septic systems indicated that multiple system repairs and frequent system pumping locations were concentrated in the areas of Glebe Street, Rocky Woods Street, and Range Avenue, as well as several locations on Burt Street. Approximately 14 percent of Study Area L has experienced system repairs or frequent system pumping.
Conclusions: Based on the above information, Study Area L was given an on-site sewage disposal system suitability rating of 23. This area ranked the highest of all study areas.
Study Area R – Berkley Street Study Area R is located on the Taunton/Berkley border along Berkley Street. Currently this area is not serviced by a municipal wastewater collection system but is serviced by the
City of Taunton 2-16 BETA Group, Inc. Final CWMP and Draft EIR
municipal water system. Zoning is urban residential with average lot sizes between one-half and one acre.
Soils and Groundwater: Most area soils and groundwater are rated as limited and unsuitable for on-site sewage disposal in this area due to restrictive layers and high seasonal groundwater. However, there are some areas with soils that are generally well suited for on-site sewage disposal systems.
Surface Water and Wetlands: A portion of Silva’s Pond is located within the study area and the Taunton River flows along its western border. The amount of surface water and wetlands in the vicinity of the study area is considered moderate for the purpose of this analysis.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that multiple system repairs and frequent system pumping had occurred along Berkley Street. Approximately 16 percent of Study Area R has experienced system repairs or frequent system pumping.
Conclusions: Based on the above information, Study Area R was given an on-site sewage disposal system suitability rating of 22.
Study Area C – Field Street, Lothrop Street, Prospect Hill Street Study Area C is located in the northern section of Taunton, south of Route 495 and east of the Snake River along Field Street, Lothrop Street, and Prospect Street. The area is not currently served by the Taunton wastewater collection system but is partially served by the City’s water distribution system. Zoning is suburban residential with average lot sizes between one-half and one acre.
Soils and Groundwater: A majority of soil types in this area are suitable to accept on-site sewage. However, NRCS classification and Title 5 inspections indicate that several locations have experience high seasonal groundwater and saturated soils, which limit the effectiveness of on-site septic systems.
On-Site Septic Systems: Assessment of on-site septic systems indicated that multiple system repairs and frequent system pumping locations were concentrated in the areas of Cypress Road, Hickory Road, Musket Road, Betsy Ross Road and Patriot Road, as well as some sections of Prospect Hill Road. Approximately 19 percent of study area C has experienced system repairs or frequent system pumping.
Conclusions: Based on the above information, Study Area C was given an on-site sewage disposal system suitability rating of 20.
Study Area E – Norton Avenue, Freemont Street, Davis Street Study Area E is located east of Oakland Mill Pond and includes Norton Avenue, Freemont Street, Davis Street, and Dunbar Street. The area is not currently served by the Taunton
City of Taunton 2-17 BETA Group, Inc. Final CWMP and Draft EIR
wastewater collection system but is partially served by the City’s water distribution system. Zoning is rural residential with an average lot size greater than one acre.
Soils and Groundwater: Slightly more than half of this area contains soils suitable for on-site sewage disposal systems. In the more constrained areas, saturated soils with slow permeability and high seasonal groundwater are present.
Surface Water and Wetlands: Study Area E is located in proximity to Willis Pond, Oakland Mill Pond and Three Mile River. The amount of surface waters and wetlands in the vicinity of the study area is considered significant for the purpose of this analysis. The Three Mile River is listed on the Massachusetts 303d stream list. Water quality samples were collected from the Three Mile River at the Tremont Street Bridge on September 26 and October 22, 2003 as part of the CWMP. Results indicated fecal coliform counts of 54 and 360 col/100ml, respectively. Class B surface waters require that fecal coliform bacteria shall not exceed an arithmetic average of 200 organisms per 100 ml. Although fecal coliform counts could be caused by failing on-site septic systems, the results are inconclusive.
On-Site Septic Systems: On-site septic systems repairs and frequent system pumping locations were concentrated near the intersection of Norton Avenue, Tremont Street, and Davis Street. Other smaller clusters are located on Joanne Drive and Devon Street. Approximately 11 percent of Study Area E has experienced system repairs or frequent system pumping.
Conclusions: Based on the above information, Study Area E was given an on-site sewage disposal system suitability rating of 21.
Study Area A – Field Street, Dublin Drive, Woodview Drive Study Area A is located in the northern section of Taunton along Field Street and Bay Street. The area is not currently served by the Taunton wastewater collection system but is fully served by the City’s water distribution system. There is a sewer forcemain that runs through Needs Area A in Bay Street; however, the forcemain serves a condominium/apartment complex that is outside the boundaries of Needs Area A. Zoning is suburban residential with average lot sizes between one-half and one acre.
Soils and Groundwater: A majority of the soil types in this area are suitable for on-site sewage disposal. However, there are locations of high seasonal groundwater and saturated soils, which limit the effectiveness of on-site septic systems.
Drinking Water Protection Zone: Approximately 50 percent of Study Area A is located within an IWPA. Title 5 requires that no system serving new construction in nitrogen sensitive areas be designed to discharge more than 400 gallons per acre. This would require a new four bedroom home within an IWPA to have a minimum one acre lot to limit the amount of nitrogen that is introduced to groundwater within the protection area.
City of Taunton 2-18 BETA Group, Inc. Final CWMP and Draft EIR
Surface Water and Wetlands: Study Area A is in the vicinity of Watson Pond, Snake River, and northern section of Lake Sabbatia. The amount of surface waters and wetlands in the vicinity of the study area was considered moderate for the purpose of this analysis. Watson Pond is listed on the Massachusetts 303d list. Water quality samples were collected from the northeast corner of Watson Pond on September 26, 2003 and October 22, 2003 as part of the CWMP. Results indicated fecal coliform counts of 45 and 13 col/100ml, which are below the limits of a Class B water body.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that multiple system repairs were located in the areas of Woodview Drive, Jaclyn Circle, Rachel Drive, and Dublin Drive. Other isolated repairs and frequent system pumping were identified on Bayberry Lane, Leahy Drive and areas of Bay Street. Approximately 14 percent of Study Area A has experienced system repair or frequent system pumping.
Conclusions: Based on the above information, Study Area A was given an on-site sewage disposal system suitability rating of 19.
Study Area V – Paul Revere Terrace, Williams Street Study Area V is located in east Taunton and includes Paul Revere Terrace and Williams Street, just east of Highway 24. The area is not currently served by the Taunton wastewater collection system but is fully served by the City’s water distribution system. Zoning is suburban residential with average lot sizes less than one acre.
Soils and Groundwater: Soils are generally well suited for on-site sewage disposal. However, there are some areas within the study area that experience high seasonal groundwater.
Surface Water and Wetlands: The Taunton River is located to the east of the study area and portions of Barstow’s Pond are located within the southern portion of the study area. The amount of surface water and wetlands in the vicinity of the study area is considered moderate for the purpose of this analysis. Water quality samples were collected from the Taunton River at the end of Paul Revere Terrace on September 26 and October 22, 2003, as part of the CWMP. Results identified relatively low fecal coliform counts of 63 and 48 col/100 ml.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that multiple system repairs and frequent system pumping locations occurred in the Paul Revere Terrace area. Approximately 13 percent of the systems had been repaired or required frequent pumping.
Conclusions: Based on the above information, Study Area V was given an on-site sewage disposal system suitability rating of 20
Study Area U – Williams Street Study Area U is located in east Taunton along Williams Street. Currently this area is partially serviced by the municipal wastewater collection system and fully served by the municipal
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water system. Zoning is urban and suburban residential with average lot sizes less than one- half acre.
Soils and Groundwater: A majority of area soils are generally well suited for on-site sewage disposal. However, portions of the study area experience high seasonal groundwater and saturated soils.
Surface Water and Wetlands: The Taunton River flows along the northern edge of Study Area U. The amount of surface water and wetlands in the vicinity of the Study Area is considered moderate for the purpose of this analysis. Water quality samples were collected from the Taunton River at Harris Street, on September 26 and October 22, 2003. Results identified relatively low fecal coliform counts of less than 140 and 21 col/100 ml.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that multiple system repairs and frequent system pumping locations were located in the Baylies Road and Duffy Drive area, near the Taunton River. Approximately 14 percent of the systems had been repaired or required frequent pumping.
Conclusions: Based on the above information, Study Area U was given an on-site sewage disposal system suitability rating of 21.
Study Area AA – South Precinct Street, Turner Road, Rhode Island Road Study Area AA is located in western Taunton along the Taunton/Lakeville border and includes South Precinct Street, Turner Road, and Rhode Island Road. The area is not currently served by the Taunton wastewater collection system but is partially served by the City’s water distribution system. Zoning is rural residential with average lot sizes greater than one acre.
Soils and Groundwater: Soils are considered predominantly suitable for on-site sewage disposal. However, there are some areas within this study area that experience high seasonal groundwater.
Surface Water and Wetlands: The area borders the west side of Big Bead Pond, while Cain Pond and several other smaller ponds are located within its boundaries. The amount of surface water and wetlands in the vicinity of the study area is considered significant for the purpose of this analysis. Cain Pond and Big Bearhole Pond are listed on the Massachusetts 303d list. Water quality samples were collected from Cain Pond, Bating Brook and Jumping Brook on September 26 and October 22, 2003. Results of samples collected from Cain Pond indicated fecal coliform counts of less than 9 col/100 ml. Results of samples collected from Bating Brook indicated fecal coliform counts of 27 and 8 col/100 ml, respectively. Results of samples collected from Jumping Brook indicated fecal coliform of 9 and 81 col/100 ml, respectively.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that system repairs and frequent system pumping locations were not concentrated in one area. Approximately 7
City of Taunton 2-20 BETA Group, Inc. Final CWMP and Draft EIR
percent of the buildings in study area AA have experienced system repairs or frequent system pumping.
Conclusions: Based on the above information, Study Area AA was given an on-site sewage disposal system suitability rating of 17.
Study Area Z – Kingman Street, Myricks Street, Matthews Drive Study Area Z is located in western Taunton along Kingman Street and Myricks Street near the Taunton/Lakeville border. The area is not currently served by the Taunton wastewater collection system but is partially served by the City’s water distribution system. Zoning is rural residential with average lot sizes between one-half and one acre.
Soils and Groundwater: Soils in this study area vary from restrictive to well suited for on-site sewage disposal.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that multiple system repairs and frequent system pumping were concentrated in the areas of Birch Avenue, Claire Terrace and Kingman Street. Approximately 17 percent of the buildings in Study Area Z have experienced system repairs or frequent system pumping. It should also be noted that a community septic system serving 29 homes on Matthews Drive is currently being studied for possible failure.
Conclusions: Based on the above information, Study Area Z has been given a relatively low on-site sewage disposal system suitability rating of 15. However, based on workshop discussions with various City officials, this area was included in the wastewater needs area.
Study Area X – Staples Street, Caswell Street Study Area X is located in eastern Taunton along Staples Street and Caswell Street. The area is not currently served by the Taunton wastewater collection system but is fully served by the City’s water distribution system. Zoning is rural residential with average lot sizes between one-half and one acre.
Soils and Groundwater: A majority of the area soils are generally well suited for on-site sewage disposal. However, there are some areas that experience high seasonal groundwater.
Surface Water and Wetlands: Surface water and wetlands in the vicinity of the study area are considered moderate for the purpose of this analysis. No water quality sampling was performed in the vicinity of the study area.
On-Site Septic Systems: Assessment of area on-site septic systems indicated that multiple system repairs and frequent system pumping were concentrated on Caswell Street, but not in one specific area. Approximately 13 percent of the systems have been repaired or required frequent pumping.
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Conclusions: Based on the above information, Study Area X was given an on-site sewage disposal system suitability rating of 19.
Study Area H – Three Mile River, Tremont Street, North Walker Street Study Area H is located south of Three Mile River along Tremont Street, Alfred Lord Boulevard, and North Walker Street. The area is not currently served by the Taunton wastewater collection system but is fully served by the City’s water distribution system. Zoning is rural residential with average lot sizes greater than one acre.
Soils and Groundwater: A majority of the soils within the Study Area are suitable for on-site sewage disposal systems. However, Title 5 testing has indicated that some areas experience high seasonal groundwater.
Surface Water and Wetlands: Oakland Mill Pond is located to the north and the Three Mile River flows along the northeast corner of Study Area H. The amount of surface waters and wetlands in the vicinity of the Study Area is considered significant for the purpose of this analysis. The Three Mile River and Oakland Mill Pond are listed on the Massachusetts 303d list of impaired waters. Water quality samples were collected from the Oakland Mill Pond at the end of Mill Street and from the Three Mile River at the Tremont Street bridge on September 26 and October 22, 2003. Results indicated fecal coliform counts of 18 and 10 col/100ml from the sample obtained from Oakland Mill Pond and 54 and 360 col/100ml from the sample obtained from the Three Mile River. Although the elevated fecal coliform counts in Oakland Mill Pond may be attributed to failing on-site septic systems, the results are inconclusive.
On-Site Septic System:. Assessment of Study Area on-site septic systems indicated that multiple system repairs and frequent system pumping locations were concentrated in the area of Alfred Lord Boulevard, Worcester Street, Tremont Street, and Walker Avenue area. Approximately 17 percent of the systems have been repaired or required frequent pumping.
Conclusions: Based on the above information Study Area H was given an on-site sewage disposal system suitability rating of 18.
Study Area K – Winthrop Street Study Area K is located in the southwest section of Taunton along Winthrop Street. The area is partially served by the Taunton wastewater collection system, with sewers in Cohannet Street and along a short section of Winthrop Street. Area K is fully served by the City’s water distribution system. Zoning is rural residential with average lot sizes between one-half and one acre.
Soils and Groundwater: A majority of the soils within the study area are suitable for use of on- site sewage disposal systems. However, Title 5 testing indicated isolated areas that experience high seasonal groundwater.
City of Taunton 2-22 BETA Group, Inc. Final CWMP and Draft EIR
Surface Water and Wetlands: The Three Mile River flows through the center of Study Area K crossing Winthrop Street and Cohannet Street. The amount of surface waters and wetlands in the vicinity of the study area is considered significant for the purpose of this analysis. The Three Mile River is listed on the Massachusetts 303d list of impaired waters. Water quality samples were collected from the Three Mile River at the Cohannet Street bridge on September 26 and October 22, 2003. Results showed low fecal coliform counts of 27 and 5 col/100ml.
On-Site Septic Systems: Assessment of Study Area on-site septic systems indicated that multiple system repairs and frequent system pumping location were concentrated in the area of Winthrop Street near Harvard Street and the area of Cohannet Street near Nuthatch Lane and Parker Terrace. Approximately 10 percent of study area K has experienced system repairs or frequent system pumping.
Conclusions: Based on the above information Study Area K was given an on-site sewage disposal system suitability rating of 19.
Study Area I – Norton Avenue, Worcester Street Study Area I is located in the west side of the City near the Taunton/Norton line. It contains Norton Avenue and Worcester Street. The area is not currently served by the Taunton wastewater collection system but is fully served by the City’s water distribution system. Zoning is zoned as rural residential with average lot sizes greater than an acre.
Soils and Groundwater: A majority of the soils within the study area are suitable for continued use of on-site sewage disposal systems. However, Title 5 testing has indicated that some areas experience high seasonal groundwater.
Surface Water and Wetlands: Study area I is located in proximity to the Three Mile River north of Oakland Mill Pond. The amount of surface waters and wetlands in the vicinity of the study area is considered moderate for the purpose of this analysis. The Three Mile River is listed on the Massachusetts 303d list. Water Quality samples were collected from the Three Mile River at the end of Rankin Road on September 26 and October 22, 2003. Results showed relatively low fecal coliform counts of 54 and 25 col/100ml.
On-Site Septic Systems: Assessment of Study Area on-site septic systems indicated that multiple system repairs and frequent system pumping occurred in the area of Norton Road, Rankin Road, and Short Street. Approximately 12 percent of Study Area I has experienced system repairs or frequent system pumping.
Conclusions: Based on the above information, Study Area I was given an on-site sewage disposal system suitability rating of 17. Based on workshop discussions with various City officials, this study area was included as a wastewater needs area.
City of Taunton 2-23 BETA Group, Inc. Final CWMP and Draft EIR
CHAPTER 3 RECOMMENDED PLAN FOR SEWER EXPANSION
3.1 Evaluation of Alternatives This chapter discusses a recommended plan and alternatives for sewer expansion in the City of Taunton. Chapter 4 of the CWMP discusses the various alternatives that are available to convey, treat, and dispose wastewater. These alternatives included approved Title 5 on-lot treatment and disposal systems for individual properties, community or shared Title 5 systems, satellite wastewater treatment systems, alternative wastewater collection systems, and considerations to expand the capacity and enhance the level of treatment at the Taunton WWTF. Chapter 6 of the CWMP discusses the costs and the environmental impacts associated with the implementation of these alternatives in the 14 prioritized needs areas.
3.2 Recommended Plan The sewer expansion areas have not changed from those outlined in Chapter 3 and Chapter 6 of the CWMP. The CWMP and Chapter 2 of this DEIR identified these areas through a detailed needs analysis that solicited input from various parties with extensive knowledge of the City. As discussed in Chapter 6 of the CWMP, sewering of the 14 needs areas to convey sewage to Taunton’s WWTF is the most cost effective and environmentally sound alternative. The primary objective of the CWMP was to provide improved wastewater management to these portions of the City where on-site systems are a major concern and an actual or potential cost burden to property owners. Due to soil or ground water conditions, higher priority areas have immediate concerns with little choice but to dispose of wastewater off site. Areas with a lower priority ranking have longer range needs but are not considered suitable for on-lot systems.
The recommended sewering plan involves construction of approximately 50 miles of sewers and 16 pumping stations. The sewers would primarily be installed within existing roads or rights-of- way and overland routes would largely be avoided. Due to topographical influences, a number of small pump stations are required to lift the wastewater to interceptor sewers that in turn would convey wastewater to the WWTF by gravity. The conceptual design of the proposed collection system for each of the needs areas has not changed since the CWMP. Conceptual design plans are presented on the mapping included in Appendix A of the CWMP. Expansion of the main lift pumping station and the Taunton WWTF are also required to accommodate sewer system expansion.
Since pumping stations are located in low lying areas frequently in close proximity to wetlands and their structures represent a permanent “disturbance” to the environment, siting to minimize these disturbances is a primary consideration during design. Although exact locations of pumping stations will be determined during the preparation of construction plans, the following is the best approximation for the locations of the proposed facilities based on available information.
City of Taunton 3-1 BETA Group, Inc. Final CWMP and Draft EIR
Area A – Field Street PS Needs Area A is located in the north section of Taunton and abuts multiple water bodies, including the northern section of Lake Sabbatia. The best apparent location for a pumping station is along Field Street, just west of the intersection with Woodview Drive.
Area C – Prospect Hill North PS Needs Area C is located in the north section of Taunton, and abuts the border with Raynham. The needs area is effectively bisected by Interstate 495. The Prospect Hill North pump station would collect flow from the northern portion of Needs Area C, and would be located approximately where the north section of Prospect Hill Street abuts the interstate, near the intersection with Elm Street in Raynham. The station is in close proximity to Bunk Pond.
Area C – Prospect Hill South PS The Prospect Hill South pump station would collect flow from the southern portion of Needs Area C, which includes the part of Prospect Hill Street immediately south of the Interstate 495 and its tributary roads. The pumping station would be located on Prospect Hill Street just north of the intersection with Lothrop Street. As with Prospect Hill North, the location of wetlands in the area must be addressed.
Area E – Thayer Drive PS Needs Area E is located in the west-central portion of Taunton and encompasses parts of Norton Ave (Rte 140), Fremont Street, and Davis Street. The Thayer Drive pump station would service the development of Thayer Drive and its associated side streets. Due to the proximity of the Three Mile River and its tributaries, the station will likely be located within the 100-foot buffer zone.
Area E – Tremont Street East PS The Tremont Street East pump station would collect flow from Crane Avenue and Tremont Street in both directions. The pump station would be located along Tremont Street adjacent to the Three Mile River. Care will be taken to locate the pump station in an appropriate location and at a sufficient distance to avoid negative impacts on the river.
Area H – Tremont Street West PS Needs Area H is located in the west portion of Taunton and includes Route 140 and its tributaries from Worcester Street to Glebe Street. The Tremont Street West pump station would collect flow from Tremont Street, and would be located at the intersection of Tremont Street and Alfred Lord Boulevard (Route 140).
Area I – Short Street PS Needs Area I is located in the northwest portion of Taunton, and abuts the Norton town line. The Short Street (Route 140) pump station would collect flow from Short Street and Worcester Street, and would be located at the intersection of Short Street and Norton Road.
City of Taunton 3-2 BETA Group, Inc. Final CWMP and Draft EIR
Area K – Winthrop Street PS Needs Area K is located in the southwest portion of Taunton, and encompasses Winthrop Street from Range Avenue to Joseph Warner Boulevard, including Dexter Farms road and Cohannet Street. The CWMP recommended the construction of a pump station at the intersection of Winthrop Street and North Walker Street. This pump station was installed between the issuance of the CWMP and the drafting of the EIR. The pump station services an area of South Walker Street and a short portion of Winthrop Street that were both sewered at the time the pump station was constructed.
Area L – Winthrop Street West PS Needs Area L is in the southwest portion of Taunton, and abuts the Dighton town line. It encompasses Winthrop Street from Range Avenue to the City line, as well as tributary areas including Range Avenue and Burt Street. The Winthrop Street West pump station would service all of Needs Area L, and would be located at the intersection of Winthrop Street and Burt Street.
Area L – Glebe Street PS The Glebe Street pump station would service the north end of Burt Street as well as Glebe Street. It would be located on Glebe Street adjacent to the Segreganset River.
Area Q – Somerset Ave PS Needs Area Q is located in the southern portion of Taunton, and abuts the Dighton town line. It primarily consists of Somerset Ave (Route 138), Railroad Ave, and their tributary streets. Railroad Avenue was sewered in 2008 as a minor extension. The Somerset Ave pump station would collect flow from all of Needs Area Q, and would be located at the southern tip of the Needs Area, adjacent to the Three Mile River.
Area U – Duffy Drive PS Needs Area U is located in the east-central portion of Taunton, and abuts the Raynham town line. The Duffy Drive pump station was constructed under the Phase I Waiver that allowed construction of the sewers serving the Elizabeth Pole School and ten residences along Harris Street. The station will ultimately collect wastewater from the Duffy Drive development and its associated side streets.
Area V – Paul Revere Terrace PS Needs Area V is located in the southeast portion of Taunton. It includes William Street and its associated streets, between Route 24 and the Raynham town line (the Taunton River). The Paul Revere Terrace pump station would be located at the end of Paul Revere Terrace, and would service all of Needs Area V.
Area Z – Myricks Street PS Needs Area Z is located in the southeast corner of Taunton, on the town line with Lakeville. The Myricks Street pump station would collect all of the flow from Needs Area Z, and would be located on Myricks Street near Route 140.
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Area AA – Turner Street PS Needs Area AA is located in the extreme eastern end of Taunton. It includes Turner Street and Highstone Street, and abuts the town line with Lakeville. It also includes Cain Pond and abuts Big Bearhole Pond. The Turner Street pump station would collect flow from all of the proposed sewers on Turner and Highstone Streets and would be located at the intersection of Turner Street and Highstone Street.
Area AA – Precinct Street PS The Precinct Street pump station would collect flow from Precinct Street and Woodland Trail, and would be located at the intersection of Precinct Street and Woodland Trail.
As noted above, sewers have been constructed in small parts of Needs Area U, Needs Area K, and Needs Area Q.
3.3 Construction Methods The sewer construction proposed for the recommended expansion plan is similar in size and scope to the past sewer projects in Taunton, summarized in Chapter 1 of this report. Based on the conceptual designs described in Appendix A of the CWMP, nearly all proposed gravity sewer and force main work will occur within existing paved roadway rights-of-way. Minor easements may be necessary to connect certain areas.
The sewer projects consist of typical gravity sewers and manholes, pump stations with sewer force mains, and low pressure sewers with grinder pumps. The pump stations are mainly below grade and consist of small above grade structures. Therefore, conventional construction methods will be utilized in most cases, such as trench excavation and backfill for pipe installations and open excavation for structures and pump stations. The following provisions will also be made during construction:
• All projects will include placement of erosion control devices prior to excavation. The locations, types of devices, and maintenance needs will be coordinated with the local Conservation Commission.
• Wetland resource areas and buffer zones thereto will be clearly marked as off- limits to construction equipment and materials storage.
• Given the dense nature of some of the project areas, equipment selection and excavation methods will focus on minimizing size and disturbance.
• Conventional construction methods involve the use of an excavator to open trenches at the depth necessary for sewers, which can range from four to ten feet under typical conditions. After sewer installation, the trench will be backfilled with suitable material and compacted. The site will be cleaned and adjacent areas that are disturbed as a result of construction shall be restored.
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• Surface restoration will closely follow excavation activities to maintain access to residences and local businesses. Construction will be sequenced to avoid recreational areas during the summer months.
• Paved areas will be resurfaced weekly or more frequently depending on the type of road, and stockpiled materials that remain on site for more than a day will be covered to prevent erosion.
• Construction dewatering, where necessary, will be discharged to sediment capture areas and infiltrated to the maximum extent feasible.
• Construction equipment will include an excavator, a backhoe, a soil transport vehicles, hand tools, compactors, rollers, and equipment trucks.
• Maintenance, repair, and fueling of equipment shall be confined to areas specifically designed for that purpose. These areas will have adequate waste disposal receptacles for liquid and solid waste. Waste oil shall be removed to designated waste oil collection areas for recycling. No potential pollutants shall be allowed to drain into catch basins, streams, or other water bodies.
3.3.1 Construction Period Impacts Using the general descriptions of construction methods previously provided within this section, a general summary of impacts is provided below, including impacts from earth moving, impacts to vegetation, potential impacts from erosion and sedimentation, traffic impacts, and impacts to adjacent land uses. More specific environmental impacts are discussed in Section 3.4.1.
Earth Excavation Assuming typical trench depth for each type of sewer pipe proposed, the sewer expansion plan will require approximately 100,000 cubic yards of trench excavation. It is expected that most of the excavated soil will be suitable for reuse within the trench. It can be assumed that 25 percent of the soil excavated may have to be disposed due to displacement by the sewer pipe, soil removed to add proper pipe bedding and cover, and the soil removed to add road sub-base. The excess excavated soil should be easily useable as backfill for other projects, or could even be sold. There should be minor amounts of unsuitable soils, such as organic material, that must be disposed at a proper location or used for landscaping applications.
Potential impacts from earth excavation include roadway and site disturbance, erosion, and sedimentation from runoff across these areas.
Earth Moving Excavated soils that must be removed and/or disposed of will require transportation off-site. The contractor will utilize trucks of various sizes to accomplish this. The impacts from earth moving include dust and soil deposits within the project area and along access roads. Soil will likely be moved within project sites for backfilling and stockpiling. Stockpiling for extended durations will only be allowed at a site approved by the City.
City of Taunton 3-5 BETA Group, Inc. Final CWMP and Draft EIR
Impacts to Vegetation There will be impacts to vegetation at locations where construction occurs outside the existing roadways. For the most part, this will include individual house service connections that will be installed from the roadway to the property line, installation of grinder pumps at the property line and installation of pump stations. Service connections and grinder pumps will disturb the vegetation that typically occurs between the roadway and property line, which is a distance typically between five to ten feet from the edge of pavement. Vegetation is typically in the form of grass, mulch, stone, or bare soil. Pump stations will be located as close to the roadway as possible and only in suitable areas. Some removal of substantial vegetation such as trees and brush may be required for the pump station installations. The impacts from removal of vegetation include removal of native plants and trees, increased erosion, and sedimentation, and loss of natural buffer between properties.
Erosion and Sedimentation Since there is very little work proposed outside of roadways, much of the sedimentation will occur from runoff from rainfall passing over unpaved or unstabilized trenches, collecting sediment, and transporting it to receiving waters. These waters include nearby wetlands, streams, or surface waters. Sedimentation sources may also include soil stockpiles that are not adequately covered. Erosion may occur from pump station sites that have been disturbed and have not yet been stabilized or restored to the original conditions.
The impacts from erosion and sedimentation include water quality impacts to nearby wetlands, streams, or surface waters from sediment, sediment accumulation in receiving waters and drain systems, and alteration to existing land forms.
Traffic Impacts There will be impacts to traffic in all areas of the sewer expansion plan. The traffic impacts will occur from construction activities occurring in the roadway and truck traffic to and from the construction site. The impacts will mainly occur in local roads within a project area and will be minimal. These roads are subject to very few vehicle trips that primarily occur for commuting purposes in the morning and evening, prior to and after daily construction. The impacts will include slight to moderate traffic back-ups, increased traffic on alternate routes, and restricted access to certain areas.
Impacts to Adjacent Land Uses The sewer expansion plan is targeted to virtually all residential areas. The main impact to developed land uses within the project areas is a limited restriction of access to properties during construction. Sewer expansion outside the areas proposed for sewer will be restricted by the City. Potential growth and growth management strategies are discussed further in Section 3.5.
3.4 Specific Impacts in the Needs Areas The following sections assess environmental impacts in each of the needs areas that were recommended for sewer system expansion. It supplements information presented in Chapters 5 and 6 of the CWMP. Wetland resource areas in each of the Needs Areas were identified and the
City of Taunton 3-6 BETA Group, Inc. Final CWMP and Draft EIR
significance of the resource areas related to the interests of the MA Wetlands Protection Act was determined. These interests include public and private water supply, ground water supply, storm damage prevention, prevention of pollution, flood control, protection of fisheries, shellfish and wildlife habitat. A detailed evaluation of wetlands and natural resources, prepared by Wetland Strategies, Inc. is provided in Appendix D.
General observations of conditions in Taunton and definitions of some of the features identified are discussed below.
Bordering Vegetated Wetlands Bordering vegetated wetlands (BVW) are defined as freshwater wetlands that border on creeks, rivers, streams, ponds and lakes. Types of freshwater wetlands include wet meadows, marshes, swamps, and bogs. BVW are areas where the soils are saturated and/or inundated such that they support a predominance of wetland indictor plants. The boundary of the BVW is the line within which 50 percent or more of the vegetative community consists of wetland indicator plants and saturated or inundated conditions exist. BVW are presumed significant to the interests of the MA Wetlands Protection Act including public water supply, private water supply, ground water supply, flood control, storm damage prevention, prevention of pollution, protection of fisheries, and wildlife habitat.
Land Under Water Bodies and Waterways Land Under Water Bodies and Waterways are defined as the land beneath any creek, river, stream, pond or lake. This type of land is generally composed of organic muck or peat, fine sediments, rocks, or bedrock. The boundary of land under water bodies and waterways is the mean annual low water level. Land under water bodies and waterways are presumed significant to public and private water supply, ground water supply, flood control, storm damage prevention, prevention of pollution, fisheries, and wildlife habitat. For work in areas that are significant to the protection of fisheries, the issuing authority may impose a time of year restriction to prevent adverse impacts to the fisheries habitat during spawning season. The time of year restriction is generally limited to the period from March 15th and June 15th in any one year. Imposing the time of year restriction would be likely if the proposed work will result in dredging, disposal of dredged fill material, or filling in a fish run. Areas of the Taunton River south of Route 140 have been designated as Living Waters Core Habitat by the Natural Heritage and Endangered Species Program. The purpose of the designation is to identify critical sites for maintaining freshwater biodiversity.
Bordering Land Subject to Flooding Bordering Land Subject to Flooding is any area which floods from a rise in a bordering waterway or water body. It is defined as an area with low, flat topography adjacent to and inundated by flood waters rising from creeks, rivers, streams, ponds, or lakes. It extends from the banks of these water bodies and waterways. Where a BVW occurs, it extends from the wetland. The boundary of bordering land subject to flooding is the estimated maximum lateral extent of flooding which will theoretically result from the statistical 100-year frequency event. Said boundary shall be that determined by reference to the most recently available flood profile data prepared for Taunton under the National Flood Insurance Program (NFIP), currently
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administered by the Federal Emergency Management Agency (FEMA). This resource area is significant to the interests of flood control and storm damage prevention. Certain portions of bordering land subject to flooding are also significant to wildlife habitat including those areas within the ten year flood plain and areas within 100 feet of a bank or BVW (whichever is further from the water body or waterway, so long as such area is contained within the 100-year flood plain, except for those areas so heavily altered by human activity that their important wildlife habitat functions have been effectively eliminated).
Banks A bank is defined as the portion of land surface which normally abuts and confines a water body. It occurs between a water body and BVW and adjacent flood plain, or in the absence of these, it occurs between a water body and an upland. A bank may be partially or totally vegetated or it may be comprised of exposed soil, gravel or stone. The upper boundary of a bank is the first observable break in slope or the mean annual flood level, whichever is lower. The lower boundary of a bank is the mean annual low flow level. Banks are significant to public water supply, private water supply, ground water supply, flood control, storm damage prevention, prevention of pollution, fisheries, and wildlife habitat.
Riverfront area Riverfront areas are defined as areas of land between a river’s mean annual high water line and a parallel line measured horizontally outward from the river and a parallel line measured 200 feet away. It may overlap other wetland resource areas or their buffer zones. Only perennial rivers, streams and creeks have an associated riverfront area. In Taunton, certain areas of the Taunton River have been designated as Densely Developed. Densely Developed areas in Taunton include the Weir Village on West Water Street and areas within downtown Taunton. Neither of these Densely Developed areas is within any of the Needs Areas addressed within this evaluation. The riverfront area within these Densely Developed areas extends horizontally outward from the river for 25 feet. Riverfront areas are significant to public water supply, private water supply, ground water supply, flood control, storm damage prevention, prevention of pollution, fisheries, and wildlife habitat.
MA Wetlands Protection Act regulations at 310 CMR 10.58 specifically address the riverfront area. In these regulations, there are activities that are grandfathered or exempted from the requirements for riverfront areas, including the “construction, expansion, repair, ….of public or private wastewater treatment plants and their related structures.” As such, the work proposed within the Plan is exempt from the riverfront area requirements of the MA Wetlands Protection Act.
Rare and Endangered Species Habitat Designations of rare and endangered species habitats are determined by the Natural Heritage and Endangered Species Program of the MA Division of Fisheries and Wildlife. These habitats are protected under the MA Wetlands Protection Act and under the MA Endangered Species Act. Work within an Estimated Habitat triggers the requirement to submit a copy of the Notice of Intent to the Natural Heritage Program. Work in a Priority Habitat requires the proponent to provide site specific information to the Natural Heritage Program, including site location and
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project plans. However, certain projects are exempt from review in priority habitats including the “construction, repair, replacement, or maintenance of septic systems, utility lines, sewer lines, wastewater treatment systems, or residential water supply wells within existing paved areas and lawfully developed and maintained lawns or landscaped areas.” Therefore, to the extent that implementation of the Plan will occur within paved areas, the work is exempt from the requirements for review in a priority habitat. Also, areas designated as priority habitats are co- terminus with areas designated as estimated habitats within the City of Taunton according to the Natural Heritage Program’s maps. A listing of rare species in Taunton as developed by the MA Division of Fisheries and Wildlife is presented in Table 3-1.
3.4.1 Needs Area A Wetlands Study Area A is located in the northern section of Taunton along Field Street and Bay Street. It is characterized as a residential area with average lot sizes between a half-acre and an acre in size. Observed major wetland resource areas include parts of Watson Pond, the Snake River, and Lake Sabbatia. On the south side of Field Street a BVW is present within 100 feet of Field Street that is associated with Lake Sabbatia. It appears the Taunton Conservation Commission has identified some of these wetland areas, as evidenced by the DEP file number posted for file number SE 73-1707 and SE 73-2269 along Field Street. On Leahy Drive, BVW was observed to the rear of the dwellings on the west side of Leahy Drive and appeared to be within 100 feet of Leahy Drive. On the west side of Woodview Drive, there is an area of BVW associated with an un-named pond and is within 100 feet of Woodview Drive. BVW also exists on Jaclyn Road to the southwest and at the end of Rachel Drive adjacent to Interstate 495. BVW associated with Watson’s Pond exists at the end of Erin Drive, at the end of Bayberry and at the end of Crane Avenue North. Along Bay Street, a small BVW exists opposite the entrance to Watson Pond State Park. Scadding Road crosses over an area of open water, bisecting Lake Sabbatia.
Needs Area A includes the installation of gravity sewer lines and force mains within portions of the above mentioned roadways. Work in the roadway will not result in any direct impacts to the wetland identified above, as the gravity sewer and force main will be installed within the roadway layouts. The proposed work will require the approval of the Conservation Commission, as the work is proposed to occur within the regulatory 100-foot buffer zone of the wetland areas identified above. To protect the wetland resource areas from any indirect impacts, it is recommended that a row of hay bales, staked end to end, be installed at the edge of the roadway. Installing the hay bales will serve to trap any sediment prior to reaching the wetland. Any accumulated sediment should be removed and disposed of in an upland area prior to the removal of the hay bale barrier. In any areas where the slope exceeds 3:1, it is also recommended that a silt curtain (an impermeable device used for control of suspended solids and turbidity) be installed on the down-gradient side of the hay bale line to provide additional protection. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected from erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Installation of a pump station is proposed west of the intersection of Field Street and Woodview Drive and is not expected to result in any direct impacts to wetland resource areas. Needs Area
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A includes areas within an Interim Wellhead Protection Area (Zone II). Wellhead areas are particularly sensitive to any nutrient loading and installation of the sewer lines will serve to remove any nutrient input from any individual failing septic systems.
Construction of the project will not directly alter wetland resource areas and therefore the wellhead area will not be adversely affected by the project. Area A is also within the Hobomock Swamp Area of Critical Environmental Concern (ACEC). Altering wetlands within an ACEC requires a filing with the Secretary of the Executive Office of Environmental and Energy Affairs (EOEEA).
Table 3-1 Rare Species List for the City Of Taunton
Taxonomic Group Common Name Scientific Name State Rank Fish Atlantic Sturgeon Acipenser oxyrhynchus E Fish Bridle Shiner Notropis bifrenatus SC Amphibian Eastern Spadefoot Scaphiopus holbrookii T Amphibian Marbled Salamander Ambystoma opacum T Amphibian Blue-spotted Salamander Ambystoma laterale SC Reptile Wood Turtle Clemmys insculpta SC Reptile Blanding's Turtle Emydoidea blandingii T Reptile Eastern Box Turtle Terrapene carolina SC Mussel Triangle Floater Alasmidonta undulata SC Mussel Tidewater Mucket Leptodea ochracea SC Mussel Eastern Pondmussel Ligumia nasuta SC Dragonfly/Damselfly Comet Darner Anax longipes SC Dragonfly/Damselfly Pine Barrens Bluet Enallagma recurvatum T Butterfly/Moth Chain Dot Geometer Cingilia catenaria SC Butterfly/Moth Barrens Buckmoth Hemileuca maia SC Bird Sharp-shinned Hawk Accipiter striatus SC Bird American Bittern Botaurus lentiginosus E Bird Northern Parula Parula americana T Vascular Plant Swamp Oats Sphenopholis pensylvanica T Vascular Plant Climbing Fern Lygodium palmatum SC Vascular Plant Eaton's Beggar-Ticks Bidens eatonii E Vascular Plant Cat-Tail Sedge Carex typhina T Vascular Plant Three-Angled Spike-Sedge Eleocharis tricostata E Vascular Plant Philadelphia Panic-Grass Panicum philadelphicum SC Vascular Plant Pale Green Orchid Platanthera flava var herbiola T Vascular Plant Plymouth Gentian Sabatia kennedyana SC Vascular Plant Long's Bulrush Scirpus longii T State rank category SC = Special Concern, T = Threatened, E = Endangered Source: MA NHESP, 2006
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Historic and Archaeological Sites Area A contains three archaeological sites, three historic cemeteries, and an historic area. Archaeological sites 19-BR-615, 19-BR-257 and 19-BR-304 are all pre-historic sites which contain quartz flake findings. They are located off Field Street. The proposed pump station is to be located 200 feet down the street from the Field Cemetery. Area A also contains the Bassett Burying Ground off Field Street and the Center Historical Area that includes North Taunton Cemetery, the North Taunton Baptist Church and two residences which date to the late 1700’s.
3.4.2 Needs Area C Wetlands Needs Area C includes Field Street, Lothrop Street, and Prospect Hill Street along the northwest boundary of Taunton. It is characterized as residential with most lot sizes between one half and one acre. Wetland resource areas in area C include small un-named ponds and streams and associated BVW as further defined herein. The following resource areas were observed. On Field Street, BVW exists east and west of Lothrop Street. At the intersection of Field Street and Terrianne Drive, a BVW extends north and continues to the rear of the dwellings on Diniz Street. These wetlands are associated with an intermittent stream that crosses Field St. at Terrianne Drive. Wetlands associated with the stream continue to the south as well.
A multi-unit mobile home park exists on Lothrop Street and includes mobile homes on accessory, dead end roads. BVW observed in the mobile home park include an area to the west of Meetinghouse Road, and at the end of Hemlock Road, Acorn Drive and Daisy Ave. On Prospect Hill Street, BVW exists near house number 122, 174, and 201. More BVW exists at the intersection of Prospect Hill Street and Cody Street and is associated with an intermittent stream.
Work in Area C includes installation of both gravity sewer lines and force mains. A pump station is also proposed on Prospect Hill Street. Installation of the mains will not result in any direct alteration to any wetland resource areas as work will occur with the roadway layouts. A hay bale barrier, with bales staked to end, must be installed along the edge of the roadway in areas noted above. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stock piled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Installation of the pump stations on Prospect Hill Street is to occur within close proximity to the BVW. To protect the wetland, it is recommended that a hay bale barrier be installed between the wetland and the location of the pump station. Should de-watering be necessary, the use of a temporary settling basin in an adjacent upland area is recommended to reduce the introduction of suspended solids into the wetland. Alternatively, any discharge waters should be allowed to flow over upland areas prior to reaching any wetland areas. Work should be scheduled to occur during the late summer and early autumn to the extent practical to minimize the need for de- watering and prevent excess run-off.
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Area C is also within the Hobomock Swamp Area of Critical Environmental Concern (ACEC). Altering wetlands within an ACEC requires a filing with the Secretary of the Executive Office of Environmental and Energy Affairs (EOEEA).
Endangered Species The Natural Heritage and Endangered Species Program has identified an area in the western portion of Area C as within a Priority Habitat for rare and endangered species. As a result of this designation, the Natural Heritage Program must receive a copy of any filings made with the Taunton Conservation Commission. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Historic and Archaeological Sites Area C has two pump stations proposed for construction and contains two archaeological sites and an historic cemetery. The proposed pump station in the I-495 right of way off Prospect Hill Street appears to occupy the same area as the Wilbore Historic Site (TAU-HA-4). This site contains remnants of a family farmstead from the 1700’s including a dwelling house cellar, outbuildings, a well, the grave of a five-week-old baby and a barn, as well as personal and domestic artifacts. Area C also contains archaeological site 19-BR-487. It is a pre-historic site of quartz flakes presumed to be used for tool making. This site falls in the neighboring town of Raynham on the Taunton border just off Prospect Hill Road. Also, the Wetherell Cemetery exists in the southern section of Area C at the corner of Prospect Hill and Lothrop Streets. The second proposed pump station is to be located 500 feet north of the cemetery off of Prospect Hill Road.
3.4.3 Needs Area E Wetlands Area E includes portions of Fremont Street, Dunbar Street, Norton Avenue, and various cul-de- sacs off these major roads. It is residential in nature, with lots varying from small half-acre to more rural lots over an acre in size. Davis Street crosses an intermittent stream that includes a BVW on the east side. Further south on Davis Street, more BVW exist and these wetlands were contiguous with those at the end of Tremont Avenue associated with the Three Mile River. At the end of Wilde Ave., a small BVW was noted. Along Dunbar Street, bordering vegetated wetland exists on the south side at numbers 116 and 194 Dunbar Street. At the end of W. Brittania Street, there is a small area of BVW adjacent to the railroad tracks. At 85 Fremont Street, a drainage ditch and BVW were observed.
Within the areas of Lori Lane, Robin Drive, Nickerson Way, and Gurnsey Way, an intermittent stream was noted that runs north/south with each of these roadways crossing over the stream. The stream includes an area of associated BVW along its entire length.
Devon Street also includes an area of BVW at its terminus. At the northern end of Area E, Norton Avenue crosses over a perennial stream that includes an associated BVW. Radante Estates is an area of permanent trailer homes off to the west of Norton Street. BVW areas were observed at the south west end of the development, at the end of Thayer Drive, Northway Drive, and Southway Drive. These wetlands are contiguous with the Three Mile River. A perennial
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stream flows from a larger wetland at the northeast end of Radante Estates to the Three Mile River toward the development.
Work in Area E includes the installation of a sewer main within the layout of the roadways identified above. Since the work will occur within the buffer zone (100 feet) of the wetland areas identified above, the wetland will need to be protected against any erosion or siltation during construction. The use of a hay bale barrier, staked end to end and installed between the wetland and the edge of the roadways identified above is recommended. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected from erosion by the establishment of an erosion control barrier between the stockpile and any wetland areas.
It is not expected that either of the two pump stations proposed in Area E (one to the west of Tremont Ave and the other at the end of Northway Drive) will be located within the wetland, but each will be within the 100 buffer zone. As such, adequate erosion control measures including the use of a siltation barrier will need to be installed prior to construction of each pump station.
Endangered Species The Natural Heritage and Endangered Species Program has identified an area significant to the protection of rare and/or endangered species. As a result of this designation, the Program must receive a copy of any filings made with the Taunton Conservation Commission for review. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Floodplain Area E includes the flood zone associated with the Three Mile River. None of the work associated with this project is expected to result in any fill in the flood zone, thus the proposed work will comply with the performance standards for work in the Bordering Land Subject to Flooding.
Historic and Archaeological Sites Area E contains an historic area with historic homes and two cemeteries. In the western section of Area E off Worcester Street exists the Joseph Willis House built in 1688 and the Willis Burying Ground which exists behind the house. Also, the Historic Oakland Mills District exists off Tremont Street, which contains mill remains; worker houses and other houses owned by mill management all dating from the 1820s. The location of a proposed pump station is within the historic area at the corner of Tremont Street and Alfred Lord Boulevard. Further to the east lies the Mount Nebo Cemetery off Glebe Street.
3.4.4 Needs Area H Wetlands Area H includes portions of Route 140 from Glebe Street at the south end to White Pine Drive to the north. Several secondary roads off to the west of route 140 including N. Walker Street are also included in area H. Area H is characterized as rural residential with lot sizes generally greater than one acre.
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Wetland resources areas in Area H include the Three Mile River and Shepards Factory Pond, located to the east of the study area. At the intersection of Glebe Street and Route 140, a large wetland system associated with the Three Mile River was observed with steep banks rising up to Glebe Street. Tremont Street (Route 140) crosses over a tributary to the Three Mile River, just north of Mill Lane and the area includes an associated BVW. Along N. Walker Street, WSI observed another wetland and perennial stream crossing adjacent to numbers 17 and 19 N. Walker Street. Additional wetlands were observed at the intersection of Glebe Street and N. Walker Street. On White Pine Drive, an intermittent stream and associated BVW were observed at house number 84. Contiguous wetlands were observed at #144 White Pine Drive and from 143 to 175 Shagbark Rd.
Shagbark Road crosses a wetland adjacent to house number 241 and a limited area of BVW was observed at the far southern end of Shagbark Rd.
The proposed work in Area H includes the installation of a force main along Tremont Street and Alfred Lloyd Blvd. A gravity sewer main is to be installed along portions of N. Walker Street. In addition, a pump station is proposed at the intersection of Worcester and Tremont Street. There were no wetland areas in the vicinity of the proposed pump station. Work on Tremont Street, Alfred Lloyd Blvd, and N. Walker Street will include activities within the buffer zones of the wetland areas identified above. To protect these wetlands, the use of a hay bale barrier, staked end to end and installed between the edge of the roadway and the wetlands is recommended. The barrier should remain in place until all work is complete and any accumulated debris has been removed. In areas along Glebe Street where the steep banks occur, the use of a siltation fence in addition to the hay bale barrier is recommended. The silt fence is to be installed down-gradient of the hay bale barrier and should be toed into the slope. Providing an additional erosion control barrier along the steep slopes is recommended to ensure that the wetlands are not impacted by siltation or sedimentation. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Endangered Species Area H includes an area identified by the Natural Heritage and Endangered Species Program as Estimated Habitat and Priority Habitat. The habitats are associated with the Three Mile River, which runs along the east side of Tremont Street (Route 140). Installation of the sewer main on Glebe Street and Mill Lane may occur within these habitat boundaries. If so, Taunton will need to submit a copy of the Notice of Intent to the Program. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Floodplain A flood zone is also associated with the Three Mile River. Although the work is not likely to result in any fill in the flood zone, the project is expected to meet the performance standards for work in Bordering Land Subject to Flooding as set forth in the Wetlands Protection Act.
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Historic and Archaeological Sites Area H contains two cemeteries. It appears that the proposed pump station is located away from any places of historical significance.
3.4.5 Needs Area I Wetlands Area I includes an area along the Taunton/Norton border, along portions of Route 140 and Worcester Street, as well as cul-de-sac secondary roadways off route 140. The area is residential, with lot sizes generally an acre or more.
Wetland resource areas include the Three Mile River along the eastern edge of the study area. In addition, a BVW was observed at the end of Warrior Road and along Tremont Street from the north of Indian Trail to Woodward Estates. Tremont Street crosses over a small intermittent stream and wetland area to the north of Brookview Circle. BVW were also observed at the intersection of Juniper Lane and route 140 and along Juniper Lane as it continues to the south. Tremont Street crosses over another intermittent stream and BVW just south of Rankin Road. Along Worcester Street, there is an intermittent stream crossing south of the Short Street intersection and another stream and wetland system at its intersection with Kendra Lane. Kendra Lane has wetlands on the east side and at the end of the Lane. Meadowbrook Lane is adjacent to an intermittent stream and wetlands at house number 46 and the wetland continues along the north side of Meadowbrook to its end.
At the end of Foxhill Drive, an area of BVW was observed. Further north on Worcester Street, BVW north of Meadowbrook Lane, on both the east and west sides of Worcester Street and on the east side at the City line were also noted.
A pump station is proposed on Tremont Street, north of the intersection with Rankin Road. There were no wetlands observed in the vicinity of the proposed pump station. Sewer force mains are also proposed within the layout of the streets within Area I. Work on the sewer lines will occur with the buffer zones of the wetland areas identified above. To protect these wetlands, the use of a hay bale barrier, staked end to end and installed between the edge of the roadway and the wetlands, is recommended. The barrier should remain in place until all work is complete and any accumulated debris has been removed. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Floodplain Area I includes a flood zone associated with the Three Mile River and rare and endangered species habitat area as identified by the Natural Heritage and Endangered Species Program. Work to install the force mains and pump station is not expected to result in any fill in the flood zone, thus the work will not require any compensatory flood storage.
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Endangered Species Installation of the force main on Rankin Road may occur within the rare species habitat. If so, the Taunton will need to submit a copy of the Notice of Intent to the Natural Heritage and Endangered Species Program. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Historic and Archaeological Sites Area I contains one cemetery. The pump station is located away from any places of historical significance. The Woodward Burying Ground exists in the western portion of Area I off Norton Avenue near the Norton border. The proposed location is off Alfred Louis Boulevard in the eastern section of the area.
3.4.6 Needs Area K Wetlands Area K includes portions of Route 44 (Winthrop Street) in the southwestern side of Taunton. Route 44 crosses over the Three Mile River and its associated floodplain and BVW. The area is characterized as rural residential with commercial development along Winthrop Street. House lots range in size from one-half acre to one acre.
As noted, Route 44 crosses over the Three Mile River at Cohannet Street. The Three Mile River includes a flood zone as determined by the Federal Emergency Management Agency. A BVW is present along both sides of the river. BVW was observed on the north side of Route 44, from Cohannet Street to Dexter Farm Road. The BVW continues along the west side of Dexter Farm Road to its intersection with Marcia Bliss Rd. Additional areas of BVW were observed along the north and south sides of Route 44 to the far western end of Area K. At the intersection of Route 44 and N. Walker Street extension, a culvert with BVW on each side of the crossing was observed. The culvert passes a perennial stream which eventually joins the Three Mile River.
Work proposed to occur in Area K includes the installation of a gravity sewer line within the Route 44 layout and several secondary roads. A force main is also proposed, running parallel to Route 44 to the south. A pump station is to be installed at the intersection of Route 44 and N. Walker Street. Installation of the gravity sewer line will not impact any BVW as the work will occur within the layout of Route 44. No impacts to the flood zone are expected because the work will not result in any filling within the flood plain. Installation of the force main will temporarily disturb the BVW associated with the Three Mile River at the intersection of Route 44 and Cohannet Street. The impacts will be temporary in nature and any wetland altered as a result of the work will be restored to its pre-construction elevation and contours. The area will be re-vegetated with native wetland species including herbaceous grasses and forbs. Installation of the pump station is not expected to result in any alteration to the wetland. Any fill in the flood zone as a result of the pump station will be negligible.
The hay bales are to be installed between the wetland and the edge of the road prior to any activity. The use of a siltation fence in areas where the slope exceeds 3:1 is recommended. The silt fence is to be installed on the down-gradient side of the hay bale barrier with the toe trenched in along its entire length. Any excavate or stockpiled materials should be kept away from the
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resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Endangered Species The Natural Heritage and Endangered Species Program has designated the Three Mile River and lands adjacent to it as habitat for rare and/or endangered species. As a result of the habitat designation, the proponent will need to submit a copy of the Notice of Intent to the Program. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Historic and Archaeological Sites Area K contains an historic area, a pump station, a cemetery and an archaeological site. The Old Westville Village Area exists off Winthrop Street and Walker Street. It consists of a Congregational Church, a hall, a store, a cluster of early residences at the crossroads of North and South Walker Streets and the remains of a textile mill and adjacent working housing, all of which dates to the late 1700s to early 1800s. The proposed pump station in the area is to be located adjacent the west bank of the Three Mile River. Its location is in close proximity to a few houses that could be considered historic but are not yet inventoried. Up the road exists the Westville Cemetery between Cohannet Street and Route 44. In the extreme northeast portion of Area K, east of the Three Mile River, exists archaeological site 19-BR-359, which contains some pre-historic projectile points and ceramics.
3.4.7 Needs Area L Wetlands Study Area L includes an area in the south west portion of Taunton, from Route 44 north along Burt Street. Smaller side roads and cul-de-sacs off of Burt Street are also included. The area is zoned rural residential with some commercial business along Winthrop Street (Route 44).
Numerous wetland areas were observed throughout area L. The Segreganset River is located on the west side of the study area. Burt Street crosses an area of BVW just to the north of its intersection with Route 44 and at 1059 Burt Street. BVW exists along Rocky Woods Street at 1002 Rocky Woods and from 865 to 916 Rocky Woods Street. Further north on Burt Street, wetlands were observed at house number 892. At the intersection of Burt Street and Chris Drive, an area of BVW. Laneway Street is a dead end off Burt Street that crosses over the Segreganset River. A narrow band of BVW was observed at the crossing.
On Caroline Drive, areas of BVW were observed at house number 135 and at the intersection with Anne Drive. Glebe Street E. includes wetlands along most of its length on both the north and south sides. Glebe Street W. crosses over the Segreganset River and there is a BVW associated with the crossing. Morgan Street off of Glebe Street W. includes an area of BVW at its terminus. Continuing north on Burt Street, WSI observed other areas of BVW at house number 1391, number 920 and from 367 to 463 Burt Street. At 1260 Burt Street, the BVW is associated with an intermittent stream. DEP File number SE 73-2271 was posted at a wetland area just south of the Burt Street and Tremont Street intersection indicating that the wetlands
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have been identified and that the Taunton Conservation Commission has reviewed the wetland boundary.
The work proposed in Area L includes installing a gravity sewer on Burt Street, Rocky Woods Street, Laneway Street, and Glebe Street E. and W. Force mains are to be installed within some of the secondary side roads and cul-de-sacs off Burt Street. Since work will occur within the layout of the roadways, no direct impacts to the wetland resource along the roadways in expected. To protect the wetland from any indirect impacts, a hay bale barrier is recommended between the wetland and the edge of the roadway. A pump station is to be installed on Glebe Street W. in close proximity to the Segreganset River. The pump station will not be constructed within the wetland but because of its close proximity, an erosion control barrier is needed to prevent any indirect impacts to the wetland during construction. A hay bale barrier, staked end to end, is recommended to be installed prior to any construction. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Endangered Species The Natural Heritage and Endangered Species Program has identified a habitat for rare/endangered species at the Burt Street/Route 44 intersection. To satisfy the Program, the City of Taunton will need to submit a copy of the Notice of Intent to the Program. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Several certified vernal pools are located within the wetland areas of Area L. These pools will not be disturbed by the proposed activity as they are embedded into the wetland areas far to the west of Burt Street.
Floodplain A flood zone associated with the Segreganset River has been identified by FEMA at the north end of Burt Street. Work on Burt Street to install the gravity sewer is not expected to result in any fill in the flood zone and the work therefore meets the performance standards in the Wetlands Protection Act.
Historic and Archaeological Sites Area L contains a single pump station and a cemetery. The proposed pump station is to be located off Glebe Street towards Rehoboth. In the southern section of the area is the Walker Burying Ground, which exists at the end of Laneway Street.
3.4.8 Needs Area Q Wetlands Area Q includes a small area at the southern end of Taunton, at the confluence of the Taunton River and the Three Mile River. It includes areas of Somerset Ave. (Route 138) and Railroad Ave. It is characterized by small, single-family home sites.
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BVW were observed at the end of Riverfield Street and Oakridge Lane, within 100 feet of the roadway. Additional wetlands were observed on Route 138 between Railroad Ave and Oakridge Lane. On the east side of Railroad Avenue, significant areas of BVW were observed on both sides of the road and continued to the eastern end of Railroad Ave. These wetlands are associated with an intermittent stream that flows east into the Taunton River. DEP File No SE 73- 2242 was posted at the end of Railroad Avenue and it is therefore likely that the Taunton Conservation Commission has identified the extent of the wetland in this area. A pump station is proposed at the far southern end of the needs area, at the municipal boundary. A BVW associated with the Taunton River is adjacent to the location of the pump station.
To protect the above noted wetland resource areas, a siltation barrier is recommended. Staking a row of hay bales, end to end, along the edge of the wetland should provide adequate protection from silt and sediment. The barrier should remain in place until all construction activities have ended and any accumulated sediment is removed and disposed of in an upland location. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stock piled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Floodplain Area Q includes an area of flooding, associated with both the Taunton River and the Three Mile River.
Endangered Species A habitat for rare and endangered species habitat is also situated in Area Q. As a result of this designation, the Program must receive a copy of any filings made with the Taunton Conservation Commission for review. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Historic and Archaeological Sites Area Q lies in the most southerly section of the City and contains two archaeological sites and a cemetery. Site 19-BR-93 is a village of six acres bordered on the west and south by the Three Mile River and on the east by Somerset Avenue. Site 19-BR-275 exists east of Elm Street and on the north side of the Three Mile River. Also to the immediate north of the 19-BR-275 site is the Hathaway Burying Ground which exists off of Somerset Street.
3.4.9 Needs Area R Wetlands Needs Area R is located along the Taunton/Berkley boundary and includes Berkley Street, Beacon Street, Pratt Street, and Jerome Street to the municipal boundary. Small, residential lots characterize the area and the Taunton River flows along its western portion. Other wetland resource areas that were observed include bordering vegetated wetlands at the end of Landing Road, and on the south side of O’Keefe Street. Berkley Street crosses the outflow of Silva’s Pond between O’Keefe and Mechanic Street and wetlands associated with this perennial stream are within 100 feet of Berkley Street. Mechanic Street includes a limited area of BVW at its terminus.
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Prior to commencing any work on the installation of the sewer lines, it is recommended that all wetland areas identified above be protected by a siltation barrier. A row of hay bales, staked end to end, is to be installed along the up-gradient side of the wetland resource areas. Any silt or sediment that accumulates on the up-gradient side of the barrier will need to be removed and disposed of prior to removal of the barrier. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Endangered Species The Natural Heritage and Endangered Species Program identified a Priority Habitat for rare and/or endangered species along the Taunton River. Accordingly, the City of Taunton will need to send a copy of the Notice of Intent to the Program. The findings of the Program will be incorporated into the permits issued by the Conservation Commission. Any rare or endangered species habitat will be protected by incorporating the comments of the Natural Heritage Program into the Order of Conditions.
Historic and Archaeological Sites Area R contains the Weir Village Historic Area. The village is a loosely organized area of 19th and 20th century residences, factories, and commercial buildings along the Taunton River by Ingell and West Water Streets. Weir Village is of major importance on both the local and regional levels as the seat of Taunton’s 19th century shipping and coastal trade industries, and as the center of the City’s production of iron, copper, brick and stoves.
3.4.10 Needs Area U Wetlands Needs Area U includes an area in east Taunton along Williams Street from Hart Street to the Taunton High School. Also included are public, secondary roads off of Williams Street to the east and west. The Taunton River flows along the northern portion of Area U and Route 24 forms the western boundary. Most of the area is residential with both single and multiple family dwellings.
An area of BVW was observed along Williams Street adjacent to dwelling numbers 158 through 167, ending just to the north of the intersection of Williams Street and Pine Tree Lane. On the west side of Duffy Drive, an area of BVW is associated with a small pond. Additional wetlands are located along the power lines to the east of Duffy Drive. Williams Street also includes additional wetlands on the west side, north of Harris Street. At the end of Harris Street is the Taunton DPW building.
The Village of Moorlands is an existing condominium project, with some of units to the rear still under construction. A DEP file number posted at the site identified the site as file number SE- 73- 1619. Wetlands in the vicinity of this project on Williams Street have most likely been reviewed and approved by the Taunton Conservation Commission. A small area of BVW exists at the far southern end of King James Blvd.
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Work that is proposed to occur in Area U includes the installation of a gravity sewer line on Williams Street and some of the accessory roadways. A pump station constructed under that Phase I waiver was also included in the proposed project. None of the activity will occur within a wetland resource area. Gravity lines will be installed within the roadway layouts.
To prevent any sediment or silt from reaching the wetland areas adjacent to the roadways, the use of a hay bale barrier is recommended. The barrier should be installed along the edge of the roadway at the locations identified above to prevent any silt or sediment from reaching the wetland during construction. Any excavated or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Floodplain The Taunton River has an associated 100-year flood plain. The activities in Area U are not expected to result in any loss of flood plain storage however, and the performance standards for work within the Bordering Land Subject to Flooding will be met.
Historic and Archaeological Sites Archaeological site 19-BR-534 exists northeast of Williams Street, south of the intersection with Power Street. The site consists of quartz flake scatters, considered to be a pre-historic tool- manufacturing site.
3.4.11 Needs Area V Wetlands Needs Area V is located in east Taunton along Paul Revere Terrace and Williams Avenue, just east of Route 24. Residential dwellings occur throughout the area with lots sizes generally less than one acre.
A BVW associated with a small pond area at the south end of Williams Avenue was observed. Additional wetland areas associated with the Taunton River were observed to the west of Paul Revere Terrace but appear to be further than 100 feet from the roadway. The Cotley River flows under Hart Street from Barstow’s Pond north to its confluence with the Taunton River.
Work in Area V includes the installation of a gravity sewer and force main along Williams Avenue and Paul Revere Terrace. A pump station is to be installed at the northern end of Paul Revere Terrace. None of the activity in this area is expected to directly alter any wetland resource areas. To protect the small wetland area on Williams Avenue, the installation of a hay bale barrier at the edge of the roadway to prevent silt or sediment from entering the wetlands is recommended.
Historic and Archaeological Sites The Coor Manufacturing Area, which is an industrial village consisting of a grouping of one- story brick factories, storehouses, machine shops, and offices is located just south of the Middleboro Railroad right-of-way and Caswell Street. This site, which is actually located just to the east of Needs Area V, dates back to the late 1890s.
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3.4.12 Needs Area X Wetlands Needs Area X includes areas of Caswell Street and Staples Street in eastern Taunton. It is a relatively rural area of Taunton and includes lot sizes varying between one-half acre and an acre.
The Taunton municipal airport is located to the north of Caswell Street and an area of BVW was observed between the airport and Caswell Street. At the intersection of Caswell Street and Liberty Street, wetland resource areas include an intermittent stream and associated bordering vegetated wetlands. There were no wetland resource areas observed along Staple Street until the cemetery which is beyond the boundary of Needs Area X.
To protect the above identified wetland resource areas during installation of the gravity sewer main, the use of a siltation barrier is recommended. The barrier is to consist of a row of hay bales, staked end to end. It is to be installed between the roadways and wetland resource areas noted above. By installing the barrier, the wetland resource areas will be protected against any silt or sediment generated during the installation of the sewer main. The stream crossing at the intersection of Caswell Street and Liberty should have additional sediment controls installed. A silt fence in addition to the row of hay bales installed on the down gradient side of the hay bale row with the base of the fence toed into the slope is recommended
Historic and Archaeological Sites Area X contains an archaeological site and a cemetery. Pre-historic site 19-BR-369 exists further east off Caswell Street and contains quartz flakes. The Caswell Street Burying Ground exists near the junction with Staples Street and contains remains from the 1700s.
3.4.13 Needs Area Z Wetlands Needs Area Z is located at the municipal boundary of Taunton and Lakeville, along Route 79. It includes the southern end of Kingman Street, parts of Myricks Street (Route 79) and cul-de-sacs at Matthew Drive to the north and Clare Terrace to the south. Area Z is zoned rural residential with lot sizes varying from half-an-acre to an acre.
BVW were observed along the north and south side of Myricks Street. These wetlands are part of the Casual Swamp system of wetlands. Additional wetlands were observed at the intersection of Myricks Street and Joshua Lane. A DEP File No is posted at the intersection and is identified as SE 73- 2049. Construction of Joshua Lane appears very recent, thus the Taunton Conservation Commission has likely identified the extent of the wetland in this area. Both Clare Terrace and Birch Ave have BVW at their respective terminuses.
Work in Area Z will include the installation of gravity sewers and force mains within the layout of the roadways identified above. Wetland resource areas adjacent to the roadways, as identified above, will need to be protected during installation. A row of hay bales staked end to end will provide adequate protection to the wetland resource areas. The hay bales are to remain in place until all construction activities have ceased. Any excavated or stockpiled materials should be
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kept away from the resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas. A pump station is proposed to be located at the southwest end of the needs area, however, there were no wetlands observed in the vicinity of its proposed location.
Endangered Species Area Z includes an area of Estimated and Priority Habitat as identified by the Natural Heritage and Endangered Species Program. The area is located at the southwest end of Area Z and includes Clare Terrace and Birch Avenue cul-de-sacs. Once a Notice of Intent is filed for the installation of the sewer lines, a copy of the Notice must be sent to the Program. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
Wellhead Protection Areas Two Interim Wellhead Protection Areas are also within the needs area. Wellhead areas are particularly sensitive to any nutrient loading and installation of the sewer lines will serve to remove any nutrient input from any individual failing septic systems.
Historic and Archaeological Sites Needs Area Z has no known significant historic or archaeological sites.
3.4.14 Needs Area AA Wetlands Study Area AA is located in west Taunton and includes South Precinct Street, Turner Road, Woodlawn Trail and Rhode Island Road. It is characterized by its rural nature with house lots generally greater than one acre.
Woodlawn Trail crosses an intermittent stream and associated bordering vegetated wetlands. On Turner Street, a culvert and BVW at 48 Turner Street crossing over an intermittent stream were observed. An area of isolated vegetated wetland was observed adjacent to 51 Turner Street. On South Precinct Street, an open body of water was observed across from 1350 South Precinct Street and an intermittent stream. This is the same stream that crosses Turner Street, prior to entering Big Bearhole Pond. The water elevation of the pond was within 100 feet of South Precinct Street. An intermittent stream and associated BVW were observed at 1288 South Precinct Street within 100 feet of the roadway. Highstone Street is an unpaved roadway which ends at the Massasoit State Park border. The outlet to Big Bearhole Pond (Thompson Brook) crosses under Highstone Street and meets the definition of a perennial stream. Wetland areas associated with the crossing include land under water, inland banks and a BVW.
Proposed work in Area AA includes the installed of gravity lines, force mains and two pump stations. Installation of the pump stations will occur beyond any wetland resource areas and the respective 100 foot buffer zones. Installation of the sewer lines along the roadways in Area AA will occur within 100 feet of the wetland resource areas identified above. On Woodlawn Trail, South Precinct Street, Turner Road and Wilderness Way, the wetland resource areas adjacent to these roadways will be protected if adequate erosion control measures are in place. Adequate measures include the installation of a row of staked hay bales between the wetland and the edge
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of the roadway prior to any construction activities. Any excavate or stockpiled materials should be kept away from the resource areas to the extent practical. Stockpiled soil should be protected against erosion by establishing an erosion control barrier between the stockpile and any wetland areas.
Crossing over the outlet to Big Bearhole Pond is more complex, due to the narrow, unpaved roadway and steep slopes. To protect the water quality of the stream, the use of in-stream siltation curtains is recommended. Siltation curtains can be installed on both the up-gradient and down-gradient side of the river, at a distance of 10-15 feet from the crossing. The curtain should be weighted at the bottom to provide filtration of silt and sediment throughout the water column. The curtain will help to slow down the flow, so that any sediment is allowed to settle and not travel further down stream. Once construction is complete and the river shows no obvious siltation, the curtain may be removed.
Historic and Archaeological Sites Needs Area AA has no known significant historic or archaeological sites.
3.5 Growth Management This section provides an analysis of potential growth resulting from the proposed sewer expansion plan and the impact of existing and proposed regulations on growth, as required in the Scope outlined in the Secretary’s Certificate.
The CWMP provided a detailed Wastewater Needs Analysis that considered build-out projections (and therefore wastewater capacity requirements) for the existing and proposed sewer service areas based on existing zoning. This build out analysis identified the total number of parcels within the proposed sewer area as well as the existing service area, identified them as developed or undeveloped, and established the potential for in-filling and sub-dividing parcels on the basis of parcel area and frontage (according to existing zoning requirements). The analysis, therefore, has already fully quantified the maximum potential for growth within existing and proposed sewer service areas under existing zoning regulations in the City. Full details of the analysis can be reviewed in Sections 3.1 and 3.5 of the CWMP.
The intent of the proposed sewer expansion program is to serve existing development that has been identified with problems or potential problems with wastewater management practices. Most of the needs areas are largely developed and therefore, access to sewer is considered an insignificant contributor or growth catalyst, measured exclusively in terms of home expansion, and under the existing zoning and development pattern for the community. Access to sewer is a much more significant issue for new development subject to the City’s subdivision rules and regulations, and this has been addressed in the build-out analysis described above.
Taunton’s existing regulations, including sub-division rules and regulations, site plan review, Board of Health requirements, low impact development/stormwater management by-laws, and open space and recreation plans contain most of the growth management strategies currently employed by the City. It is the intent of these regulations to allow development in the community to coincide with the City’s goals as expressed through their Comprehensive Master
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Plan. Specifically, new business and residential development should be focused in the village centers as a means to discourage sprawl and loss of historic identity in Taunton. In most of these areas, infrastructure already exists to serve both water and sewer needs.
3.5.1 Sewer Bank An ordinance was recently passed by the Municipal Council of the City of Taunton establishing a Sewer Bank and an infiltration/inflow removal fee. This ordinance, which applies to sewer extensions or connections in both Taunton and the communities with Intermunicipal Agreements with Taunton, will ensure that groundwater and rainfall, or Infiltration/Inflow (I/I), will be removed in sufficient amounts to allow additional sanitary sewage to be discharged to the system. When I/I is removed from the system, the bank will be credited proportionally in gallons of maximum daily wastewater flow. When connections are made to the sewer system, the flows will be deducted from the Sewer Bank.
For illegally connected sump pumps, the City will add 500 gallons per day (gpd) of flow to the Sewer Bank for each permanently redirected sump pump. For all other reduction projects the City will add one gallon of flow to the Sewer Bank for every five gallons of I/I removed.
All construction activities resulting in additional wastewater flow to the City sewer system are subject to the requirements of the Sewer Bank. This includes, but is not limited to, new connections to the sewer system, expansion/renovation of existing buildings, and construction of additional buildings on existing lots.
The Sewer Bank is established for lots located inside the existing sewer area and for those lots existing within the prioritized “needs area” as established in the CWMP. All lots existing outside the “needs area” shall be serviced by means of on-lot treatment and disposal systems, as required by the Title V State Environmental Code (310 CMR 15), and shall not be connected to the City’s sewer system. The owner of a lot located outside of the sewer area wishing to connect to the City sewer system may file a “Notice of Project Change” with MEPA per 301 CMR 11.10 (1). Owner shall meet all requirements of MADEP and must also receive approval from the Taunton DPW and the City Council to be allowed to connect to the sewer system.
Sewer connections may only be made when the Sewer Bank has a positive balance, indicating that there is available capacity in the system. If there is insufficient capacity available to accommodate the flows generated by the new connection, the connection cannot be made until sufficient capacity is achieved.
If the Sewer Bank has insufficient capacity to accommodate a new connection, the owner may petition the Taunton DPW for a project that will satisfy the requirements of a 5 to 1 ratio of I/I removed to maximum daily wastewater added. The City shall identify a project of sufficient scope to satisfy the Sewer Bank balance. The City shall contract the required work with an independent contractor. The applicant shall not be allowed to connect to the sewer system until the sewer bank has been properly replenished to accommodate the applicant’s new connection.
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The Owner may petition the Commissioner to undertake a Water Use Reduction project in lieu of contributing to the I&I fund or undertaking an individual I&I project. Water Use Reduction projects shall consist of the supply and replacement of existing standard water fixtures (toilets, showerheads, faucets, etc.) with low-flow equivalents, thereby reducing the amount of flow contributed to the sewer system.
Any existing building within the existing sewer area or needs area with an on-site wastewater system that is deemed by the Taunton Board of Health to be a threat to public health shall be allowed to connect to the sewer system immediately, regardless of the balance of the Sewer Bank. I/I removal fees still apply.
The Standard I/I Removal Fee is $5 per gpd of wastewater flow removed from the Sewer Bank. The I/I fee shall be deposited in a revolving account to be used only for improvements to the City’s sewer and stormwater systems.
The complete sewer bank ordinance is included in Appendix E.
3.6 Water Balance In December 2008, Horsley Witten Group, Inc developed a water balance for the Taunton River watershed, which was included in the Taunton River Watershed Management Plan. The water balance is a planning level assessment designed to evaluate the hydrologic impacts associated with water supply withdrawals, wastewater discharges, and stormwater run-off associated with various land uses. The method used was a mass balance approach that accounted for net changes in groundwater recharge as it relates to base flow to streams and wetlands. Water balance calculations were conducted on the Hydrologic Unit Code (HUC) 14 subwatershed scale. HUC 14 subwatersheds are the smallest subwatersheds delineated in MassGIS. There are 108 subwatersheds in the Taunton River Watershed, of which all or parts of 15 watersheds are located in the City of Taunton.
The results of the water balance analysis by sub-watersheds, excluding surface water withdrawals, and NPDES permit information shows that of the 108 sub-watersheds, 29 have surplus water compared to natural conditions and 79 show water deficits. Overall, the analysis showed a total existing net recharge of 122,900 million gallons per year (mgy) compared to an estimated natural recharge rate of 131,000 mgy. This represents a 6.2 percent water deficit throughout the entire Taunton watershed. However, the results of the water balance analysis by sub-watersheds, including surface water withdrawals and NPDES permit information shows that of the 108 sub-watersheds, 34 have surplus water compared to natural conditions and 74 show water deficits. This analysis showed a total existing net recharge of 132,983 mgy compared to an estimated natural recharge rate of 130,962 mgy. This represents a 1.5 percent water surplus throughout the entire Taunton watershed.
Including surface water withdrawals and NPDES information, the water balance for the 15 subwatersheds in Taunton range from a surplus of 259 percent to a deficit of 13 percent. Each of the Needs Areas can be assigned to a specific subwatershed. Accordingly, current water balance information for each of the Needs Areas is presented in Table 3-2. Generally speaking, areas
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east of the Taunton River have water deficits, while areas west of the river have water surpluses. The one exception is the watershed containing Needs Area A, which has a slight three percent deficit. This watershed is in the Canoe River ACEC. The watershed containing Needs Area L is presently balanced so sewer construction will create a slight deficit. However, Needs Area L ranked the highest in terms of the need for sewers. It should be noted that Needs Areas west of the Taunton River ranked highest in terms of the need for sewers.
The 14 Needs Areas proposed for sewering are expected to generate 1.02 million gallons of wastewater per day, including infiltration. The volume of wastewater and infiltration entering the central sewer system will therefore be diverted from existing groundwater resources. Currently, septic systems in the needs areas dispose of wastewater through leaching fields. The wastewater from the leaching fields percolates through the ground eventually making its way to the neighboring wetlands, streams, rivers, and lakes. Infiltration is groundwater entering broken or otherwise defective sewer pipes and manholes.
The needs areas encompass over 4,500 acres of land. The amount of water that will be diverted from groundwater resources is estimated at 225 gallons per acre per day or 0.008 inches of water per day. The actual impact from the loss of groundwater recharge on groundwater levels will be offset to some extent by infiltration currently being removed from the wastewater collection system. Due to the low wastewater flow rates from the Needs Areas, no significant impact to groundwater tables and water levels in streams and wetlands is anticipated. The environmental benefit of preventing wastewater pollutants derived from failed or deficient septic systems from entering waterways, ponds, and wetlands far outweighs any recharge losses resulting from sewer extensions.
Table 3-2 Current Water Balance in the Vicinity of the Needs Areas
Needs Area Water Balance A -3 % C +2 % E +18 % H +18 % I +2 % K -8 % to +18% L 0 % Q +259 % R +259 % U -10 % V -1 % X -5 % Z -6 % AA -5 % Note: Water Balance is the existing net recharge rate compared to the natural recharge rate.
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3.7 Permitting Requirements This section of the DEIR provides updates on the status of each state permit or agency action potentially required for the sewer system expansion projects, as required by the Scope outlined in the Secretary’s Certificate. The section expands upon the regulatory plan included in Section 6.3 of the CWMP.
Agency actions required for the project consist of approval of the Final CWMP/EIR from MEPA and MassDEP. Approval of the CWMP and the EIR will allow application for funding under the Massachusetts SRF program, if desired by the City.
3.7.1 State and Local Permits The state and local permits required for the project are outlined in the following summary and will be prepared during project design when an adequate level of detail is available for preparing the permits.
1. Prepare a MassDEP sewer extension permit during the project design for each of the needs areas or portions thereof that will be sewered under a given contract. The proposed length of sewer and the anticipated pumping stations should require an extension permit for each area. .
2. Prepare a Notice of Intent under the Wetlands Protection Act and the Rivers Protection Act and submit to the Taunton Conservation Commission during the project design for each phase of the plan. The Notice of Intent will be prepared for all construction proposed within resource areas and the Order of Conditions obtained will be adhered to.
3. Prepare and submit an Access Permit to the Massachusetts Highway Department (MHD) during project design for construction occurring within state roadway layouts.
4. Building Codes – The proposed new and upgraded pump stations may consist of above-ground structures. For any proposed building structure, the project design will adhere to applicable state and local building codes.
5. Flood Plain Management – No work within the within the FEMA 100-year flood plain is anticipated. If it is determined during project design that proposed pump station structures are within the 100-year flood plain, the design will adhere to applicable flood plain management policies, including storage volume replication.
6. Stormwater Management – A NPDES Construction General Permit will likely be required since the proposed projects will disturb greater than one-acre of land and discharge site stormwater to the City’s drainage system. This permit requires the preparation of a Stormwater Pollution Prevention Plan, which will be the obligation of the project contractor to prepare, and submittal of a Notice of Intent to EPA.
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7. Dewatering – A NPDES General Permit for Construction Dewatering will likely be required and will be coordinated with the MassDEP and the Taunton Conservation Commission during preparation of the sewer extension permit and the Notice of Intent, respectively.
8. In the event that contaminated soil and/or groundwater is encountered and will be disturbed during construction of the proposed infrastructure, a Utility-Related Abatement Measure (URAM) will be prepared and filed with the MassDEP.
The project does not propose permanent wetland impacts or alteration to resource areas. There are no proposed discharges that include dredging, filling, and other activities that cause the loss of wetlands; therefore, it is expected that a 401 Water Quality Certification is not necessary. The assumed approval by the Taunton Conservation Commission under the Wetlands Protection Act should not necessitate further state review under the 401 Program.
The proposed installation of sewer mains, sewer services, and pump stations are within existing roadways or within close proximity of the edges of roadway and are not expected to potentially impact rare species. The project design phase will include coordination with the NHESP to review the proposed work and identify any potential impacts to rare species. The NHESP will be involved during preliminary and final design and development of construction plans will be coordinated with their findings.
With regard to potential historical and archeological resources within the sewer expansion project areas, Taunton will consult with the Massachusetts Historical Commission (MHC) during the design phase of any project and utilize the “Inventory of Historic and Archeological Assets of the Commonwealth” to more accurately identify resources. Once adequate construction plans and details have been generated for each sewer expansion project, Taunton will provide this information to the MHC to determine what effect the project will have on identified resources. The design will include preparation of a Project Notification Form for submittal to the MHC as necessary, and will coordinate with the determination made by the MHC on the project.
3. 8 Mitigation Mitigation measures in the form of Section 61 Findings have been developed to comply with the requirements of Massachusetts General Laws, Chapter 30, Section 61. Under M.G.L c.30, s. 61, state agencies and authorities are required to review, evaluate, and determine the impacts on the natural environment of all works, projects, or activities conducted by them and to undertake all feasible means and measures to minimize and prevent damage to the environment. As part of any determination made, this law requires that state agencies and authorities issue a "finding" describing any impacts to the environment and certifying that all feasible measures have been undertaken to either avoid or minimize these impacts.
3.8.1 Proposed Section 61 Findings The proposed sewer expansion consists of extending sewer to 14 well-defined areas in Taunton that contain mainly residential development in need of improved wastewater management. The 14 Needs Areas contain 2,939 existing homes and 287 undeveloped properties. To sewer these
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areas approximately 50 miles of sewer and 16 pumping stations are anticipated. Two of the planned pumping stations have been constructed. Upgrades to remove infiltration and inflow from the municipal sewer system and to increase the capacity of the Taunton WWTF (refer to Chapter 5) are proposed prior to implementing the expansion plan.
These findings serve to describe any impacts of the project and certify that all feasible measures have been undertaken to either avoid or minimize these impacts.
3.8.2 Mitigation Measures The following summarizes proposed mitigation measures for the expected construction impacts. The City and the contractor will be responsible for implementing the proposed mitigation measures for the projects. The contractor will coordinate with the City of Taunton and other authorities such as MassDEP and MHD as necessary for implementation of the measures. It will be the responsibility of the City to ensure that the contractor is carrying out the proposed mitigation measures. The construction projects will include the services of an engineering consultant and a resident engineer at the project sites, who will act on behalf of the City to make sure that the contractor adheres to the project design and specifications. The resident engineer will monitor the mitigation measures implemented by the contractor and advise the City if they are not adequate.
3.8.2.1 Air Pollution Impacts to air quality during construction will be mitigated to the maximum extent through various measures incorporated into the project design. To reduce dust during construction activities, open cuts and exposed areas shall be backfilled and stabilized as soon as each segment of pipe is installed, and at the same time, non-backfill material shall be removed from the site and transported to an appropriate disposal location; any stockpiled material that must remain on-site for more than 24 hours shall be covered. Exposed surfaces will be wetted and stabilized to minimize dust generation. All trucks for transportation of construction material will be fully covered and street sweeping will occur as needed.
All motor vehicles and construction equipment shall comply with all pertinent local, state, and federal regulations regarding exhaust emissions. Construction equipment not in use and trucks that are idling while waiting to load or unload material will be turned off.
3.8.2.2 Water Pollution Impacts to water bodies will be mitigated through the use of Best Management Practices (BMPs) for construction projects. Activities will also be coordinated with the City’s local NPDES Phase II Stormwater Management Plan and the Conservation Commission. Erosion and sedimentation control measures shall be installed and functional before excavation operations begin and shall be properly maintained throughout the construction period. Staked and entrenched straw bales and/or silt fence shall be installed along wetland resource areas to prevent erosion into streams and wetlands. All control measures shall be checked weekly and after each rainfall.
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Excavated material shall be placed on the upslope side of the trench to permit any erosion from the material to be captured by the trench. Grading activities shall be avoided during periods of high rainfall. Construction shall be staged in sections. Areas disturbed for each section shall be stabilized immediately upon completion of the section. Stabilization shall be accomplished by temporarily or permanently protecting the disturbed soil surface from rainfall impacts and run-off and/or repaving cuts in roadways or sidewalks.
Construction dewatering from open cuts and trenches shall be routed through appropriately designed sediment basins or traps and discharged through a pipe or lined channel to a stream or other surface water body (under an applicable construction dewatering permit), unless such dewatering can be handled in another manner not requiring discharge to a water body.
Maintenance, repair, and fueling of equipment shall be confined to areas specifically designed for that purpose. These areas will have adequate waste disposal receptacles for liquid and solid waste. Waste oil shall be removed to designated waste oil collection areas for recycling. No potential pollutants shall be allowed to drain into catch basins, streams, or other water bodies.
When using fertilizer to establish areas of new vegetation for soil stabilization, mulches shall be used to prevent fertilizer nutrients from washing off the vegetated areas. Fertilizer shall not be applied if there is likelihood of a significant rainstorm. Fertilizer shall not be applied unless there is adequate protection of surface water, groundwater, and pipeline systems.
3.8.2.3 Excessive Noise Measures to minimize noise from construction activities will be incorporated into the construction plans. Where practical, construction will occur during daytime hours (7:00 AM to 3:00 PM), excluding weekends. Construction equipment will have appropriate mufflers to minimize noise and idle equipment will be shut off.
3.8.2.4 Material Transport / Traffic Impacts Truck routing to the project areas will utilize connectors and major routes. No trucking will be allowed to approach the site using local roads and through neighborhoods unless necessary for access. Truck traffic will vary throughout the construction period, depending on the activity.
Police details will be stationed along the project site to coordinate traffic flow and assist in pedestrian direction. Truck routing and traffic management plans will be reviewed and coordinated with the Taunton DPW. For work in state roads, construction activities and traffic management will adhere to the permit issued by the MHD. Street sweeping will be performed as required and daily during all heavy trucking periods.
3.8.2.5 Disposal of Excess Material The contractor will be directed to reuse suitable excavated material to the greatest extent feasible. Excess soil that cannot be reused on-site will be transported in covered trucks to an approved disposal site. If contaminated soils are encountered through subsurface exploration
City of Taunton 3-31 BETA Group, Inc. Final CWMP and Draft EIR
during the project design or during construction, they will be managed and disposed of at an approved facility according to MassDEP regulations.
3.8.2.6 Environmental Resources The project will not directly impact or encroach upon existing streams, lakes, ponds, or wetlands. If pump station structures must be placed within flood plain, the project design will replicate the flood plain volume within the project site.
Wetland resource areas and buffer zones thereto will be clearly marked as off-limits to construction equipment and materials storage. Excavated material from utility trenches will not be placed between the trench and a wetland resource area. Trenches shall be promptly backfilled and stabilized to reduce the risk of erosion. Stockpiled soil shall be located away from streams and drainage ways so that runoff cannot carry sediment downstream.
3.8.2.7 Vegetated Areas Clearing and grubbing shall be held to a minimum as necessary for grading and equipment operation and construction shall be sequenced to minimize the exposure time of cleared surface areas. Soil will be stabilized with perennial vegetation as soon as possible after final grading. All cuts, fills, and disturbed areas adjacent to paved areas and roadways shall be stabilized with appropriate temporary or permanent vegetation.
3.8.2.8 Adjacent Land Use The project will not impact adjacent land use such as protected open space, parks, or recreational areas.
3.8.2.9 Historic Resources The proposed construction will consist of underground sewer and will occur mainly within existing roadways. The pipeline construction will not proceed onto private properties. There are several proposed pump stations that may require an easement on private property; however, they would be located as close to the roadway as possible. The pump stations could include above-ground structures.
Once the project design for each phase of sewer expansion has generated adequate construction plans and details, the City will provide this information to the MHC to determine what effect the project will have on identified resources. The design will include preparation of a Project Notification Form for submittal to the MHC as necessary, and will coordinate with the determination made by the MHC on the project.
City of Taunton 3-32 BETA Group, Inc. Final CWMP and Draft EIR
CHAPTER 4 NEEDS ANALYSIS – WASTEWATER TREATMENT FACIITY
4.1 Wastewater Needs in Adjacent Communities Currently the adjacent communities of Raynham, Dighton, and Norton contribute flow to the Taunton WWTF at average rates of 0.77 mgd, 0.14 mgd, and 0.017 mgd, respectively. Flows from each community are measured at the point where they enter the Taunton collection system. Present capacity commitments to these communities through Inter-municipal Agreements (IMAs) are 1.3 mgd from Raynham, 0.60 mgd from Dighton, and 0.052 mgd from Norton. It should be noted that although Raynham has an IMA with Taunton to convey 1.3 mgd of wastewater (executed on October 3, 2006), the CWMP for Phase 6 of sewer expansion in Raynham has not been approved by the MADEP. At this time, MADEP does not consider all the areas targeted for sewer expansion to be “needs areas.” In addition, an allowance to accept 0.4 mgd of wastewater from the Town of Easton was provided in the CWMP. However, no agreement is currently in place between Easton and Taunton. A summary of the current and projected flows from contributing communities is shown in Table 4-1.
Table 4-1 Current and Future Flows From Adjacent Communities
2007 Flow Present Commitment 2025 Flow IMA Community (MGD) (MGD) (Projected) (MGD) Raynham 0.77 1.30 1.30 Dighton 0.14 0.60 0.60 Norton 0.017 0.052 0.052 Easton 0.00 0.00 0.40 Total: 0.927 1.952 2.352
Raynham All collected wastewater in Raynham is transmitted to and treated at the Taunton WWTF. Measured flows from Raynham currently average approximately 0.77 mgd, which is the flow limitation in its recently executed IMA. Before the current IMA increasing Raynham’s flow capacity to 1.3 mgd was executed, the flow allotment for Raynham was 0.6 mgd. The projected flow is based on planned expansion of the sewer system in Raynham, as well as infill connections within the existing sewered area. Due to the delay in the approval of the CWMP, 70 percent (0.37 mgd) of Raynham’s available capacity has been allocated to the Taunton WWTF flow by 2015 for planning purposes.
City of Taunton 4-1 BETA Group, Inc. Final CWMP and Draft EIR The Raynham collection system is fairly new by sewer standards, as the oldest pipes in the system date to 1977. Flow metering completed during the Raynham CWMP indicates that there is not a significant volume of infiltration and inflow coming from the Raynham system.
Dighton Taunton signed a 20-year IMA with the Town of Dighton in 1979. The IMA allows Dighton to “deliver sewage… at an average rate not exceeding 0.60 million gallons per day, and at no time shall the sustained peak flow exceed a rate of 1,100 gallons per minute (1.6 mgd) for longer than one hour…”. The Town of Dighton is required to inspect and maintain the sewer system within its borders, and measure the flow being delivered to Taunton’s sewer system. The IMA makes provision that if Dighton’s flows should exceed those specified, the municipalities will jointly plan additional facilities to handle additional flows.
At present, Dighton is delivering considerably less than its permitted flow to Taunton. Dighton is currently in the process of developing a CWMP, so plans for expansion of the sewer system and/or infill of currently sewered areas are unavailable. However, it is safe to assume that flows from Dighton will increase in the future. For planning purposes, it is assumed that Dighton will utilize its maximum allowed flow under its IMA with Taunton of 0.60 mgd by the year 2025. The Dighton Sewer Commission was contacted to define shorter term (year 2015) capacity needs. Based on these discussions, it was estimated that of the remaining capacity allowance, 0.2 mgd should be allocated to the year 2015 and the balance (0.26 mgd) to the year 2015.
Norton Taunton and Norton signed their current IMA in 2001, for a term of 25 years. It includes a total flow allocation from Norton of 52,000 gpd. The IMA defines specific areas of Norton that will be serviced by the Taunton collection system. At present, Norton contributes approximately 17,000 gpd to the Taunton system. Taking into account infill in the defined service areas, however, it is reasonable to assume that Norton will contribute its statutory maximum of 52,000 gpd by the design year of 2015.
Easton Taunton does not currently have an agreement to accept any wastewater from Easton. However, a report recently completed by Easton’s Wastewater Management Study Committee concluded that their preferred regional option includes transporting up to 0.4 mgd of wastewater from Turnpike Street and the southern half of the South Easton Area to the Taunton collection system. Since Taunton has no existing or proposed sewers in the area bordering Easton (Hockomock Swamp), wastewater derived in Easton would most likely pass through the Raynham system prior to entering Taunton. This will require a verification of conveyance capacity by the Town of Raynham and Intermunicipal agreements between Easton and Raynham and Easton and Taunton. For the purposes of this report, it will be assumed that Taunton will accept 0.4 mgd from Easton by the year 2025. However, no capacity will be allocated prior to the year 2015.
City of Taunton 4-2 BETA Group, Inc. Final CWMP and Draft EIR As shown in Table 4-1, there is approximately 1.025 mgd of capacity within the existing IMAs that is currently not being used. All of this available capacity is expected to be utilized by the year 2025. Including Easton, 1.425 mgd of average daily wastewater flow is expected by the end of this planning period.
It should be noted that the Upper Taunton River Regional Wastewater Evaluation Project is looking into regional strategies to address wastewater management and disposal for communities within the Taunton River Watershed. These communities include Easton and those with IMAs with the City of Taunton for wastewater disposal. Recommendations from this study, if implemented, could impact the projected flow to the Taunton WWTF.
4.2 Wastewater Treatment Facility Description The Taunton WWTF, which is located on West Water Street, is authorized to discharge to the Taunton River under NPDES Permit No. MA0100897. Discharge limitations imposed by the existing NPDES Permit are summarized in Table 4-2. The plant, which is designed to treat an average daily flow of 8.4 mgd and a peak daily flow of 17.4 mgd, can hydraulically handle flows up to 22.4 mgd through the process systems. A bypass is available for operations to manually divert flows above 17.4 mgd around secondary treatment. Bypassed flow combines with secondary effluent upstream of the chlorination facilities.
Four liquid treatment processes are employed at the treatment facility: preliminary treatment, primary treatment, advanced secondary treatment and disinfection prior to discharge to the Taunton River. Solids handling operations consist of gravity thickening and centrifuge dewatering prior to disposal at the Taunton landfill. A brief description of the major process components is given below.
Preliminary Treatment Raw sewage is pumped to the WWTF via one 24-inch and one 20-inch raw sewage force main from the Main Lift Pumping Station. The two force mains are combined into one 30-inch raw sewage force main with a Y-connection in the WWTF yard. Preliminary treatment starts at the inlet works, where raw wastewater passes through two mechanically cleaned bar screens or the bypass bar rack. Wastewater then flows into a distribution structure where it is conveyed equally to each of the primary settling tanks.
Primary Treatment Primary treatment is accomplished by three square primary settling tanks. Each tank is 55 feet by 53 feet with a sidewall depth of nine feet. Primary settling at the facility removes approximately 25 percent of the raw BOD5 (the amount of dissolved oxygen consumed in five days by biological processes breaking down organic matter) and 50 percent of the total suspended solids. With all tanks in operation, the design average and maximum hour overflow rates fall within recommended design criteria at 920 and 1,920 gpd/ft2, respectively. Scum collected from the surface of the settling tanks is pumped to a scum concentrator in the sludge handling building.
City of Taunton 4-3 BETA Group, Inc. Final CWMP and Draft EIR Table 4-2 Existing NPDES Permit Discharge Limitations
Parameter Average Month Average Week Maximum Day
Flow 8.4 mgd ------CBOD (Apr. –Oct.) 15 mg/l 15 mg/l 5 ------1051 lbs/day 1051 lbs/day BOD (Nov. – Mar.) 30 mg/l 45 mg/l 5 ------2102 lbs/day 3153 lbs/day TSS (Apr. –Oct.) 20 mg/l 20 mg/l ------1401 lbs/day 1401 lbs/day TSS (Nov. – Mar.) 30 mg/l 45 mg/l ------2102 lbs/day 3153 lbs/day Total Residual Chlorine 0.026 mg/l ------0.044 mg/l Fecal Coliform 88/100 ml ------260/100 ml Ammonia Nitrogen 1 mg/l 1 mg/l 2 mg/l (Jun. – Sep.) Dissolved Oxygen >6 mg/l >6 mg/l >6 mg/l
The primary sludge is pumped to a cyclone degritter for grit removal prior to being sent to the gravity thickener. Downstream controls hydraulically limit flows to approximately 18 mgd without flooding the overflow weirs.
Aeration After primary settling, the flow is distributed to the two aeration tank batteries for advanced treatment (BOD removal and nitrification). A total of six aeration tanks are used (three in each battery). The plant upgrade completed in 2000 included two new aeration tanks, one to each battery. Battery 1 aeration tanks have approximately 60 percent of the volume of those in Battery 2. The four original aeration tanks are each equipped with three mechanical surface aerators that are operated through with variable frequency drives, while the two new aeration tanks use fine bubble diffused air. The first stage mechanical aerators in each tank in Battery 1 are equipped with 30 Hp motors while the second and third stage motors are equipped with 20 Hp motors. In Battery 2, the first and second stage aerators are equipped with 40 Hp motors while the third stage aerators are equipped with 30 Hp motors. The diffused air system in the two new aeration tanks is fed by a three blower system, each capable of providing an air flow of 1,600 scfm. The aeration system is sized to provide sufficient oxygen to allow seasonal nitrification from June through September.
Return activated sludge (RAS) discharges directly into the aeration tanks and combines with primary effluent. Concentrations of mixed liquor are maintained between 3,500 mg/l and 4,500 mg/l during the non-nitrifying months and between 4,500 mg/l and 5,500 mg/L during the nitrification season. Plant operators have control over the primary effluent distribution between the two tank batteries. The RAS rate is automatically controlled as a ratio of the plant flow.
City of Taunton 4-4 BETA Group, Inc. Final CWMP and Draft EIR Secondary Settling Four circular secondary settling tanks separate solids in the mixed liquor. Each tank is 100-feet in diameter and 12 feet deep. Separate sludge pump stations are provided for the two settling tanks in each battery. Sludge from the bottom of the tanks discharges to the waste activated sludge (WAS) and RAS wetwells in each sludge pump station. Two return sludge pumps convey RAS to the aeration tanks and two waste pumps send WAS to the gravity sludge thickener.
Disinfection Effluent from the secondary clarifiers is sent to the chlorine contact chamber where it is disinfected with liquid sodium hypochlorite. Wastewater is then dechlorinated through the addition of sodium bisulfite. The chlorine contact chamber consists of two tanks that are 50 feet by 36 feet by 6.5 feet deep. The total chlorine contact time is 14.5 minutes at a maximum daily flow of 17.4 mgd (11.3 minutes at 22.4 mgd). The effluent is discharged through a reaeration cascade prior to discharge to the Taunton River.
Solids Handling Primary sludge and WAS are pumped to one 50-foot diameter gravity thickener, which is covered for odor control. The second sludge thickener is available for use but is not covered. Thickened sludge is then pumped through a sludge grinder to two 2,500 lb/hour centrifuges for dewatering (a third standby centrifuge is installed). The dewatered sludge is hauled to the Taunton Landfill. The landfill has adequate capacity for sludge disposal at least through the year 2015.
Septage Water Solutions Group (WSG) operates a privatized septage treatment plant located on Mozzone Boulevard. WSG accepts hauled septage, which is treated and discharged into the Taunton wastewater collection system at a permitted maximum daily rate of 200,000 gallons per day. WSG is current operating at its maximum capacity. The WSG plant is considered a Significant Industrial User (SIU) and is monitored as part of the Taunton Industrial Pretreatment Program (IPP).
4.3 Existing Wastewater Flows Flow records for the years 2006, 2007, and 2008 were reviewed to determine existing flow rates and related trends. A summary of this data is presented in Table 4-3. As indicated, the average daily wastewater flows for 2006, 2007 and 2008 were 8.1 mgd, 7.0, and 7.2 mgd, respectively. Although these flow rates are below the plant’s average daily design flow rate, on several occasions, monthly average flow rates have exceeded the design rate. These exceedences correlate strongly to the high groundwater season and to months impacted by significant precipitation events.
There appears to be a strong indication of a downward trend in wastewater treatment facility flows. The reduction in flow from 2006 through 2008 may be the result of the ongoing infiltration and inflow reduction program within Taunton. Flows should continue to be
City of Taunton 4-5 BETA Group, Inc. Final CWMP and Draft EIR Table 4-3 Summary of Wastewater Flows
Monthly Average Maximum Daily Flow Daily Flow Month (MGD) (MGD) 2006 January 10.54 13.59 February 9.90 13.57 March 6.91 7.51 April 6.43 7.57 May 9.28 14.98 June 13.32 18.74 July 8.54 12.50 August 5.92 6.79 September 5.54 6.54 October 6.03 10.14 November 7.87 12.06 December 7.35 10.11 Weighted Average 8.12 ----- 2007 January 7.56 8.86 February 6.05 9.73 March 9.38 16.14 April 11.95 18.21 May 8.43 9.97 June 6.89 9.17 July 6.33 7.34 August 5.75 6.40 September 5.07 6.22 October 5.16 5.82 November 5.40 5.91 December 6.14 7.32 Weighted Average 7.01 ----- Note: Shaded flow rates exceed the average daily design flow of the WWTF
City of Taunton 4-6 BETA Group, Inc. Final CWMP and Draft EIR
Table 4-3 (cont’d) Summary of Wastewater Flows
Monthly Average Maximum Daily Flow Daily Flow Month (MGD) (MGD) 2008 January 6.54 9.61 February 9.09 12.98 March 10.37 16.08 April 7.22 8.85 May 6.30 6.58 June 6.01 6.54 July 5.59 6.92 August 5.32 5.66 September 6.41 11.09 October 6.34 7.46 November 6.76 10.71 December 10.41 16.19 Weighted Average 7.19 ----- Note: Shaded flow rates exceed the average daily design flow of the WWTF
monitored to determine if there is an actual trend downward or if the reduction is an anomaly. For purposes of the evaluations that follow, the average daily plant flow will be taken as the average flow for the years 2007 and 2008 which is approximately 7.1 mgd.
Average daily flows during the high groundwater season (February through April) are significantly higher than flows during the low groundwater season (July through September). In 2006, the average daily high groundwater season flow rate was 8.4 mgd while the low groundwater season flow rate was 6.5 mgd. In 2007, the average daily flow during the high groundwater season rose 9.2 mgd while the average daily flow during the low groundwater season fell to 5.7 mgd. Year 2008 flows during the high groundwater and low groundwater seasons were similar to 2007 at 8.9 mgd and 5.8 mgd, respectively. These flow rates include the effects of both infiltration and inflow.
To further assess the volume of infiltration entering the treatment facility, flow rates were determined for days following a precipitation free period of at least five days. Assuming that the residential, commercial/industrial, and institutional flows are constant, these average daily
City of Taunton 4-7 BETA Group, Inc. Final CWMP and Draft EIR dry weather flow rates were used to show the relationship between high groundwater and low groundwater infiltration rates. In 2006, the average daily dry weather flows during the high groundwater and low groundwater seasons were 7.2 mgd and 5.6 mgd, respectively. In 2007, the average daily dry weather flows during the high groundwater and low groundwater seasons were 6.5 mgd and 5.0 mgd, respectively. In 2008, high groundwater season flows remained elevated for a significant period due to saturated soil conditions caused by frequent rainfall events. The average daily dry weather flow was approximately 8.5 mgd. Low groundwater season flow dropped to 5.1 mgd. Dry weather, low groundwater season flows in 2007 and 2008 were similar and lower than similar seasonal flows in 2006. This again is likely indicative of the impacts of the ongoing infiltration and inflow reduction program.
Nearly all of the wastewater entering the Taunton WWTF flows through the Main Lift Pumping Station. Flow within the two interceptors (East Water Street, east of the Taunton River, and West Water Street, west of the Taunton River) that discharge to the station is metered. As a means to quantify infiltration rates, dry weather flows for the period from June 13, 2008 to June 15, 2008 were evaluated. Groundwater elevations at this time of year are thought to be between the extreme low levels of late summer and the high levels of early spring. Minimum flows, which generally consist of 80 to 90 percent infiltration, occurred in both interceptors at approximately 6 AM. Based on measured flows of 3.0 mgd west of the Taunton River and 0.45 mgd east of the Taunton River, the infiltration rate was determined at 2.8 mgd to 3.1 mgd. For comparison, the total daily flow to the station on these days was approximately 5.7 mgd.
Treatment facility flow also increases significantly during and immediately following rain events, which is indicative of significant inflow into the collection system. To demonstrate this effect, recorded daily treatment facility flow and rainfall for the years 2006, 2007 and 2008 are shown graphically in Figures 4-1a, 4-1b and 4-1c, respectively. A strong correlation is evident between rain events and spikes in flow.
4.4 Infiltration/Inflow Reduction Measures Efforts to separate the sewer system and remove infiltration and inflow have been ongoing periodically since the Wastewater Treatment Facility was built. In recent years, a series of SSES projects have been undertaken. These projects have focused on the removal of infiltration and inflow from the collection system through sewer pipe and manhole rehabilitation/replacement, catch basin removal, and other work, and have removed an estimated 1.3 mgd of infiltration and inflow. As of November 2008, Phase 4 of the SSES program is under construction, with applications submitted for State Revolving Funds to finance Phases 5, 6, and 7 over the next three years. A description of each Phase of the SSES program is provided below.
Phase I SSES In November 2001, Metcalf & Eddy (M&E) completed a Sewer System Evaluation Survey (SSES) report that included the results of extensive investigations into the sewer system and made recommendations for a plan of action to rehabilitate defects in the system. This Phase included manhole inspections, CCTV sewer inspections, smoke testing and an extensive
City of Taunton 4-8 BETA Group, Inc. Final CWMP and Draft EIR Figure 4-1a
2006 Influent Flow (MGD) vs. Precipitation in Inches RAIN IN INF FLOW
20 5.00
18 4.50
16 4.00
14 3.50
12 3.00
10 2.50 Flow, mgd
8 2.00 inches Rainfall,
6 1.50
4 1.00
2 0.50
0 0.00
6 6 6 6 6 6 6 6 6 6 06 06 0 06 06 06 06 06 0 06 06 0 06 06 06 06 06 06 06 06 0 06 0 0 0 0 00 0 0 006 006 0 006 /200 /20 /20 /20 /20 /200 /20 /20 /200 /20 /200 /20 /20 /20 /20 /200 /20 /20 /20 /2 /20 2 2 3 3 5 9 0/2 1 3 5 6 7 9 0 1/2 2 3 4/2 5/2 5/2 7/2 8 9/2 1/1 2/ /2 3/8 1 5/2 6/4 7/ /2 8/9 /1 1 2 1/ 16 2 1 /30/ 1/1 1/2 2/14/22 3/1 3/30/20064/ 4/2 5/1 5/24/2006 6/1 6/2 7/18/27 8/2 8/31/20069 9/2 10/ 1 1/ 12/ 10/ 10/ 1 11/ 12/ 12
Figure 4-1b
2007 Influent Flow (MGD) vs. Precipitation in Inches RAIN IN INF FLOW
20 4.00
18 3.50
16 3.00 14
2.50 12
10 2.00 Flow, mgd Flow,
8 Rainfall, inches 1.50
6 1.00 4
0.50 2
0 0.00 1/1/2007 2/6/2007 3/5/2007 4/1/2007 5/7/2007 6/3/2007 7/9/2007 8/5/2007 9/1/2007 1/10/2007 1/19/2007 1/28/2007 2/15/2007 2/24/2007 3/14/2007 3/23/2007 4/10/2007 4/19/2007 4/28/2007 5/16/2007 5/25/2007 6/12/2007 6/21/2007 6/30/2007 7/18/2007 7/27/2007 8/14/2007 8/23/2007 9/10/2007 9/19/2007 9/28/2007 10/7/2007 11/3/2007 12/9/2007 10/16/2007 10/25/2007 11/12/2007 11/21/2007 11/30/2007 12/18/2007 12/27/2007
Figure 4-1c
2008 Influent Flow (MGD) vs. Precipitation in Inches RAIN IN INF FLOW
18 5.00
16 4.50
4.00 14
3.50 12
3.00 10 2.50 8 Flow, mgd Flow,
2.00 Rainfall, inches
6 1.50
4 1.00
2 0.50
0 0.00
8 8 8 8 8 8 8 8 8 8 8 8 8 08 08 008 00 00 00 008 00 00 008 008 008 008 008 008 00 00 00 008 00 00 00 00 /2 /2 /2 /2 2 /2008 /2008/2008 /2 /2 /2 /2 /2 /20 /2 /2 /2 /2 /2 /1 6 7 5 4 1 0 9 /8/20 7 6 /4 /9 6/2 2/2 /8/2008 1 /10 /19 /28/2 2/ /15/2 /24/2 3/4/ /13/2008/22/2008 4/9/2008 5/6/2008 6/2/2008 /2 7 /1 /2 8 /13 /22 /31 9 /18 /27/2 0/ 1/ 1 1 1 2 2 3 3 3/31/2008 4/18/20084/2 5/1 5/2 6/1 6/2 6 7 7 8 8 8 9 9 1 1 12 2/17/20082/26/2008 10/15/20010/24/200811/11/200811/20/200811/29/20081 1
building inspection survey. It identified locations with confirmed and potential sources of I/I and made recommendations for repair work and additional investigation. No construction work was performed as part of Phase I.
Phase II SSES – Part 1 The Phase II SSES report was completed in November 2005 by Fay, Spofford, and Thorndike (FS&T). As with the Phase I investigation, Phase II included manhole inspections, CCTV sewer inspections, smoke testing, and a building inspection surveys. The Phase II SSES report recommendations resulted in the Phase II SSES Sewer Rehabilitation Contract that was started in March 2006 and additional investigations that were conducted under the project title of Phase II SSES. The following work was included in the construction contract:
• 16 manholes were cleaned • 17 manholes were sealed and coated • 13 manhole covers were raised to grade • 23 watertight manhole covers were installed20 manhole frames and covers were replaced • 4 manholes were replaced • 16 common manholes were modified to eliminate drain connections • 3 catch basins were disconnected from sewer
The plan set also included drain improvements to facilitate the elimination of small diameter connections (sump pumps) to the sewer. These improvements were not constructed, but were left for completion during later Phases of work. Work done under this contract was widespread throughout the city, covering many subareas.
The Phase 2 SSES report made extensive recommendations for other sewer pipe and manhole rehabilitation work that was not able to be included in the Phase 2 Rehabilitation Contract. All of the recommendations in the Phase 2 report were included in Phases 3 and 4. Recommended work included:
• Over 21,000 LF of sewer pipe rehabilitation, including cured-in-place lining of the main interceptors • Installation of drains to remove 43 sump pump connections from the sewer system • Repair/replacement of manholes with significant defects, especially those with defects which contribute significant amounts of infiltration and inflow
Phase II SSES – Part 2 The original Phase II SSES investigation and Phase II Sewer Rehabilitation contract were performed using Clean Water State Revolving Funds. With the funds not used on the original report and construction project, an additional investigation project was undertaken. Work undertaken included smoke testing and follow-up dye testing to confirm suspect sources of infiltration and inflow discovered during previous investigations. Another round of building inspections was also conducted to try to inspect those buildings that were missed during previous investigations.
City of Taunton 4-12 BETA Group, Inc. Final CWMP and Draft EIR
Phase III SSES The Phase III SSES construction project included CIPP lining of a portion of the main interceptor, manhole rehabilitation, and the installation of drain laterals to facilitate the removal of sump pumps from the sewer system. The locations of the drain laterals were taken from the list of locations deleted from the Phase II SSES construction project.
Between April 2007 and December 2007, over 100,000 linear feet of pipe was inspected using closed circuit television cameras by Veolia Water and National Water Main Cleaning Company. Complete records of the inspections and resulting analyses are available from the City. In summary, 110 pipe segments were noted to be impacted by infiltration. Of these segments, 69 had infiltration rates described as moderate to high.
As part of the investigation portion of this project, Veolia inspected over 350 manholes for defects and evidence of leakage. Manhole inspection reports are also available from the City. Generally speaking, manholes in Taunton are in poor shape. A large number of manholes have multiple holes in the cover and often act as drains for the street. The age of the sewer system is the main factor contributing to the condition of the manholes, which are constructed primarily of brick.
Smoke testing was also performed in a limited area to determine sources of inflow (i.e. directly and indirectly connected catch basins, roof leaders, drains, and cleanouts which carry rainwater into the sewer system). Results from the smoke testing are summarized below.
Defect Type Number Found Catch Basins – Direct Connection 13 Catch Basins - Indirect Connection 13 Roof Leaders 5 Cleanouts/House Drains 4 Other (Misc., undetermined) 3
Phase IV SSES The Phase IV SSES construction project included the relocation of Cobb Brook to alleviate heavy flooding that causes property damage along Somerset Avenue threatens a Taunton Municipal Lighting and Power substation on West Water Street and severely limits access to the Taunton WWTF. Phase IV also includes manhole rehabilitation, sewer pipe replacement, repair and CIPP lining and the installation of drain laterals to facilitate the removal of sump pumps from the sewer system. Some drain work to increase capacity in the drain system to be able to carry the excess water previously discharged into the sewer system is also incorporated into this Phase of work. The locations of the drain laterals installed were taken from the list of locations deleted from the Phase II SSES construction project. As of the writing of this DEIR, the Phase IV SSES project is still ongoing. Once the Phase IV SSES project is complete (August 2009), all of the rehabilitation work identified in the Phase I and Phase II SSES reports will be completed.
City of Taunton 4-13 BETA Group, Inc. Final CWMP and Draft EIR Inflow and Infiltration reduction work will continue indefinitely into the future. Funding and planning has already been secured for Phases V through VII of the SSES, focusing primarily on inflow reduction with a goal of reducing or eliminating all CSO events. A schedule is provided in Table 4-4.
Phase V SSES is in the design phase and consists of major scope items. Work is scheduled to be completed in June 2010.
• upgrade to the Dean Street Pumping Station • rehabilitation of 55 manholes • disconnecting 15 catch basins tied into the sewer system • replacement of sewers Marvel Street, Harrison Avenue, Spring Street and Silver Street,
Phases VI and VII consist of additional manhole repairs, stormwater separation, upgrade of the Route 140 pumping station, sewer system repair and replacement, and the implementation of tasks outlined in the United States Environmental Protection Agency’s Findings of Violation and Order for Compliance to the City of Taunton (refer to Section 4.4.1).
Taunton plans to implement one construction phase each year through the year 2011. A schedule is provided in Table 4-4.
4.4.1 CSO Abatement Under NPDES Permit No. MA0100897, the City of Taunton is presently allowed to discharge pollutants from a Combined Sewer Overflow (CSO) outfall (serial number 004) located ahead of the Main Lift Station on West Water Street. Theoretically, the CSO becomes active when wet weather flows to the lift station exceed the pumping capacity of 22.4 mgd. Corrective measures outlined in Phase 1 and Phase 2 of the SSES work were intended to reduce the volume of inflow to the main lift station and therefore the volume discharged to the Taunton River via the overflow. The reduction in volume from these corrective measures is difficult to quantify and can only be done through monitoring over a series of rain events.
Table 4-4 SSES Construction Schedule
Scheduled Scheduled Estimated I/I Removal Projects Start Copmpletion Status Cost Phase 2 SSES 2004 2005 Complete ---- Phase 3 SSES 2007 2009 Ongoing$ 4,650,000 Phase 4 SSES 2008 2009 Ongoing$ 5,466,000 Phase 5 SSES 2009 2010 Bid Phase$ 3,100,000 Phase 6 SSES 2010 2011 Planning$ 3,100,000 Phase 7 SSES 2011 2012 Planning$ 3,100,000
City of Taunton 4-14 BETA Group, Inc. Final CWMP and Draft EIR
On September 26 2008, the United States Environmental Protection Agency issued a final “Findings of Violation and Order for Compliance” (the ‘Order”) to the City of Taunton that identifies certain actions that the city must undertake to eliminate unauthorized discharges from its wastewater collection system and ultimately eliminate the CSO. As stated in the Order, since March 23, 2004, Taunton has periodically discharged untreated sewage to the Taunton River and its tributaries from various components of the collection system other than the CSO outfall. This is a direct violation of Section 301(a) of the Clean Water Act. Specifically, the Order addresses issues related to combined manholes, the collection system, stormwater drainage system, inflow, and the combined sewer overflow. A copy of the Order is provided in Appendix D. A summary of the terms of the Order is provided below.
Combination Manholes In addition to the permitted CSO, there are approximately 60 known manholes within the collection system that are described as “combination manholes” since infrastructure conveying sanitary sewage and storm water are both present. This creates the potential for sanitary sewage to be transferred to the storm water system and storm water to be conveyed to the sanitary system. To address the combined manholes Taunton must: • Submit a plan for monitoring the combination manholes, within three months of the Order. The plan must be implemented within ten months of its approval. Inspections shall be performed within 96 hours following two distinct storm events that exceed one inch in a 24 hour period. • Identify and inspection all combination manholes in the collection system within 12 months of the Order. • Submit a report summarizing the results of the monitoring and inspection programs and containing a plan to separate those manholes at which the transfer of flows occurs within 24 months of the Order. • Beginning January 1, 2011, monitor all remaining combination manholes once per year and within 96 hours following a rainfall event of two inches or greater within a 24 hour period.
Collection System • Assess the entire collection system including a capacity analysis and a review of operations and maintenance practices, by March 31, 2009. • Submit a CMOM Corrective Action Plan that identifies deficiencies, their causes and corrective actions by July 31, 2009. • Complete the cleaning of the entire collection system by December 31, 2009. • Complete the television inspection of at least 124,000 feet of sewer in the oldest sections of the city (“Core Area” consisting of sewer subareas A, C, D, E, F, G, H, I, J, K, L, M and P on the city’s sewer map) by December 31, 2009. • Complete the television inspection of an additional 124,000 feet of sewer in the Core Area” by December 31, 2010. • Complete the television inspection of all sewers constructed prior to 1970 by December 31, 2011.
City of Taunton 4-15 BETA Group, Inc. Final CWMP and Draft EIR Stormwater Drainage System • Clean, inspect and dye test storm water catch basins in the Core Area by December 31, 2010. • Clean, inspect and dye test remaining storm water catch basins by December 31, 2011.
Inflow • Survey all city owned buildings for illicit roof leader and sump pump discharges to the collection system by December 31, 2009. • Complete a roof leader assessment of buildings within the Core Area by April 30, 2011. • Complete a city-wide assessment of illicit sump pumps connected to the collection system by June 30, 2012.
Combined Sewer Overflow • Submit a summary detailing the progress made in improving the collection system to completely eliminate the CSO outfall by October 31, 2011. • If it is determined that the CSO cannot be eliminated based on the improvements made, a plan for other options (storage and pump back, bypass, etc.) must be evaluated. The timeframe established by the EPA to eliminate the CSO is October 1, 2013.
Recent flow and precipitation data was reviewed to determine the volume of storage that would be required to eliminate the CSO. From August 2004 through July 2008, 19 overflow events were recorded with the actual overflow volume ranging from 2,000 gallons to 13.7 million gallons (refer to Figure 4-2). Of the 19 overflow events, 16 resulted in an overflow of less than 2.25 million gallons or 84 percent of the overflow events. Rainfall associated with these overflows generally range up to the 1-year, 24 hour storm. However, the volume of the overflow is somewhat inconsistent with rainfall. For example, 1.76 inches of rain on June 25, 2006 resulted in an overflow of 1.47 million gallons, while 1.74 inches of rainfall on February 14, 2007 resulted in an overflow of 0.35 million gallons. The peak intensity of these storm is not known, which could account for some of the difference in the overflow volume. It is also important to note that prior to the June 2006 overflow, flow to the WWTF was above 10 mgd for several days due to a series of rainfall events that month. Saturated soil conditions may have contributed to increased run-off and the higher inflow volume. In contrast, flow to the WWTF was just less than 6 mgd for an extended period prior to the February 2007 rainfall event and only 0.25 inches of rainfall had occurred over the previous days. A 3.5-inch rainfall event occurred from March 16 to March 17, 2007, producing an overflow of 2.2 million gallons, whereas, 3.3 inches of rainfall from April 15 to April 15, 2007 produced an overflow of 5.7 million gallons. Conditions prior to these storms were similar so intensity is the likely cause of the volume differential.
Using the 1-year, 24-hour storm as the targeted rainfall, a storage capacity of 2,250,000 gallons and adequately sized pumping facilities will eliminate over 80 percent of the overflow events. Capturing or otherwise handle overflow events such as those recorded on October 15, 2005 and
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Storm Event 16 6
14 CSO Targeted Storage Volume 2.25 MG 5 Daily Rainfall 12
4 10
8 3
6 CSO (Million Gallons) 2 Daily Rainfall (Inches)
4
1 2
0 0 3/8/2008 3/2/2007 6/7/2006 4/2/2005 4/3/2005 7/23/2008 3/17/2007 4/16/2007 2/13/2008 6/25/2006 2/14/2007 5/29/2005 8/30/2005 9/15/2005 10/9/2005 8/15/2004 3/28/2005 10/15/2005 11/22/2005 Date
June 7, 2006 in which 12.1 and 13.8 million gallons were released, respectively, is not considered practical. Both of these events were caused by over 4.6 inches of rain. Since Taunton is still actively pursuing the separation of sanitary and storm sewers as well as other inflow reduction measures, it expected that the overflow volume under the 1-year, 24-hour storm will continue to decrease. Therefore, sizing, design, and construction of CSO abatement facilities should be delayed until all recommendations of the SSES work and the Order are implemented and their impacts assessed. For purposes of preliminary planning, pumping, storage and treatment facilities for the CSO are discussed in Chapter 5 of this report.
4.5 Projected Wastewater Flow - Revised As previously shown in Table 4-3, the average daily flow to the Taunton WWTF from January 2007 through December 2008 was 7.1 mgd. The wastewater flow projected to the year 2025 from each of the priority wastewater needs areas is 1.02 mgd, as summarized in Table 4-5. Approximately 85 percent of this flow is from existing development. In addition to the priority needs areas, small sewer extensions to 11 neighborhoods in close proximity to the existing collection system were also recommended in the CWMP. Of these, six areas have been sewered including the largest neighborhood, Lake Sabbatia and the flow from existing development is included in the average daily flow estimate to the WWTF. Existing flow from these eleven sewer extensions is approximately 115,000 gpd. These neighborhoods are expected to generate an additional 76,000 gpd by planning year 2015 (refer to Table 4-6). An additional 0.2 mgd of wastewater was estimated from infill development within Taunton’s current sewer service area (refer to section 3.4 of the CWMP).
Taunton also has an obligation through Intermunicipal Agreements, to take an additional 1.025 mgd of wastewater from participating communities. The Town of Easton may also seek to have Taunton accept 0.4 mgd of wastewater from some of their high needs areas. The CWMP did not include any provisions for new or increased flow from Taunton’s industrial base. For planning purposes, a 0.30 mgd allowance has been added to the flow projection through 2025. One-third of this allocation is included in the year 2015 flow projection. Based on these factors the projected average daily flow to the Taunton WWTF through the year 2025 is approximately 10.2 mgd, as developed in Table 4-7.
The projected year 2025 flow rate of 10.2 mgd is slightly less than the 10.7 mgd average daily flow that was projected in the CWMP. This is mainly due to elimination of the reject water stream from the Aquaria Desalination Plant from the flow projection and recent lower flow rates being experienced at the Taunton WWTF. Lower WWTF flows may be the result of the infiltration and inflow reduction measures being implemented by Taunton. These estimates are used to identify systems and processes which will likely require modifications to accommodate the additional flows. The increased flow projections will require modifications to the Main Lift Station as well as the WWTF.
Although the planning year (2025) average daily flow capacity requirement at the Taunton WWTF has been shown to be 10.2 mgd, a flow projection through the year 2015 provides a
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Table 4-5 Projected Wastewater Flow Rates Priority Needs Areas
Projected Average Daily Flow Needs Area (gal) Q 25,000 L 214,000 R 30,000 C 111,000 E 102,000 A 42,000 V 23,000 U 67,000 AA 21,000 Z 30,000 X 35,000 H 79,000 K 182,000 I 58,000 Total 1,019,000
better indication as to when treatment facility capacity needs to be increased. Through 2015, Taunton will focus on sewering Needs Areas K, L, and U, which have a combined projected average daily flow of 0.46 mgd. It is also assumed that Taunton will sewer approximately half of the smaller sewer extensions identified in Table 4-6 and half of the infill sewering within the existing service area will be completed by the year 2015.
The Town of Dighton does not anticipate that the remaining 0.46 mgd of allowed treatment capacity under their agreement with Taunton will be utilized by 2015. They have indicated that reserving 0.2 mgd of capacity for the year 2015 with the balance allocated to the year 2025 is a more realistic assessment. Since approval of Raynham’s Draft EIR and CWMP is being held up by the MADEP, conservatively, 70 percent of their allotted capacity is expected to be utilized by the year 2015. In addition, no wastewater flows from Easton are expected within this timeframe. Therefore, the projected flow to the Taunton WWTF by the year 2015 is 8.50 mgd, as shown in
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Table 4-6 Proposed Small Sewer Extensions Projected Average Daily Flow (gal) Status Description Existing Future 2
Lake Sabbatia 83,000 17,000 Complete Cameron Ave./Monadnock Ave ----- 15,000 Unsewered Shores St./Davis St. ----- 14,000 Unsewered Crapo St. 4,000 1,000 Complete 1 General Cobb St. ----- 3,000 Unsewered Garden St./Spruce St. Woodlawn St./Garden St./Spruce St. 9,000 8,000 Complete Butler Ave./O’Connor St. ----- 10,000 Unsewered Summer St./Ingell St. 8,000 4,000 Complete 1 Roosevelt St./Coolidge St. 7,000 1,000 Complete 1 Warren St. 4,000 1,000 Complete 1 Taylor St. ----- 2,000 Unsewered Total 115,000 76,000 1. Wastewater flow from completed projects is included in the existing flow measurement. 2. Flow projection by the year 2025.
Table 4-7. With the ongoing infiltration and inflow reduction program in Taunton, there does not appear to be an immediate need to increase the capacity of the Taunton WWTF from its current rating of 8.4 mgd.
4.6 Water Supply and Demand The city of Taunton receives its public water supply entirely from the Assawompset Ponds Complex (APC) and a small portion from Elders Pond. The APC and Elders Pond are located in the communities of Lakeville, Freetown, Middleborough, Rochester, Dartmouth, and New Bedford. The rights to the APC waters are shared by New Bedford and Taunton. The Assawompset Pond Pump Station, located on the west side of the Assawompset Pond, diverts approximately 6.8 million gallons per day (mgd) of water on average from the APC to Elders Pond in Lakeville where the Taunton Water Treatment Plant is located. The City of New Bedford Water Treatment Plant, located at the south end of Little Quittacas Pond, diverts a much more significant flow of approximately 15 mgd on average from the APC. The safe yield of the APC is 27.5 mgd with 20.79 mgd permitted for New Bedford and 6.71 mgd permitted for Taunton. Elders Pond provides an estimated safe yield of 0.58 mgd for Taunton. Together the APC and Elders Pond allow Taunton a total permitted withdrawal amount of 7.29 mgd. Total water usage in the past five years in the city of Taunton has been between 6.0 and 6.5 mgd.
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Table 4-7 Estimate Of Projected WWTF Flows Through 2025 (mgd)
Average Daily Flow Average Daily Flow Description (Year 2015) (Year 2025) Existing Flow 7.1 7.1 Flow From Priority Needs Areas 0.46 1.02 Flow From other Sewer Extensions 0.04 0.08 Flow From Infill Sewers 0.10 0.20 Additional Flow Through IMAs 0.61 1.43 Flow From Planned Development 2 0.09 0.09 Water Solutions Group 1 ------Industrial Allowance 0.1 0.30 3 Total 8.50 10.22 Projected Peak Flow 22.4 26.5
1. Flow from Water Solutions Group is presently at its maximum capacity of 0.2 mgd, which is included in the existing flow. The CWMP discussed an increase in the capacity from 0.1 mgd to 0.2 mgd and carried this increase in future flow projections. 2. Discussion of planned development is included in Section 2.2.2 3. Future industrial flow allowance includes 100,000 gallons per day from Miles Standish Industrial Park expansion Phases IV and V. Does not include a possible 0.3 mgd of reclaim water return from TMLP
According to the City’s Water Master Plan, Taunton will provide public water to approximately 99 percent of its residents by the year 2020. Based on domestic water consumption and population served in recent years, the Plan projects a domestic water consumption of 60 gallons per capita per day (gpcd). Using a population growth rate of 0.6 percent, the projected City population for the year 2020 is 60,162. Based on this estimated population with 99 percent residents being served, an estimated domestic water demand of 3.57 mgd was projected for the year 2020. The Master Plan projects an average daily commercial, industrial, and municipal water consumption rate of 1.94 mgd through the year 2020, assuming that the current percentage of total water use for these activities remains fairly constant. The projected water consumption for wholesale to other public water systems is 0.62 mgd through the year 2020.
The Water Master Plan also predicts that total water demand in 2020 is expected to increase to 7.77 mgd. There is also a potential that Lakeville may request an additional 0.15 mgd. As a result of potential shortfalls in water supply, alternatives such as verifying safe yields, negotiating for increase in permitted withdrawals, reducing unaccounted for water, reducing water consumption, and developing additional supply have been considered. The additional
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supply alternatives reviewed include Paul A. Dever School Well Supply and the Taunton River Desalination Plant in North Dighton. The Dever School is located in the northern section of Taunton near Watson Pond and would require rehabilitation of one of three wells located at the school to make approximately 2 mgd of water available to the city.
The city does have measures in place to control seasonal water use. According to the Municipal Public Water Supply Water Use Restriction List, the City of Taunton has a voluntary restriction status on nonessential water use; and may include limitations on outside water use, such as odd/even days, hours of the day, hand-held hose, no automatic sprinklers, or total bans on outside watering.
4.6.1 Water Distribution System Taunton’s water distribution system consists of 254 miles of pipe. Approximately 20 percent (70 miles) of the water mains were installed prior to 1930 and consist of unlined cast iron pipes that are believed to be very tuberculated. A description of other water supply infrastructure can be found in Section 2.6.2 of the Final Draft CWMP.
4.6.2 Water Demand Management and Conservation Plan This section provides a preliminary water demand management and a water conservation plan, as recommended in comments in the Scope provided in the Secretary’s Certificate. This plan is based on the Water Conservation Standards published by the Commonwealth of Massachusetts Executive Office of Environmental Affairs and Water Resources Commission (July 2006). And generally follows the format of the standards. The website is located at the following address: http://www.mass.gov/envir/mwrc/pdf/Conservation_Standards.pdf. The intent is to identify established standards, identify measures currently employed by the City of Taunton and make recommendations to comply with the established standards. The City will be developing a formal plan based on these and other relevant recommendations.
Taunton may be able to obtain funding assistance to implement water conservation measures from the MassDEP Annual Water Conservation Grant Program for public water systems. The proponent must match 25 percent of the requested grant amount and in-kind services are eligible as a match. The projects can include public education programs, water audits, leak detection, rebate programs, by-law implementation, and meter calibration or repair. Consulting services are generally an eligible cost under the grant program.
• Comprehensive Planning Standard Develop a drought management plan that follows American Water Works Association Drought Management Planning guidance (AWWA, 2002). Develop strategies appropriate to the system to reduce daily and seasonal peak demands and develop contingency plans to ameliorate the impacts of drought, seasonal shortages and other non-emergency water supply shortfalls. Develop emergency management plans as per MassDEP requirements (MassDEP Policy 87-05 - Declaration of a State of Water Supply Emergency).
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Current Policy Taunton currently has a simplified drought management plan in which voluntary restrictions on nonessential water use are imposed and may include limitations on outside water use, such as odd/even days, hours of the day, hand-held hose, no automatic sprinklers, or total bans on outside watering. Recommendation It is recommended that Taunton develop a more detailed drought management plan that can be integrated into the Water System Master Plan. The plan should follow the following format based on the MassDEP drought management planning guidance: o Stage I Voluntary Conservation o Stage II Off-Peak Watering Only and/or Outside water use is limited to between certain hours o Stage III Outside Water Usage is Limited to 1-Day per Week and/or outside water use restricted to hand held hose for flower or vegetable garden watering only. No lawn watering, car washing (excluding commercial car washing), pool filling allowed. o Stage IV Mandatory Ban on Outside Water Use
Standard Conduct infrastructure planning evaluations that include water supply, wastewater and stormwater with greater emphasis on the issue that is most problematic. Planning should either follow: a) the MassDEP guidance for Integrated Plans; or b) the Water Resources Commission guidance for a Local Water Resources Management Plan. The plans should be updated periodically. Specific principles that should be considered include:
o Stormwater o Wastewater o Infiltration and Inflow o Water Supply Current Action Taunton is in the final stages of completing a CWMP, which incorporates wastewater management, water supply, and stormwater management aspects. Recommendation It is recommended that the Water System Master Plan incorporate water conservations strategies presented within this Water Demand Management and Conservation Plan.
• System Water Audits and Leak Detection Standard Conduct a complete, system-wide leak detection survey every two (2) years unless: a) the results of the Annual Statistical Report (ASR) water audit indicates that leakage constitutes a small portion of the system’s unaccounted-for water; or b) the volume of leaks detected through the most current leak detection survey (conducted within the previous two years) indicates insignificant leakage.
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Current Action The Taunton Water Department maintains an annual leak detection program, in which approximately 50 percent of the water system is surveyed for leaks each year. The program was initiated in 2006. Leaks are repaired upon discovery. Recommendation It is recommended that Taunton continue to perform leak detection surveys of its distribution system. The surveys should continue to cover half of the water system each year to comply with the standard. Surveys should be completed using the guidelines provided in the 2006 Water Conservation Standards. Available funding assistance should be considered for this work.
Standard Establish penalties and/or fines for stealing water. Those with authority to set and enforce penalties for theft of public water (including but not limited to municipal Water Commissioners, Town Selectmen and public water suppliers; not including private water suppliers) develop a new bylaw/ordinance or amend existing bylaws/ordinances to establish a penalty by providing authority to levy a significant fine and/or penalty, that may be enforced criminally or non-criminally. Current Policy The Taunton Water Department has fines in place for water theft and water ban violations. Water theft is treated in a similar manner to the Taunton Fire Department’s handling of tampering with or damaging hydrants. The fire department can issue fines for tampering with a fire hydrant. Recommendation Taunton currently has fines in place dealing with water theft.
Standard Conduct an Annual Statistical Report water audit using the MassDEP Water Audit Guidance Document. (http://www.mass.gov/dep/water/approvals/wmgforms.htm#audit). Current Standing The Taunton Water Department has been conducting annual water system audits. The City has acknowledged that there has been water accounting issues due to the existing meter inaccuracies and the billing program problems. Recommendation It is recommended that the Taunton continue to conduct annual water audits and work with the largest water users in the City to encourage water conservation through private water audits.
• Metering Standard Ensure 100 percent metering of all water uses, including all indoor water use at all municipal facilities (schools, school athletic fields, etc.).
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Current Action It is believed that 100 percent of the water system is metered, including all municipal buildings. There currently is an on-going meter replacement program in Taunton that replaces existing meters with new, remote-read meters. In 2010, a large scale replacement of older meters within the system will occur. Taunton also provides and operates meters on hydrants for contractors if water is needed during construction projects. Recommendation It is recommended that Taunton complete the meter replacement program as planned. Taunton should establish an annual budget line item for the calibration, replacement and repair of all sources of supply and distribution network water metering systems.
Standard Water service lines and meters for all water distribution system users shall be properly sized to meet AWWA performance standards. Current Action Taunton will replace oversized meters with properly sized meters if requested by a large consumer. The Water Department has acknowledged that some large users may have oversized meters and has begun contacting these users to evaluate the required meter size. Recommendation It is recommended that Taunton develop and implement a plan in 2010 to downsize all oversized meters for large users. In addition, Taunton should transfer ownership of large meters to the users and establish a regulation that requires annual testing of the meters by the owner.
• Pricing Standard Establish a water pricing structure that includes the full cost of operating, maintaining, and protecting the water supply system. Perform a rate evaluation every three to five years to adjust costs as needed. Current Policy Taunton has a full cost, increasing block rate structure that is revised annually. Residential customers are billed on a quarterly basis while larger customers are billed monthly. Billing rates are as follows: Residential Customers Consumption (HCF) Rate ($/HCF) 0 – 30 2.76 31 – 250 4.09 >250 4.89
Larger Customers Consumption (HCF) Rate ($/HCF) 0 – 10 2.76 11 – 83 4.09 >83 4.89
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Taunton charges the equivalent of 100 percent of the water bill for sewer use, however, reduction meters are allowed to account for water not entering the wastewater collection system. The water department and sewer department share billing costs. Recommendation It is recommended that Taunton conduct a rate evaluation to determine if current revenues meet current and projected water expenses. The rate study should consider the recommended sewer expansion plan and the impacts of construction cost and operations and maintenance expenses. It is also recommended that Taunton consider increasing the billing frequency for residential users.
• Residential Water Use Standard Install Water Efficient Plumbing Fixtures to meet the standards set forth in the Federal Energy Policy Act, 1992 and the Massachusetts Plumbing Code. Provide and promote toilet leak detection kits, and educational literature about installation of water saving devices and water conservation savings in retrofit programs. Current Actions Taunton currently makes water savings devices available to customers as they are received from MADEP. These items given away as a courtesy and are not sold. Recommendation Taunton should continue to promote a residential water conservation program that makes low flow devices available to residents. The program should evaluate the devices that are expected to provide the most benefit and those most desirable for use by residents. In addition, Taunton should make educational literature available regarding installing water savings devices and their potential savings. Available funding assistance should be considered for this work.
Standard Communities and water suppliers should consider providing free or low cost residential water audits to customers, targeting the largest users first. A residential water audit should include the following components at a minimum: inspection of toilets, showers, faucets, clothes washers, dishwashers, water filters, water softeners, evaporative coolers, spa/hot tub, etc. for leaks, flow rate, presence of water saving retrofit devices, and efficient use of fixtures and appliances by residents. Audits should include a payback analysis showing homeowners how reductions in water costs justify the investment in the recommended upgrades. Current Policy Taunton does not provide regular water audit services to residential customers. The Water Department indicated that they do review water meter data and use trends for inconsistencies that indicate a potential residential leak. The user is contacted to resolve the problem. Recommendation It is recommended that the current practices be expanded with a water audit program available to residents. The program should monitor water use trends and target residents
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whose water use patterns indicate excessive use or dramatic fluctuations. The program should focus on water losses, conservation, and reduction in overall water costs to the residential customer.
• Public Sector Standard Conduct indoor and outdoor audits and account for full use of water, based on full metering of public buildings, parks, irrigated playing fields, and other facilities. Current Actions Taunton does currently meter water use at public buildings or recreational facilities. This includes irrigation facilities. Taunton has not implemented a program of installing low flow fixtures in public buildings. Recommendation Water usage at all public facilities should be metered. In addition, low flow devices should be installed in all public buildings. Meters should also be installed at recreational fields with irrigation systems. Irrigation systems for municipal fields should be controlled either manually or by timers. Taunton should consider installing moisture sensors on irrigation systems as an additional means of conserving water.
• Industrial, Commercial, and Institutional Standard Carry out a water audit to determine the location and amount of water used for heating, cooling, processing, sanitary use, and outdoor use. Use the findings from the audit as the basis for actions to conserve water such as: o Recycling and reusing cooling waters to achieve greatest water use efficiency/closed loop cooling. o Using non-potable water (in conformance with the plumbing code and MassDEP regulations to assure safe drinking water and to avoid cross-connections). o Using heat-sensitive valves to control cooling equipment. o Replacing water cooling with air cooling (where possible within air quality standards). o Installing or retrofitting efficient sanitary water devices, performing scheduled meter maintenance and calibration, and xeriscaping. Current Action Taunton has successfully worked with large users in the past in promoting water conservation. Taunton enforces plumbing codes to new and renovated buildings. Recommendation It is recommended that Taunton contact the largest commercial and/or industrial customers to promote water conservation. Large commercial and industrial users should develop their own water policies addressing conservation, leak detection and repair, maintenance, and education. These users should install water savings devices and fixtures and conduct a water audit to determine additional means to reduce consumption.
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• Agriculture Standard As part of the management of an agricultural operation, adopt a water conservation approach through which water is used in a planned and efficient manner with appropriate amounts and frequency to meet needs without excessive water loss. Current Action There are no substantial agricultural users of the municipal water system.
• Lawn and Landscape Standard Develop and implement seasonal demand management plans as part of the drought management plan. These plans must identify water supply and environmental indicators to serve as water use restriction triggers and outline a set of increasingly stringent and effective water use restrictions that are designed to protect public health and the environment. Abide by water restrictions and other conservation measures implemented by the municipality or water supplier. Fully enforce water use restrictions. This will ensure effectiveness of the restrictions so that they will be taken seriously by the public. Current Action Taunton currently enforces water use restrictions. Recommendation It is recommended that Taunton develop a more detailed drought management plan that can be integrated into the Water System Master Plan. The plan should follow the following format based on the MassDEP drought management planning guidance.
• Public Education and Outreach Standard Water suppliers and the state should consider using social marketing to help build public support for water conservation. Social marketing is a valuable technique that can help persuade people to use water and land in an environmentally-responsible manner. Current Practice Taunton currently uses bill stuffers as educational material to promote and market water conservation to residential customers. Information regarding water use is also provided through notices in municipal buildings. The annual consumer confidence report also provides information regarding the water system and conservation tips. Recommendation Taunton should continue to use current means and evaluate other methods to target the public.
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CHAPTER 5 RECOMMENDED PLAN - WASTEWATER TREATMENT FACILITY
5.1 Discharge Permit and Flow Considerations
This chapter presents the results of the evaluation of the existing WWTF and its ability to handle the projected flows and pollutant loads. As shown in Table 4-7, the projected average daily flow to the Taunton WWTF by the year 2025 is expected to reach 10.2 mgd. This flow rate includes an allowance of 0.4 mgd to the Town of Easton and it assumes that the Towns of Raynham and Dighton will contribute the maximum flow allowed by their respective intermunicipal agreements. Table 4-7 also developed a short-term average daily flow projection of approximately 8.5 mgd through the year 2015. This flow assumes that only Needs Areas K, L, and U will be sewered by that time, there will be no flow derived from Easton, Dighton will contribute 200,000 gallons per day (instead of its full remaining allotment), and Raynham will contribute 70 percent of its remaining reserve capacity. These flow projections also assume that there will be no further reduction in the volume of infiltration and inflow entering the Taunton collection system. Although the City is continuing its efforts in I/I reduction, it is difficult to estimate the quantity that will be removed. Therefore, no allowance for I/I removal will be estimated at this time.
Based on the flow analysis discussed above, expansion of the Taunton WWTF to increase treatment capacity does not appear to be necessary until sometime after the year 2015. As discussed in Section 4.3, average daily flows are significantly higher during the high groundwater season compared to those in the low groundwater season. Although the 2015 projected average daily flow slightly exceeds the current design capacity of 8.4 mgd, this flow represents average conditions over the course of a year and includes the high groundwater and low groundwater flows. Therefore, it is reasonable to assume that flow exceedences will only occur from mid-winter through the spring. Infiltration and inflow, which carry little or no pollutant loading, are the primary cause for the higher flows. As a result, plant loads should not be impacted and should remain relatively constant throughout the year. Existing plant processes and equipment are capable of handling slightly higher flow rates at current design loading rates.
A capacity upgrade is required to handle the projected year 2025 flow of 10.2 mgd. The timing of these upgrades is contingent on the effectiveness of the Taunton’s infiltration and inflow reduction program, the effectiveness of the sewer bank, the capacity needs of the contributing communities, and the extent to which the needs areas are sewered. Treatment facility flows should be evaluated on an annual basis so the necessary infrastructure can be properly planned and constructed to be available when needed.
It should be noted that the CWMP estimated that the portion of the flow derived within the City of Taunton was 6.8 mgd. Based on 2007 and 2008 flow data, the total average daily flow to the WWTF is 7.15 mgd. Subtracting the average metered flows from contributing communities (0.927 mgd), the flow derived within Taunton is now estimated at approximately 6.2 mgd.
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This reduction is likely the result of ongoing infiltration and inflow reduction measures. As the City continues with its aggressive program, additional flow reductions are expected.
Flow increases at the Taunton WWFT will likely reduce proportionally the allowable discharge concentrations of pollutants regulated under the present NPDES permit. The USEPA and the MADEP have also indicated that the mass of total nitrogen discharged from the Taunton WWTF will likely be regulated in the next generation of the NPDES permit. Although a future limit has not been established at this time, indications are that the permit limit for total nitrogen will be 8.0 mg/l from June through September. This timeframe corresponds to the season that the ammonia concentration is regulated in Taunton’s current permit. It is expected that the total nitrogen limit will be imposed before any capacity increase is required at the Taunton WWTF. A discharge limitation for total phosphorus is not anticipated at this time. However, any proposed plant improvements must be compatible with phosphorus removal processes in case limits are imposed in the future.
The evaluation of plant improvements is divided into two sections. The first section focuses on improvements needed to comply with the anticipated total nitrogen limit while the second section addresses modifications that will increase the treatment capacity of the plant to 10.2 mgd. Unless specifically noted, the evaluations presented in this chapter assume that no significant modifications are required to improve plant hydraulics. Hydraulic modeling of the treatment facility was beyond the scope of this study. The objective in evaluating alternatives was to utilize existing facilities to the maximum extent possible, minimize structural modifications, and provide a cost-effective solution.
Cost estimates included in this chapter include both capital costs and operation and maintenance costs. Capital costs include construction costs for process equipment, structures, auxiliary equipment, piping, electrical, instrumentation, control systems, and allowances for contingencies, engineering, and project administration. Costs were determined through several methods including quotations from equipment suppliers, previous construction experience on similar projects, and published information on construction costs. Costs are presented as the incremental increase over existing costs and are referenced to the January 2009 index. All costs are referenced to an Engineering News Record (ENR) cost index of 10,600 (January 2009 - Boston).
Annual operation and maintenance costs include factors such as labor, chemical, energy and maintenance. Labor costs were derived from estimated man-hours required on a weekly basis for maintenance of the systems that require special attention. Chemical costs were based on the average dosage of chemical applied to the wastewater at the design average day loading rate to the facility. Actual costs of the chemicals were based on information obtained from local suppliers. Energy costs for equipment operation were determined using the average power draw for the equipment, number of service hours for the equipment and local electricity costs estimated to be $0.15 per kilowatt-hour.
The project service life was assumed to be 20 years and an interest rate of two percent was chosen to develop cost comparisons. This interest rate is approximately equivalent to the current rate available through the State Revolving Fund (SRF).
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5.2 Evaluation of Potential Permit Driven Improvements
The existing biological treatment process consists of two parallel aerobic trains capable of satisfying the biochemical oxygen demand of the wastewater on a year-round basis and achieving nitrification (conversion of ammonia-nitrogen to nitrate-nitrogen) during the summer months. A pair of clarifiers follows each aerobic train that capture and return a portion of the biological solids to the aeration basins.
The following sections describe three types of available treatment technologies that are capable of removing total nitrogen to the anticipated permit limitations. Each of these processes is compatible with Taunton’s existing wastewater treatment process configuration described in Chapter (4). Denitrification (conversion of nitrate-nitrogen to nitrogen gas) can be accomplished immediately downstream of the existing nitrification process in either a fixed film denitrification filter or a separate sludge suspended-growth reactor that would include an anoxic zone (area without oxygen) and an aerobic nitrogen-stripping zone (where air is introduced). The third alternative for denitrification is another suspended growth process that requires reconfiguration of the existing aeration basins to the Modified Ludzack Ettinger process, which includes an anoxic zone for denitrification and an aerobic nitrification zone.
Incorporation of processes for denitrification will have a significant impact on plant operations. Chemicals added to the process to support denitrification will cause the most significant increase in operating cost. Power consumption will also increase and additional labor will be required to operate and maintain the facilities.
5.2.1 Alternative 1 - Separate Stage Denitrification Filters
Deep bed denitrification filters that remove nitrogen and solids are a proven technology for treating wastewater to meet low total nitrogen limits. These filters work by filtering wastewater through deep beds of porous, granular material. Two denitrification filter configurations are available: downflow filters and upflow continuous backwash filters. The backwash filter process removes particulates trapped within the filter media. Downflow filters operate in a conventional filtration mode and consist of gravel and sand media supported by an underdrain. Wastewater enters the filter over weirs located along the length of the filter bed on both sides. Filter effluent is conveyed from the bottom of the filter into a clearwell (a reservoir for storing filtered water). The filters must be taken out of service periodically for backwash and nitrogen release cycles.
Upflow filters differ in that influent wastewater flows upward through the filter countercurrent to the movement of the sand bed. Wastewater enters an upflow filter at the top and is conveyed downward through a feed pipe and distributed to the filter bed through feed radials. After traveling upward through the media, effluent wastewater is removed at the top of the filter. Due to the configuration of upflow filters, backwash is continuous, eliminating the need for separate backwash pumps. However, the volume of backwash water generated in upflow filters is typically twice that of downflow filters.
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Although both types of denitrification filters are viable, downflow filters are recommended for this project. The smaller backflow rate with downflow filters will result in a lower treatment cost. Upflow filters are also constructed in smaller modules compared to downflow filters. Therefore, a greater number of filter cells are required to provide the necessary surface area to maintain design surface overflow rates.
A downflow denitrification filter contains an inert media onto which the microorganisms responsible for denitrification attach. Nitrified wastewater from the existing biological treatment process would be introduced to the top of the filter and allowed to flow down through the media. Since the carbonaceous component (BOD) of the wastewater is too low to support the growth of microorganisms, an external carbon source (methanol, ethanol, sugar, etc.) must be added. The microorganisms use the external carbon source as food and the nitrites and nitrates as a source of oxygen. The nitrites and nitrates are converted to nitrogen gas. A process flow diagram for a downflow denitrification filter is shown in Figure 5-1.
The typical dosage rate of methanol to the denitrification filters is 3 pounds (0.45 gallons) per pound of nitrate to be denitrified. With methanol costs ranging from $1.50 to $2.00 per gallon, the expected annual methanol costs will range from $150,000 to $200,000 per year, based on expected yearly usage. The methanol dosage must be carefully controlled not only to minimize costs but because excess methanol creates an oxygen demand that could cause a permit violation.
The granular media in the downflow denitrification filter also provides filtration and clarification for solids removal. Backwashing is used to cleanse the media of any particles that accumulate thus reducing headloss through the filter bed. Backwashing is accomplished by pumping liquid and/or air through the media in the opposite direction of the normal flow of wastewater. The typical backwash rate is less than two percent of the plant’s forward flow rate. The backwash liquid is then recycled to head of the wastewater treatment facility. The nitrogen gas that forms and becomes trapped in the media is also removed during backwashing and is released to the atmosphere. Low-level backwash or purging of the media is also provided to allow nitrogen to be released without backwashing solids from the media.
Denitrification filters are hydraulically loaded at an average rate of 1.5 to 2.0 gpm/ft2 at a temperature of 15 degrees Celsius. Lower loading rates are required at lower wastewater temperatures because biological activity decreases; however, denitrification is anticipated to only be required from June through September when wastewater temperatures should be at or above 15 degrees Celsius. Typical peak hourly loading rates may approach 5.0 gpm/ft2. Based on these loading rates, approximately 3,500 square feet of filter surface area is needed to treat the year 2025 design flow rate (2,920 square feet for the year 2015 flow). On the basis of nitrate loading, denitrification filters are designed to handle 0.05 to 0.10 pounds of nitrate per cubic foot of media per day. Using an influent nitrate concentration of 25 mg/l and a targeted effluent concentration of 5.0 mg/l for sizing, the resulting filter area, with a media depth of 6 feet, is 4,360 square feet for the year 2025 flow (3,630 square feet for the year 2015 flow).
For purposes of this discussion, five 1,120-square-foot filters (96 feet long by 11.7 feet wide) would be provided to handle the year 2025 flow. Four filters would be in service with one
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Figure 5-1: Separate Stage Denitrification Filters
offline. At the year 2015 flow of 8.5 mgd, three operating filters would be capable of handling the projected flows. Therefore, the fifth filter can be constructed at a later date.
For the wastewater to flow through the filters, an intermediate pumping station is needed, following the existing final clarifiers, to overcome the additional filter head loss. This station must be designed with multiple pumps to handle the full range of projected flow rates. Since denitrification is expected to be a seasonal requirement, a bypass around the pumping station and filters would be constructed so they can be taken offline when not required.
Although a phosphorus limit is not anticipated at this time, denitrification filters will assist in phosphorus removal by lowering the suspended solids concentration. Biological solids contain approximately 2 percent phosphorus on a mass basis. Therefore, a 10 mg/l reduction of effluent solids will result in a 0.2 mg/l reduction of phosphorus discharged without any other treatment processes. In the event that a phosphorus limit is imposed in the future, phosphorus removal could be accomplished with the addition of a metal salt to the activated sludge process and/or ahead of the denitrification filters. The degree of removal is contingent on the amount of chemical added. Filters are essential in meeting phosphorus limits below 0.5 mg/l.
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Consideration must also be given to the fact that most of the chemicals added to remove phosphorus will reduce the alkalinity of the wastewater and lower the pH.
An opinion of present worth costs to construct downflow denitrification filters and associated appurtenances to treat the future design flow of 10.2 mgd is presented in Table 5-1. Other denitrification processes considered in Section 5.2.2 will also increase the nitrification capacity of the treatment facility. Since denitrification filters only handle the effluent from the aerobic reactors, two additional reactors, a blower, and related equipment to increase nitrification capacity are included in the costs. This will provide a balanced comparison of costs between the alternatives. These aerobic reactors are described in Section 5.3.
5.2.2 Alternative 2 - Suspended Growth Denitrification Processes
The Taunton WWTF was originally constructed as a two-stage aerobic process in which BOD in the wastewater from the primary clarifiers was be removed in the first set of aeration tanks (Battery 1). The clarified effluent from the first stage was be aerated in the second stage (Battery 2) to promote nitrification. The configuration of the tanks was such that gravity flow was maintained from the first set of aeration tanks through the second set of clarifiers. The plant was later reconfigured to its current state where the effluent from the primary clarifiers is split to aeration Batteries 1 and 2 and nitrified in two parallel single-sludge treatment trains. However, the water surface elevations in the tanks were not changed, so the original hydraulic pattern is as originally constructed. This hydraulic configuration, particularly the difference in elevation between the two sets of clarifiers, limits the opportunity to implement a cost effective suspended growth denitrification process. The aeration tanks cannot be run in series, with the effluent split to each of the four clarifiers, without pumping. It should also be noted that suspended growth processes with chemical addition cannot be used to consistently meet a total phosphorus limit below 0.5 mg/l by themselves. Filtration following the suspended growth process is generally required to achieve these limits.
Table 5-1 Opinion of Cost Alternative 1 - Separate Stage Denitrification Filters Capital Improvement Cost ($) Nitrification Reactors 3,200,000 Denitrification Filters & Appurtenances 9,520,000 Intermediate Pumping Station 1,500,000 Methanol Feed System 150,000 Influent Flow Diversion Structure 500,000 Subtotal 14,870,000 Engineering and Contingency (40%) 5,950,000 Total Capital Cost 20,820,000 Annualized Capital Cost (20 Years @ 2%) 1,270,000 Operations and Maintenance Cost 400,000 Total Annualized Cost 1,670,000
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Although a discussion of suspended growth processes is provided below, the additional tanks required to accomplish suspended growth nitrification and denitrification poses serious site constraints and may be prohibitive.
The first type of suspended growth system considered was the Modified Ludzack Ettinger (MLE) process. The MLE process places an anoxic zone ahead of the aerobic portion of the biological reactor, as shown in the process schematic provided as Figure 5-2. Primary effluent enters the anoxic zone along with return activated sludge and a recycle stream from the aerobic zone. Denitrification occurs in the anoxic zone and nitrification takes place in the aerobic zone. Primary effluent serves as the carbon source and nitrates in the recycle streams supply the oxygen required to support the microorganisms responsible for denitrification. The recycle rate from the aerobic zone to the anoxic zone is typically four times the influent flow rate, but is dependent on the concentration of nitrates produced in the aerobic zone and the targeted total nitrogen concentration. The MLE process is generally applicable to treatment facilities with a total nitrogen limit of 8 mg/l or higher.
To incorporate the MLE process at the Taunton WWTF, the existing aeration tanks would have to be divided into anoxic and aerobic zones, with approximately one-third of the volume dedicated to the anoxic zone. Additional tankage must be constructed to compensate for the aerobic volume lost to the creation of the anoxic zones. The existing aeration tanks have a total volume of just over 2 million gallons, which is adequate to completely nitrify the current design flow of 8.4 mgd at a temperature of 15 degrees Celsius and a mixed liquor concentration of 3,500 mg/l. Therefore, an additional 700,000 gallons of tankage must be constructed to compensate for required anoxic volume. This volume is approximately equal to total volume of the tanks in Battery 1.
Figure 5-2: MLE Process Schematic
Other modifications would include the elimination of air supply to the anoxic zone, installation of submersed mixers in the anoxic zone to keep the solids in suspension, and the installation of recycle pumps and associated piping from the aerobic zone to the anoxic zone. To treat the projected year 2025 flow of 10.2 mgd, an additional 700,000 gallons of tank volume is required. Table 5-2 provides an opinion of probable project costs to treat the year 2025 flow.
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Table 5-2 Opinion of Cost Alternative 2a - MLE Process Capital Improvement Cost ($) New Treatment Tanks 8,400,000 Demolition of Surface Aerators 250,000 Submersible Mixers, Recycle Pumps and Piping 1,800,000 Blower and New Air Piping 680,000 Influent Pipe Modifications 200,000 Site Improvements 750,000 Subtotal 12,080,000 Engineering and Contingency (40%) 4,830,000 Total Capital Cost 16,910,000 Annualized Capital Cost (20 Years @ 2%) 1,030,000 Operations and Maintenance Cost 500,000 Total Annualized Cost 1,530,000
The second suspended growth process considered is a separate sludge, anoxic denitrification reactor with clarifiers that will treat the nitrified and clarified effluent from the existing aerobic reactors. Although this process is capable of achieving total nitrogen concentrations less than 5 mg/l, it is less commonly used today than single sludge processes, such as the MLE process. The alkalinity generated in the anoxic reactor of the separate sludge system is not available in the aerobic reactor to diminish the negative effects of alkalinity consumption by the nitrification reactions. Also, there is no reduction in the aeration demand in the aerobic reactor by using the organic carbon in the influent wastewater for denitrification.
Since carbon will be removed in the upstream nitrification process, a supplemental source, such as methanol, is required for the separate sludge process. Nitrogen gas will be formed in the anoxic reactor; therefore, an aerobic zone is needed following the anoxic reactor to strip the nitrogen gas and oxidize any excess methanol. Design considerations for this alternative include hydraulic retention times of 2 hours and 0.7 hours for the anoxic zone and aerobic zone, respectively. Based on these considerations, the required volumes of the anoxic and aerobic zones to treat the year 2015 flow are 700,000 gallons and 250,000 gallons, respectively. These volumes increase to 850,000 gallons and 300,000 gallons to treat the year 2025 flow. In addition, clarifiers with a total surface area of 28,000 square feet (four 100-foot diameter clarifiers) are needed to settle solids produced in the suspended growth denitrification process. A process flow diagram for the separate sludge denitrification process is shown in Figure 5-3. Since the separate sludge process provides for denitrification only, additional aerobic reactors are required to promote nitrification at the 2025 design flow rate. An opinion of probable project costs is provided in Table 5-3.
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Figure 5-3: Separate Sludge Denitrification Process Schematic
Table 5-3 Opinion of Cost Alternative 2b - Separate Sludge Denitrification Process Capital Improvement Cost ($) Nitrification Reactors 3,200,000 Denitrification Tanks 5,040,000 Final Clarifiers and Diversion Structure 6,400,000 Submersible Mixers, Blower and Aeration system 200,000 Site Improvements 750,000 Subtotal 15,590,000 Engineering and Contingency (40%) 6,240,000 Total Capital Cost 21,830,000 Annualized Capital Cost (20 Years @ 2%) 1,340,000 Operations and Maintenance Cost 1,100,000 Total Annualized Cost 2,440,000
5.2.3 Recommended Alternative
Based on the discussions presented above, denitrification using attached growth downflow filters following the nitrification process is recommended for the Taunton WWTF. At the projected flows for the year 2015, three 1,120-square-foot operating filters would be required. A fourth filter would be provided as a spare unit that gives operational flexibility. A fifth filter (allowing four to be in full time service) is required to handle year 2025 flows.
Denitrification filters offer the following benefits compared to suspended growth processes.
• Smaller footprint minimizing site disturbances and construction costs;
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• Better control of the nitrogen removal process; • Provides effluent filtration, which would be a necessary treatment process if a stringent phosphorus limit was imposed in the future.
Along with the filters and their ancillary equipment, other recommended support processes include an intermediate pumping station, a methanol feed system, and modifications to the existing forward flow pipe configuration. The pumping station must be capable of handling the projected peak hourly plant flow to avoid back-ups and/or overflows within the plant. Due to the wide variations in flow rates, a multi-pump design is suggested. A site plan of the WWTF locating the proposed improvements to remove nitrogen is shown in Figure 5-4.
Although the capital cost for the MLE process was shown to be lower than that of denitrification filters, the extensive footprint associated with the additional treatment tanks that the MLE process required makes it unlikely that they could be incorporated into the treatment facility site. Similarly, the denitrification reactor and four 100-foot diameter clarifiers associated with the separate sludge process will not fit on the site without encroaching on the former sludge landfill.
5.3 Improvements to Increase Treatment Capacity and Enhance Operations
The following improvements are presented for process areas where permit compliance is not the primary objective. These alternatives may improve operating conditions and ease maintenance issues. Increasing the capacity of the existing WWTF from 8.4 MGD to 10.2 MGD requires expansion of the Main Lift pumping station, primary settling tanks, aeration tanks, chlorine contact tanks, and an increase in capacity of solids handling operations. These improvements were discussed in Section 4.6 of the CWMP are restated or modified herein. Proposed improvements are show on the site plan included as Figure 5-4.
Main Lift Pumping Station The Main Lift Station is the most critical component in the Taunton wastewater collection system since it is responsible for conveying all of the wastewater generated in the service area to the Taunton WWTF. Failure of the Main Lift pump station would result in untreated sewage discharges to the Taunton River and the damage of private property, specifically the industrial and commercial business located in close proximity to the pump station.
In 2000, the capacity of the Main Lift Station was increased from 17.4 mgd to 22.4 mgd with the installation of four new dry pit submersible pumps. The objective of this modification was aimed at reducing the frequency of CSO events as well as providing primary treatment and disinfection for the additional 5 mgd of wastewater that would otherwise have been discharged through the overflow untreated. With the projected increased in average daily flow to 10.2 mgd, by the year 2025, the peak flow will also increase. For evaluation purposes, it has been projected that the peak flow will increase from 22.4 mgd to 25.5 mgd, which includes the same 5 mgd that will be bypassed around the biological processes.
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A condition assessment was recently performed at the station by Veolia Water and BETA Group, Inc. The existing dry well and building were observed to be in good condition. The four wastewater pumps were noted as manufactured by Pumpex, whom is no longer in business resulting in limited availability of parts. The overhead lighting in the pump room was noted as inadequate and an upgrade was recommended to improve operator visibility.
Other recommendations for the station were identified as follows:
• Replace the four existing pumps with four new pumps due to deterioration of equipment and the lack of spare parts. • Upgrade variable frequency drives (VFDs) to be compatible with the new pumps. Presently only two pumps are operated off VFDs • Replace the existing 500 KW diesel standby power engine/generator with a new outdoor unit with noise abatement. The existing generator and fuel tank are on the first floor of the station above the pump room. In the event of a fire, this condition represents a safety hazard, potentially trapping workers who may be present in the pump room below. • Upgrade the engine/generator fuel oil supply tank with a “Convault”-type, double- wall outdoor mounted-type with leak detection. Note that a natural gas powered generator will be considered during design, which will eliminate the need for diesel storage facilities. • Upgrade the automatic transfer. • Upgrade the motor control center. • Upgrade the existing controls, including the level control system. • Upgrade the heating, ventilation, and electrical systems.
The lift station discharges to the WWTF through a 20-inch and a 24-inch force main. With the projected future flow increase, it is recommended that the 20-inch cast iron main be replaced with a 24-inch ductile iron force main. The 20-inch main was constructed in the 1940s and is in questionable condition. The length of the pipeline from the lift station to the WWTF headworks is approximately 1,650 linear feet.
The pumping capacity of the main lift station is limited by the physical size of the station and the wet well capacity. To address this, the pump station building and wet well must be expanded to accommodate one additional pump.
Primary Clarifiers Recommended design guidelines for primary clarifiers suggest that the maximum surface overflow rates at average daily flow and peak hourly flow not exceed 1,200 and 3,000 gallons per day per square foot of surface area, respectively. The projected peak flow rate will increase the overflow rate through the three existing primary clarifiers to the maximum extent of the design guidelines. Therefore, the addition of a fourth primary settling tank is recommended to lessen the stress on the existing units and to provide some operational flexibility. Recommended improvements include:
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• Construction of a new 55 foot by 55 foot tank adjacent to Primary Settling Tank No.3. • Construction of a new 24-inch primary influent line from distribution chamber. • Extension of the pipe gallery and install new sludge and scum pumps, valves, and piping. Create connection to the existing piping in gallery. • Connection of the effluent from the new primary tank to the existing 36-inch effluent pipe. • Relocation of the roadway, lime slurry piping, 6-inch plant water, and 6-inch foam spray lines around new tank. • Addition of lighting, electrical service, unit heaters for gallery extension.
Aerobic Reactors Increasing the design capacity of the WWTF will require a proportional increase in the mass of microorganisms under aeration to obtain nitrification from June through September. This can be accomplished by adding two new aeration tanks of similar size (923 feet by 108 feet by 15 feet deep) to Tank No. 3 in Battery 1. This will not only increase the nitrification capacity of the WWTF but will give each battery the same treatment capacity so flow to each could be split evenly. Other associated improvements include:
• Extension of the existing 36-inch primary effluent pipe to the new aeration tanks. • Installation of A new inlet flow control chamber and reworked piping in existing Chamber No.1. • Installation of fine bubble diffusers in the new aeration tanks • Replacement of the existing 10-inch air line with a 12-inch line. • Connection to the new aeration tank effluent to the existing 42-inch aeration tank effluent pipe. • Relocation of the roadway encroached upon by the new tanks.
The above recommendations are applicable to fixed film filters and separate sludge denitrification processes discussed in Section 5.2. They do not apply to the MLE process.
Blower Building Additional aeration capacity will require more oxygen to support the growth of microorganisms. A fourth blower of similar size (1,600 SCFM) to the three existing blowers will supply the required mass of oxygen. The blower will be controlled from dissolved oxygen sensors in the basins. Minor modifications to the electrical systems are also required to handle the increase in horsepower.
Disinfection Disinfection is currently accomplished by the injection of sodium hypochlorite to the plant effluent ahead of two contact tanks. Following disinfection, the wastewater is dechlorinated through the injection of sodium bisulfite. At this time, no changes to the
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permitted effluent fecal coliform counts or the concentration of chlorine residual are anticipated.
State requirements for disinfection call for a chlorine contact time of 30 minutes at average daily flow and 15 minutes at peak hourly flow. With both contact tanks in service, the total working volume is 175,600 gallons. Chlorine contact times at current design average daily flow and peak hourly flow are 30 minutes and 11.25 minutes, respectively. At projected year 2025 flows, the contact times under average day and peak hourly flows would drop to 24.7 minutes and 9.9 minutes, respectively. State-required detention times can be achieved by adding a third contact tank of similar size (87,500 gallons) to the existing units. This will provide approximately 15 minutes of contact time at the peak flow of 25.5 mgd. As discussed previously, this flow includes approximately 5 mgd of inflow that would be bypassed around the biological treatment process. Flows in excess of 25.5 mgd would need to be temporarily stored and treated at a later time (refer to Section 5.4).
Therefore, it is recommended that a third contact tank (50 feet by 36 feet by 6.5 feet deep) with serpentine baffling be constructed adjacent to the existing tanks. Due to the close proximity to the Taunton River and associated wetlands, as well as the existing structures, the entire excavation will need to be sheeted. The inlet piping to the new tank must be connected to the existing 42-inch stub at distribution chamber.
To minimize chemical usage, consideration was given to the use of ultraviolet (UV) light instead of sodium hypochlorite for disinfection. However, this alternative was not considered viable for the following reasons:
• Since the treatment process is designed with a 5.0 mgd bypass around secondary treatment, the higher concentrations of solids in the effluent will impair the effectiveness of UV disinfection. • There is a potential future demand to re-use treated effluent for both irrigation and industrial cooling water (refer to Section 5.5). Current Massachusetts regulations require a chlorine residual of at least 0.5 mg/l in the reclaimed water during conveyance from the treatment facility to each re-use site. This requirement can be waived however, if it is proven that another disinfection method has been used that adequately protects public health and the environment.
Solids Handling It is likely that by the end of the planning period all mechanical equipment used in the solids handling processes will need to be replaced since their design lives will be exceeded. However, equipment replacement is typically considered to be general maintenance, and not part of a capital improvements plan. Therefore, costs to replace equipment are not included in this report. The exception to this involves Gravity Thickener No. 1, which requires some capital improvements. The sludge collector, drive and weirs have deteriorated and are in need of replacement. To be placed into service, Gravity Thickener No. 1 also needs to be covered and connected to the odor control system in a similar fashion as Gravity Thickener No. 2. In addition, the influent sludge piping to the gravity thickeners must be reconfigured to allow for blending primary and waste activated sludges.
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Since the capacity of the treatment facility will increase, an additional centrifuge is required to dewater the increased volume of sludge that will be produced.
Operations and Maintenance Expansion of the WWTF from 8.4 mgd to 10.2 mgd would require additional staff to operate and maintain the new primary settling tank, additional aeration system components and sludge handling operations. Power costs would increase due to additional aeration and pumping requirements. Chemical costs for alkalinity control, disinfection, dechlorination and sludge conditioning will increase proportionally with flow.
An opinion of probable project costs and operating and maintenance costs for plant improvements to increase treatment capacity are provided in Table 5-4.
5.4 CSO Mitigation
Section 4.4.1 provided a discussion related to the actions currently being undertaken by Taunton to reduce infiltration and inflow into the wastewater collection system. This program, is scheduled to be completed in October 2011, unless additional sources of infiltration and inflow are determined to be cost effective to remove. The program is expected to reduce volume of inflow entering the collection system and therefore, reduce the volume and frequency of combined sewer overflows at the outfall along West Water Street. Over the past four years, it was shown that 19 overflow events had occurred and a storage volume of 2.25 million gallons would completely capture the volume of over 80 percent of the overflow
Table 5-4 Opinion of Cost Wastewater Treatment Facility Improvements to Increase Capacity Capital Improvement Cost ($) Main Lift Pumping Station Improvements 1,690,000 New Primary Clarifier 1,890,000 New Aerobic Reactors and Blower 3,200,000 New Chlorine Contact Tank 1,330,000 Solids Handling Improvements 1,480,000 Site Improvements 1,000,000 Subtotal 10,590,000 Engineering and Contingency (40%) 4,240,000 Total Capital Cost 14,830,000 Annualized Capital Cost (20 Years @ 2.0%) 910,000 Additional Operations and Maintenance Cost 500,000 Total Annualized Cost 1,410,000
City of Taunton 5-15 BETA Group, Inc. Final CWMP and Draft EIR events. Unless all sources of inflow are identified and disconnected from the wastewater system, it is not considered practical to attempt to capture or otherwise handle all overflow events to eliminate the CSO. Overflow volumes over 13 million gallons were recorded during the study period and more significant overflows are likely during larger storm events. Similar to the variations in volume, the intensity of rainfall and the peak rates of inflow also vary widely. Therefore, sizing pumps and wet wells to handle all possible flow rates are not feasible. Two alternatives to mitigate the majority of the combined sewer overflows are discussed below. These alternatives should be re-evaluated at the conclusion of the infiltration and inflow reduction program to verify their validity in light of anticipated reductions in flow.
5.4.1 CSO Alternative 1 – Local Storage and Pumping
The most practical means of mitigating sewer overflows is to provide off-line storage to collect the combined sewage discharged on the “overflow” side of a regulator and pumping it back to the Main Lift Pumping Station or directly to the treatment facility when plant flows subside. The existing regulator and overflow pipe are located at lot number 334, as identified on Assessor’s plat 92. Present ownership of this lot is by the City of Taunton and operations are by the Taunton Municipal Lighting Plant (TMLP). The regulator and overflow are both upstream of the recently constructed flood control improvements to Cobb Brook. There does not appear to be adequate land area to construct a 2.25 million gallon storage structure on lot 334. Even if this site was deemed adequate, it should be avoided since the force main from the pumping station would have to cross beneath the Cobb Brook improvements. Any disturbances to Cobb Brook should be avoided.
The City of Taunton also maintains ownership of the abutting lot to the south identified as 600 West Water Street (lot number 335 of Assessor’s plat 92). This property was part of the former Taunton Gas Works (Baystate Gas). Ambroid Company purchased the lot in 1976 from the Taunton Gas Works and used it to house the operations of Yankee Chemical. Yankee Chemical operated a chemical repackaging plant. The property was later taken by the City of Taunton.
Previous environmental investigations at 600 West Water Street have identified the presence of moderate soil contamination attributed to coal gas residuals associated with the Taunton Gas Works. Baystate Gas has been identified as the responsible party for the coal gas residuals. Predominant contaminants include heavy metals and semi-volatile organic compounds. The following is an excerpt from the environmental investigations: “Based on data collected during the investigations at the Ambroid property, only limited areas of the site have been affected by activities at the Taunton Gas Works. The entire property, as well as areas to the north (onto the Taunton Municipal Light property) and south appear to be underlain by industrial fill. This fill was likely deposited along the entire riverfront, from the former Taunton Gas Works north, in order to level the site behind the bulkheads that exist along the river. … The presence of coal gas related materials is also suspected in a small area in the northwestern portion the property where cyanide was detected at levels below the MCP S-1/GW-3 levels. No further investigation appears to be warranted in this area.”
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Based on known environmental encumbrances, any soils excavated from this site need to be characterized, properly handled and disposed. Construction of the storage facility will essentially cap any contaminated soil that may remain beneath its footprint. Although three buildings are presently on the site, the City of Taunton has recently discussed their demolition. If the buildings are demolished, it appears that an adequate land area is available to support the storage structure.
Siting the storage facility on lot 335 would require that either the existing overflow pipe be re- routed to the storage facility or a new regulator and overflow be constructed on the downstream side of Cobb Brook. The former option is not practical in that the brook would be disturbed and the overflow pipe would be driven excessively deep. Therefore, capping the existing overflow and constructing a new regulator with its overflow piped to the storage facility is a viable option that should be considered further.
A 2.25 million gallon storage tank will have approximate dimensions of 250 feet long, 125 feet wide and 10 feet deep. The storage tank should consist of multiple chambers so that smaller overflow events only fill a portion of the tank. This will greatly reduce the overall level of maintenance required for cleaning operations following overflow events. The storage facility should be constructed with either precast, modular concrete units or cast-in-place concrete. The combined wastewater will flow into a compartment at the head end of the facility that runs its full width. The wastewater will fill this compartment and then sequentially overflow the weirs of each chamber. The weirs will be set at increasing elevations from the first chamber to the last so they fill one at a time. Once all chambers have been filled, any further influent flow will result in an overflow to the Taunton River.
From the effluent end of each chamber, the combined wastewater will discharge through a gate to the wet well of the pumping station. Wastewater will be pumped to the treatment facility through 2,000 feet of new, dedicated 12-inch forcemain after flows to the treatment facility have dropped below maximum capacity. It may be possible to line and reuse the existing 20- inch forcemain that will be abandoned as part of the Main Lift Station upgrade. Although this could result in a cost savings, the condition of the existing pipe must be carefully analyzed to fully assess the feasibility of this option. The pumps will be equipped with variable frequency drives so the pumping rate can be set by plant operators to match plant capacity. After the chambers have been drained, water trapped in the influent compartment will be released to each chamber through flushing gates to assist in the cleaning operation.
Lot 335 is located adjacent to the Taunton River and within the 100-year flood plain. Since the storage tank will be below grade, the flood plain will not be permanently impacted and no compensation is anticipated. Although no wetland vegetation was observed on this parcel, the tank will be constructed within the wetland buffer of the river. To protect the river from any adverse impact during construction, an erosion control barrier consisting of a row of straw bales staked end to end or siltation fencing would be installed between construction activities and the river.
The Taunton River is also within an Estimated Habitat for rare/endangered species (Atlantic Sturgeon) as identified by the Natural Heritage and Endangered Species Program. The only
City of Taunton 5-17 BETA Group, Inc. Final CWMP and Draft EIR work that will occur within the habitat is the construction of the new outfall pipe. Since the primary concern for the habitat is water quality during construction, adequate sedimentation controls (straw bales or siltation fencing) will be installed and maintained.
Along with the handling of contaminated soil, a significant construction related issue will be dewatering during excavation for the storage facility. Since the bottom of the tank, less footings, will be over 15 feet below ground surface, dewatering will be a major effort. In addition, making the tank of the recommended volume in close proximity to the river completely water tight is not practical.
The locations of the proposed regulator, storage facility, forcemain, and pumping station for CSO Alternative 1 are shown in Figure 5-5. An opinion of probable project costs is provided in Table 5-5. Costs to upgrade the existing main lift station are not included in the estimate.
Table 5-5 Opinion of Cost CSO Alternative 1 – Local Storage and Pumping Capital Improvement Cost ($) Storage Tank and Regulator 8,250,000 Outfall Pipe 500,000 Pumping Station 1,750,000 12-inch Forcemain 500,000 Soil Disposal Allowance 1,500,000 Site Improvements 300,000 Subtotal 12,800,000 Engineering and Contingency (40%) 5,120,000 Total Capital Cost 17,920,000 Annualized Capital Cost (20 Years @ 2.0%) 1,100,000 Additional Operations and Maintenance Cost 75,000 Total Annualized Cost 1,175,000
5.4.2 CSO Alternative 2 – Local Pumping and Remote Storage
The second alternative considered to address combined sewer overflows requires pumping of the overflow to a storage facility located at the treatment facility site. Addressing the overflow by pumping it to a storage facility is a much more difficult operation to design and control than the gravity-driven system described previously. Since the flow rate in the overflow will vary with the intensity of the storm event, the pumping system must handle a wide range of flow rates. If the pumping rate cannot handle the peak flow rate, even for a short duration, an overflow will occur though the storage facility may not be full. In contrast, the gravity system is based strictly on volume and not flow rate and overflows will not occur unless the storage facility is full.
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Abandon Existing Outfall
92-333 92-338 Proposed Regulator 92-334
92-336 !(
Proposed Proposed CSO Storage Facility and Pumping Station Outfall 106-6
105-155
106-4
105-156 106-5
105-158
Proposed Force Main 105-159
CSO Alternative 1 Local Storage and Pumping 0 170 340 680 Feet ¯ Figure 5 - 5 Scale:1"= 450'
City of Taunton, Massachusetts Taunton, Massachusetts Data Source: City of Taunton, 2005 Orthophoto Since a new combined sewage pumping is required under this alternative, it is recommended that the existing Main Lift Station be converted to the combined sewage pumping station for the overflow and the new pumping station replace the Main Lift Station. Although the Main Lift Pumping Station has been upgraded several times since it was constructed to replace mechanical and electrical equipment, the infrastructure is approaching 60 years of age. Since the Main Lift Station is the most critical component in the Taunton wastewater collection system, it would be prudent to dedicate the new station to continuous duty, sanitary wastewater pumping. The existing station would operate intermittently and only during significant rain events.
To accomplish this, the 39-inch West Water Street interceptor must be re-routed to the new station, which would be located just to the north of the existing station. A new regulator must also be constructed on this line with the overflow piped to the existing station. This work would take place in the access road to the existing station. The 24-inch interceptor coming from the east side of Taunton must also be re-routed to the new station. The existing combined sewer overflow has to be plugged and new overflow would be created from the wet well of the combined sewer pumping station.
The converted combined sewer pumping station would continue to discharge through the existing 20-inch and 24-inch forcemains to a new storage facility on the treatment facility site. The new station will discharge through 2,000 feet of new 36-inch forcemain to the headworks at the WWTF. The storage facility would be similar to that described in Section 5.4.1. Once the storage tank is full, the stormwater pumping operation would automatically cease and any further influent to the station would be discharged to the Taunton River through the wet well overflow.
The only work associated with this alternative that will occur within the estimated habitat for rare and endangered species in the Taunton River is the construction of the new outfall pipe from the existing pumping station. The primary tool for protection and promotion of public use of its tidelands and other waterways is Massachusetts General Law Chapter 91, the waterways licensing program. One of the activities requiring authorization under Chapter 91 is the placement or construction of any structure, regardless of size, whether permanent or seasonal. Therefore, construction of the outfall pipe, temporary cofferdams and associated dewatering operations, headwall and tide gate will require permitting under Chapter 91. The primary concern for the habitat is water quality during construction, adequate sedimentation controls (straw bales or siltation fencing) will be installed and maintained.
The storage tank on the treatment facility property will likely be situated more than 100 feet from a wetland and construction could proceed without any wetland impacts. However, straw bales or siltation fence will be installed regardless on the downgradient side of the proposed construction to prevent the migration of sediments toward the Taunton River or other bordering vegetated wetlands. In addition, the proposed location is outside the 100-year floodplain.
The location of the proposed regulator, pumping station, forcemain, and storage facility are shown in Figure 5-6. An opinion of probable project costs is provided in Table 5-6. Although upgrades to the existing main lift station are critical to this alternative, costs for the upgrade are
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Abandon Existing Outfall 92-333 92-338
92-334
92-336
Proposed Proposed Regulator New Main Lift Pumping Station 106-6
!( Existing Main Lift 105-155 Proposed Pumping Station to Be Modified )" Outfall )" 106-4
106-5
105-158
Existing Force Main To Be Used For Stormwater
105-159
New 36" Force Main to Headworks
Proposed 12" Force Main
Proposed CSO Storage Facility and Pumping Station
CSO Alternative 2 Local Pumping With Remote Storage 0 175 350 700 Feet ¯ Figure 5 - 6 Scale:1"= 450'
City of Taunton, Massachusetts Taunton, Massachusetts Data Source: City of Taunton, 2005 Orthophoto
Table 5-6 Opinion of Cost CSO Alternative 2 – Local Pumping and Remote Storage Capital Improvement Cost ($) Storage Tank and Regulator 8,250,000 Outfall Pipe 500,000 Main Pumping Station 2,700,000 36-inch Forcemain 1,300,000 Secondary Pumping Station (from storage tank) 1,000,000 12-inch Secondary Forcemain 300,000 Site Improvements 300,000 Soil Disposal Allowance 250,000 Subtotal 14,600,000 Engineering and Contingency (40%) 5,840,000 Total Capital Cost 20,440,000 Annualized Capital Cost (20 Years @ 2.0%) 1,240,000 Additional Operations and Maintenance Cost 100,000 Total Annualized Cost 1,340,000
not included in the evaluation. Therefore, both Alternatives 1 and 2 can be evaluated on an equal basis. Costs for this upgrade were identified in Section 5.3.
5.4.3 Recommended CSO Alternative
Although local storage and pumping to the wastewater treatment facility is shown to be of slightly lesser cost, the preferred alternative is the construction of a new main lift pumping station and conversion of the existing station to handle the combined sewage overflow (Alternative 2). Alternative 2 has less impact on contaminated soil that is present on many of the lots along West Water Street and therefore has less variability in the opinion of cost presented. The presence of unknown contaminants could significantly increase soil handling and disposal cost. In addition, the availability of the property at 600 West Water Street (Lot 335 of Assessor’s Plat 92) is unknown at this time.
5.5 Water Reclamation
In Massachusetts, Title 314 of the Code of Massachusetts Regulations (CMR) Section 20 regulates the use of reclaimed water. Reclaimed water is wastewater that has been treated at a wastewater treatment facility to an advanced degree and used again for various applications. The use of reclaimed water has been demonstrated to be a viable means of minimizing the impact from new water withdrawals on stressed water resources such as rivers, aquifers and ponds.
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Two projects using reclaimed water from the Taunton WWTF are currently being discussed: a cooling water supply to the proposed Taunton Municipal Light Plant (TMLP) and irrigation at the John F. Parker Golf Course. It is important to note that there are no commitments for the supply by the City of Taunton or the use of reclaimed water by the end users of either project, at this time. Therefore, reclaimed water use and these specific projects are presented for discussion only.
Golf course irrigation requires a Class A reclaimed water, while cooling water can meet either a Class A or a Class B standard. The Class A standard generally applies where the public is likely to come into contact with the reclaimed water. Conversely, the Class B standard applies where the public is not likely to come into contact with the reclaimed water. Since more than one use appears feasible, the reclaimed water must meet the more stringent Class A standards. Class A effluent standards include:
pH ...... 6.5 to 8.5 BOD ...... less than 10 mg/l TSS ...... less than 5 mg/l Turbidity ...... less than 2 NTU over a 24-hour period Total Nitrogen ...... less than 10 mg/l Fecal Coliform ...... Median of no coliform/100ml (7 day period) No sample greater than 14/100ml
In addition, a chlorine residual of at lest 0.5 mg/l must be maintained during conveyance from the wastewater treatment facility to each reuse site.
Both projects, their requirements and potential impacts on the Taunton WWTF are discussed briefly below.
John F. Parker Golf Course Irrigation The John F. Parker Golf Course is located on Fisher Street in Taunton, approximately 3 miles from the Taunton WWTF. Irrigation of the golf course would be a seasonal commitment running approximately from May through September. The volume of water needed has not yet been determined.
To provide reclaimed water to the golf course, the recommended improvements to the Taunton WWTF, including denitrification filters, must constructed and operational. The irrigation season coincides with the period where a total nitrogen limit for the effluent discharged to the Taunton River is expected. Therefore, the filters can be taken offline during the fall and winter months. Other facilities that are required include a reclaimed water pumping station, approximately 15,500 feet of forcemain from the WWTF to the golf course, and a storage facility with irrigation pumps at the golf course.
Taunton Municipal Light Plant Cooling Water The TMLP facility is located on West Water Street less than ½ mile from the Taunton WWTF. Existing electrical generators at the TMLP facility are cooled by nine towers that operate off water drawn from the Taunton River. Spent cooling water is discharged back to the Taunton
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River through one of five permitted outfalls. TMLP has proposed a new generator station and cooling tower (unit 10) that will require approximately 2,250 gpm (3.2 mgd) of blow down and evaporator makeup water. To avoid additional water withdrawals from the Taunton River, the use of reclaimed water is under consideration. Since TMLP is only permitted to discharge non- contact cooling water, it is anticipated that approximately 10% of the reclaimed cooling water (0.3 mgd) would be returned to the Taunton WWTF. The return flow must be accounted for in the influent to the treatment facility and therefore, will cause its design treatment capacity to be increased.
To provide reclaimed water to TMLP, the recommended improvements to the Taunton WWTF, including denitrification filters, must constructed and operational. Unlike the seasonal use of the denitrification process to achieve reclaimed water standards for the irrigation, year round denitrification would be required for the supply of cooling water. This will significantly increase costs associated with methanol usage in the filters and power consumption in the intermediate pumping station. Other facilities that are required include a reclaimed water pumping station, approximately 7,500 feet of forcemain from the WWTF to the TMLP facility a storage facility with feed pumps at TMLP.
The use of reclaimed water will also reduce the volume of wastewater discharged to the Taunton River, which will reduce overall flow in the water body. However, the mass of nutrients and other pollutants discharged and affecting the river will be reduced.
5.6 Environmental Permitting
This section provides updates on the status of each state permit or agency action potentially required for the construction of treatment facility upgrades and CSO abatement measures. The section expands upon the regulatory plan included in Section 6.3 of the CWMP. Agency actions still required for the project consist of approval of the Final CWMP/DEIR from MEPA and MassDEP. Approval of the CWMP and the DEIR will allow application for funding under the Massachusetts SRF program, if desired by the City.
5.6.1 State and Local Permits The state and local permits required for the project are outlined in the following summary and will be prepared during project design when an adequate level of detail is available for preparing the permits.
1. Notice of Intent – Prepare a Notice of Intent under the Wetlands Protection Act and the Rivers Protection Act and submit to the Taunton Conservation Commission during the project design. The Notice of Intent will be prepared for all construction proposed within resource areas and the Order of Conditions obtained will be adhered to.
2. Building Codes – The proposed new and upgraded pump stations may consist of aboveground structures. For any proposed building structure, the project design will
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adhere to applicable state and local building codes. The denitrification building pumping stations and extensions of pipe galleries will require a building permit.
3. Army Corps of Engineers – Construction of the proposed outfall from combined sewage storage facility in the Taunton River will require a permit from the Army Corps of Engineers.
4. Flood Plain Management – The combined sewage storage facility, if constructed at 600 West Water Street, and possibly the expansion of the chlorine contact tank, would be located within the FEMA 100-year flood plain. The designs for these facilities will adhere to applicable flood plain management policies, including storage volume replication.
5. Stormwater Management – A NPDES Construction General Permit will likely be required for work associated with the combined sewage storage facility since the proposed projects will disturb greater than one acre of land. This permit requires the preparation of a Stormwater Pollution Prevention Plan, which will be the obligation of the project contractor to prepare, and submittal of a Notice of Intent to USEPA.
6. Dewatering – A NPDES General Permit for Construction Dewatering will likely be required for all work related to the CSO and treatment facility upgrades. This permit will be coordinated with the MassDEP and the Taunton Conservation Commission during preparation of the Notice of Intent.
7. In the event that contaminated soil and/or groundwater is encountered and will be disturbed during construction of the proposed infrastructure, a Utility-Related Abatement Measure (URAM) or Release Abatement Measure (RAM) plan, as appropriate, will be prepared and filed with the MassDEP.
8. Chapter 91 authorization will be required for the construction of the proposed outfall pipe. The permit will be sought once a definitive plan to handle the combined sewer overflow is determined and when final design is complete.
The project does not propose permanent wetland impacts or alteration to resource areas. There are no proposed activities that include dredging or filling that could cause the loss of wetlands; therefore, it is expected that a 401 Water Quality Certification is not necessary. The assumed approval by the Taunton Conservation Commission under the Wetlands Protection Act should not necessitate further state review under the 401 Program.
Since most of the work will be confined to disturbed sites, no impacts to rare and endangered species are anticipated. The project design phase will include coordination with the NHESP to review the proposed work and identify any potential impacts to rare species. The NHESP will be involved during preliminary and final design and development of construction plans will be coordinated with their findings.
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Taunton will consult with the MHC during the design phase of any project and utilize the “Inventory of Historic and Archeological Assets of the Commonwealth” to more accurately identify resources. Once adequate construction plans and details have been generated, Taunton will provide this information to the MHC to determine what effect the project will have on identified resources. The design will include preparation of a Project Notification Form for submittal to the MHC as necessary, and will coordinate with the determination made by the MHC on the project.
5.6.2 Mitigation The following summarizes proposed mitigation measures for the expected construction impacts. The City and the contractor will be responsible for implementing the proposed mitigation measures for the projects. The contractor will coordinate with the City of Taunton and other authorities such as MassDEP and MHD as necessary for implementation of the measures. It will be the responsibility of the City to ensure that the contractor is carrying out the proposed mitigation measures. The construction projects will include the services of an engineering consultant and a resident engineer at the project sites, who will act on behalf of the City to make sure that the contractor adheres to the project design and specifications. The resident engineer will monitor the mitigation measures implemented by the contractor and advise the City if they are not adequate.
Air Quality Impacts to air quality during construction will be mitigated to the maximum extent through various measures incorporated into the project design. To reduce dust during construction activities, open cuts, and exposed areas shall be backfilled and stabilized as soon as each segment of pipe is installed, and at the same time, non-backfill material shall be removed from the site and transported to an appropriate disposal location; any stockpiled material that must remain on-site for more than 24 hours shall be covered. Exposed surfaces will be wetted and stabilized to minimize dust generation. All trucks for transportation of construction material will be fully covered and street sweeping will occur as needed.
All motor vehicles and construction equipment shall comply with all pertinent local, state, and federal regulations regarding exhaust emissions. Construction equipment not in use and trucks that are idling while waiting to load or unload material will be turned off.
Water Resources and Water Quality Impacts to water bodies will be mitigated through the use of BMPs for construction projects. Activities will also be coordinated with the City’s local NPDES Phase II Stormwater Management Plan and the Conservation Commission. Erosion and sedimentation control measures shall be installed and functional before excavation operations begin and shall be properly maintained throughout the construction period. Staked and entrenched straw bales and/or silt fence shall be installed along wetland resource areas to prevent erosion into streams and wetlands. All control measures shall be checked weekly and after each rainfall.
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Excavated material shall be placed on the upslope side of the trench to permit any erosion from the material to be captured by the trench. Grading activities shall be avoided during periods of high rainfall. Construction shall be staged in sections. Areas disturbed for each section shall be stabilized immediately upon completion of the section. Stabilization shall be accomplished by temporarily or permanently protecting the disturbed soil surface from rainfall impacts and run-off and/or repaving cuts in roadways or sidewalks.
Construction dewatering from open cuts and trenches shall be routed through appropriately designed sediment basins or traps and discharged through a pipe or lined channel to a stream or other surface water body (under an applicable construction dewatering permit), unless such dewatering can be handled in another manner not requiring discharge to a water body.
Maintenance, repair, and fueling of equipment shall be confined to areas specifically designed for that purpose. These areas will have adequate waste disposal receptacles for liquid and solid waste. Waste oil shall be removed to designated waste oil collection areas for recycling. No potential pollutants shall be allowed to drain into catch basins, streams, or other water bodies.
When using fertilizer to establish areas of new vegetation for soil stabilization, mulches shall be used to prevent fertilizer nutrients from washing off the vegetated areas. Fertilizer shall not be applied if there is likelihood of a significant rainstorm. Fertilizer shall not be applied unless there is adequate protection of surface water, groundwater, and pipeline systems.
Noise Measures to minimize noise from construction activities will be incorporated into the construction plans. Where practical, construction will occur during daytime hours (7:00 AM to 3:00 PM), excluding weekends. Construction equipment will have appropriate mufflers to minimize noise and idle equipment will be shut off.
Transportation Truck routing to the project areas will utilize connectors and major routes. No trucking will be allowed to approach the site using local roads and through neighborhoods unless necessary for access. Truck traffic will vary throughout the construction period, depending on the activity.
Police details will be stationed along the project site to coordinate traffic flow and assist in pedestrian direction. Truck routing and traffic management plans will be reviewed and coordinated with the Taunton DPW. For work in state roads, construction activities and traffic management will adhere to the permit issued by the MHD. Street sweeping will be performed as required and daily during all heavy trucking periods.
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Disposal of Excess Material The contractor will be directed to reuse suitable excavated material to the greatest extent feasible. Excess soil that cannot be reused on-site will be transported in covered trucks to an approved disposal site. If contaminated soils are encountered through subsurface exploration during the project design or during construction, they will be managed and disposed of at an approved facility according to MassDEP regulations.
Wetlands and Floodplains Wetland resource areas and their associated buffer zones will be clearly marked as off- limits to construction equipment and materials storage. Excavated material will not be placed between the excavation and a wetland resource area. Excavations shall be promptly backfilled and stabilized to reduce the risk of erosion. Stockpiled soil shall be located away from streams and drainage ways so that runoff cannot carry sediment downstream.
Vegetated Areas Clearing and grubbing shall be held to a minimum, as necessary for grading and equipment operation and construction shall be sequenced to minimize the exposure time of cleared surface areas. Soil will be stabilized with perennial vegetation as soon as possible after final grading. All cuts, fills, and disturbed areas adjacent to paved areas and roadways shall be stabilized with appropriate temporary or permanent vegetation.
Adjacent Land Use The project will not impact adjacent land use such as protected open space, parks, or recreational areas.
Historic Resources The proposed construction will occur within the confines of disturbed/developed properties. Pipeline construction will not proceed onto private properties. Once adequate construction plans and details are developed, the City will provide this information to the MHC to determine what effect the project will have on identified resources. The design will include preparation of a Project Notification Form for submittal to the MHC as necessary, and will coordinate with the determination made by the MHC on the project.
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CHAPTER 6 IMPLEMENTATION PLAN
6.1 Introduction This chapter outlines the recommended plan, presents a proposed schedule for implementation and discusses the financial planning efforts, future work, and other institutional considerations necessary for the plan. The goals of the recommended plan are to provide sewer service to areas where on-lot disposal systems no longer represent an effective means of wastewater disposal, increase the capacity of the Taunton wastewater treatment facility to accommodate proposed sewer system expansion, improve the level of treatment at the facility to improve water quality in the Taunton River and Narragansett Bay, abate the combined sewer overflow located off West Water Street, and provide an adaptive management approach to implementation such that as the plan is executed it can be adjusted based on the environmental and economic impacts that may result during its implementation.
6.2 Summary of the Recommended Plan The recommended plan for Taunton includes the following major components:
Sewer System Expansion The recommended plan to expand the wastewater collection system involves construction of approximately 50 miles of sewers and 16 pumping stations to serve 14 identified needs areas and the balance of the flows allotted to Raynham, Dighton, Norton and Easton. No specific commitment to accept wastewater from Easton at this time, however, for planning purposes a flow of 0.4 mgd has been carried for Easton. The needs areas in Taunton were evaluated and described in Chapters 2 and 3 of this report. Sewer construction in the needs areas will proceed over the entire planning area. Needs areas K, L and U are expected to have sewers constructed prior to year 2015, while the collection will be expanded to serve the other needs areas after year 2015. The exact schedule will be determined by the city and its residents based on the severity of need. It is likely that sewer extensions to several of the lower priority needs areas will not be completed within the planning period of the CWMP. Sewers would primarily be installed within existing roads or rights-of-way and overland routes would largely be avoided. Due to topographical influences, a number of small pump stations are required to lift the wastewater to interceptor sewers that in turn would convey wastewater to the Taunton WWTF by gravity. The conceptual design of the proposed collection system for each of the needs areas has not changed since the CWMP. Conceptual design plans are presented on the mapping included in Appendix A of the CWMP.
Wastewater Treatment Facility Expansion Expansion of the main lift pumping station and the Taunton WWTF are required to accommodate sewer system expansion. Based on current flows to the WWTF and the schedule
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for sewer system expansion, it appears that the capacity of these facilities does not need to be increased until after the year 2015. Projected flow through the year 2015 is approximately 8.5 mgd, whereas the 2025 flow is estimated at 10.2 mgd. The infiltration and inflow reduction program that Taunton has implemented will also have a direct impact on the required capacity. However, the volume and rate of that these extraneous flows will be reduced cannot be determined at this time. Projected flows will be reevaluated at the completion of the program. In addition, the need to provide capacity to service a portion of Easton must also be reassessed before infrastructure to increase capacity is designed and constructed. Major components associated with the capacity increase at the Taunton WWTF are summarized below. • Construct a new Main Lift Pumping Station: - The Main Lift Station is the most critical component in the Taunton wastewater collection system since it is responsible for conveying all of the wastewater generated in the service area to the Taunton WWTF. With the projected increased in average daily flow to 10.2 mgd, by the year 2025, the peak flow will also increase. For evaluation purposes, it has been projected that the design peak pumping rate will increase from 22.4 mgd to 25.5 mgd. A major upgrade of the existing station is needed to provide reliable wastewater conveyance through the planning year. Therefore, it is recommended that a new Main Lift Station be constructed adjacent to the existing station. The existing station would be upgraded and its use converted to a stormwater pumping station associated with CSO mitigation plan (see below). In addition, a new 36-inch forcemain will be constructed to transport wastewater to the WWTF. • Construct a fourth 55 foot by 55 foot Primary Settling Tank adjacent to Primary Settling Tank No.3. A new 24-inch primary influent line will be run to the new clarifier from the distribution chamber. The primary pipe gallery will be extended to accommodate new sludge and scum pumps, valves, and piping. • Construct two new aeration tanks of similar size (923 feet by 108 feet by 15 feet deep) to Tank No. 3 in Battery 1. This will increase the nitrification capacity of the WWTF and will give each battery the same treatment capacity so flow to each could be split evenly. The existing 36-inch primary effluent pipe will be extended to the new aeration tanks. A fourth 1,600 SCFM blower will be installed in the Blower Building and fine bubble air diffusers will be installed in the new aeration tanks. The size of the air header will be increased from 10-inch diameter to 12-inch diameter. • Construct a third chlorine contact tank (50 feet by 36 feet by 6.5 feet deep) with serpentine baffling adjacent to the existing tanks. The inlet piping to the new tank must be connected to the existing 42-inch stub at distribution chamber. • Replace the sludge collector, drive and weirs in Gravity Thickener No. 1. This tank also needs to be covered and connected to the odor control system. • Install an additional centrifuge is required to dewater the increased volume of sludge that will be produced.
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Nutrient Removal Total nitrogen limits are expected in the next generation of the NPDES permit for the Taunton WWTF. Denitrification using attached growth downflow filters following the existing suspended growth nitrification process is recommended. At the projected flows for the year 2015, three 1,120-square-foot operating filters would be required. A fourth filter would be provided as a spare unit that gives operational flexibility. A fifth filter (allowing four to be in full time service) is required to handle year 2025 flows. Along with the filters and their ancillary equipment, other recommended support processes include an intermediate pumping station, a methanol feed system, and modifications to the existing forward flow pipe configuration.
CSO Mitigation A plan to mitigate the CSO in West Water Street has been evaluated in this document based on current conditions. Since Taunton currently is conducting an extensive infiltration and inflow reduction program, this plan must be reevaluated and adjusted accordingly at the completion of the program. The plan recommended at this time requires a new regulator on the 39-inch interceptor in West Water Street with the overflow piped to the existing Main Lift Station. As previously discussed, a new Main Lift Station will be constructed to handle sanitary/storm flows up to 25.5 mgd. Storm flows in excess of 25.5 mgd will directed to the existing station and pumped via the existing force mains to a storage facility located at the WWTF. The storage facility would have a capacity of 2.25 million gallons. This storage volume will accommodate over 80 percent of the historic overflow events. Stored wastewater will be pumped into the treatment process once flows subside. Upgrading the existing Main Lift Station will require replacement of the four existing pumps with four new pumps due to deterioration of equipment and the lack of spare parts, replacement of the existing 500 KW diesel standby power engine/generator with a natural gas powered unit, and upgrading heating, ventilation, and electrical systems.
6.3 Planned Implementation Schedule A critical piece to the planning process is the implementation timing of the recommended plan. Taunton plans to proceed rapidly with design and construction of sewers to service Needs Areas U, K and L. It will be the ultimate decision of the City, with input from area residents, to identify and prioritize the order in which the other Needs Areas will be addressed through this process. An increase in WWTF capacity is not expected to be required until after the year 2015. The volume of infiltration that can be removed during the current infiltration and inflow reduction program will impact the timing of these capacity related improvements. WWTF improvements
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to remove total nitrogen are expected to be a requirement in the next discharge permit issued for the Taunton WWTF. This is expected to occur in 2012. Implementation of recommendations to mitigate the CSO will commence at the conclusion of the infiltration and inflow reduction program. The recommended plan outlined in this document will likely have to be revised to reflect the results of the program. Table 6-1 provides a preliminary schedule showing how the design and construction of wastewater treatment and collection facilities would be implemented over the planning period.
6.4 Financing Plan Funds to finance construction of sewerage facilities are commonly raised from two principal sources: low-interest loans from the State Revolving Fund (SRF) and general obligation bonds. The State Revolving Fund is a loan program established by the U.S. EPA that allows individual states to make low-interest loans to cover the cost of wastewater improvement projects. Based on demonstrated project need, loans are made available to finance up to 100-percent of engineering and construction costs. Loans have a payback period of 20 years and carry an interest rate of 2 percent. Funded projects usually include treatment facilities, interceptors, force mains, pumping stations and sewer extensions. In the event that SRF funds are not available or a particular project is not considered eligible, general obligation bonds may also be used to finance construction projects. General obligation bonds are certificates of debt issued by the City guaranteeing payment of the money borrowed plus interest.
6.4.1 Debt Service A portion of the future debt service associated with capital improvement projects relating directly to the wastewater treatment facility is allocated to the contributing communities proportionately to their contributions of flow, BOD and TSS. For purposes of this assessment debt service to these communities will be apportioned among flow, BOD and TSS load at 24%, 57% and 19%, as stipulated in current agreements. These percentages are subject to negotiation between the communities. Debt service for future common sewer system improvements will be allocated to each of the contributing communities on a flow proportionate basis. The balance of the debt service associated with capital improvement projects relating directly to the wastewater treatment facility and primary collection system infrastructure, such as main pumping stations and interceptors, is financed, in Taunton, through a fixed fee assigned to all sewer users based on water meter size. Capital costs for these projects that are carried in the debt service include engineering services, legal fees, contingency items, as well as the construction of the facilities. The meter fee is periodically adjusted through sewer rate studies so that adequate funds are collected to cover principal and interest payments.
City of Taunton 6-4 BETA Group, Inc. Final CWMP and Draft EIR
Table 6-1 Sewer System and WWTF Design and Construction Schedule City of Taunton
Year Project 2010 2011 2012 2013 2014 2015 2016 - 2025
WWTF Upgrade - Denitrification D D/C C C
CSO Abatement 1 RDD/CCC
WWTF Upgrade - Capacity 2 D/C
Sewer Extensions Area U C C Area K D D/C C C Area L D C C Area A D/C Area C D/C Area E D/C Area H D/C Area I D/C Future areas for sewer extensions to be prioritized Area Q D/C based on need and approval of the City Council Area R D/C Area V D/C Area X D/C Area Z D/C Area AA D/C R = Report D = Design C = Construction
1) To be Reevaluated in the 3rd quarter 2011 subsequent to sewer-stormwater separation and construction program 2) To be reevaluated based on sewer-stormwater separation program and urgency of sewer need
In FY 2010, the meter fee for a typical single family home with a 5/8-inch meter is $161.44. Total revenue generated through fixed meter fees is $1,740,915. Therefore, a single family home contributes $92.73 per $1,000,000 of debt service. Sewer extensions will add to the number of connected single family homes and increase the total revenue to $1,887,460. A single family home will then contribute $85.94 per $1,000,000 of debt service. Debt service associated with the design and construction of new sewer extensions projects is paid solely through betterment assessments. Betterment assessments are fees placed upon properties that either abut or directly benefit from construction of a sewer extension. Betterment assessments vary based on project cost and are allocated based on the linear feet of property frontage. In addition, a one-time fee of $2,500 is charged for new sewer connections. As mentioned in Section 3.5.1, the City’s ordinance for the Sewer Bank also requires a $5 per gallon connection fee based on a projected average daily wastewater generation rate.
6.4.2 Operation and Maintenance A portion of the future operations and maintenance costs associated with the wastewater treatment facility will be allocated to the contributing communities proportionately to their contributions of flow, BOD and TSS. For purposes of this assessment, costs will be apportioned among flow, BOD and TSS load at 40%, 27% and 33%, as stipulated in current agreements. These percentages are subject to negotiation between the communities. For the common sewer system, operation and maintenance costs will be apportioned among flow, BOD and TSS load at 80%, 7% and 13%, as stipulated in current agreements. These percentages are also subject to negotiation between the communities. Operation and maintenance (O&M) costs for both the wastewater treatment facility and the collection system include salaries and wages, contracted services, utility charges, supplies and materials, and indirect expenses. These costs are funded in Taunton solely by sewer use charges that are based on metered water consumption. Charges are applied in two blocks: $1.57 per hundred cubic feet (HCF) for annual water consumption less than 120 HCF and $5.61 per HCF for consumption over 120 HCF. The above are based on FY 2010 rates. Presently, 1,450,491 hundred cubic feet (HCF) of water is used in Taunton annually by properties served by the wastewater system (784,264 HCF in block one). Total water consumption will increase to 1,555,500 HCF with sewer extensions to Needs Areas K, L and U, all of which is expected to be allocated to block 1. Since the typical volume of water used by a single family residence is 120 HCF, the O&M costs borne a single family residence will be $36.76 per million dollars of O&M cost.
6.4.3 Financial Impact Analysis Based on the schedule provided in Table 6-1, two significant capital improvement projects are expected to be completed prior to year 2015. These projects include denitrification facilities at the Taunton WWTF and the facilities to mitigate the CSO in West Water Street. Facilities to mitigate the CSO are considered improvements to the common sewer system, while denitrification facilities will be required improvements to the WWTF. In addition, three sewer
City of Taunton 6-6 BETA Group, Inc. Final CWMP and Draft EIR
extensions will be constructed prior to year 2015 serving needs areas K, L and U. All other capital improvement projects will be constructed after year 2015 and no finite schedule has been established. Projected capital outlays are shown in Table 6-2. The financial impact on a singly family from debt service on capital and operations and maintenance costs was determined from the cost allocation formulas described in Section 6.4. As shown in Table 6-3, the total user fee will increase by $235.21 after the previously identified projects are constructed and placed into service.
City of Taunton 6-7 BETA Group, Inc. Final CWMP and Draft EIR
Table 6-2 Allocation of Sewer and WWTF Design and Construction Costs (Note: All costs referenced to January 2009 - Boston ENR Index 10,600)
Year Project 2010 2011 2012 2013 2014 2015 2016 - 2025 Total
WWTF Upgrade - Denitrification $750,000 $1,250,000 $7,500,000 $6,800,000 $16,300,000
CSO Abatement * $200,000 $4,000,000 $15,000,000 $5,100,000 $24,300,000
WWTF Upgrade - Capacity $12,400,000 $12,400,000
Sewer Extensions Area U $5,000,000 $3,000,000 $8,000,000 Area K $500,000 $700,000 $4,000,000 $3,000,000 $8,200,000 Area L $1,000,000 $9,000,000 $9,000,000 $19,000,000 Area A $5,500,000 $5,500,000 Area C $13,800,000 $13,800,000 Area E $12,000,000 $12,000,000 Area H $8,700,000 $8,700,000 Area I Future areas for sewer extensions to be prioritized $7,000,000 $7,000,000 Area Q based on need and approval of the City Council $3,500,000 $3,500,000 Area R $2,700,000 $2,700,000 Area V $3,500,000 $3,500,000 Area X $2,800,000 $2,800,000 Area Z $5,400,000 $5,400,000 Area AA $5,200,000 $5,200,000 Total $5,500,000 $3,700,000 $5,950,000 $17,250,000 $31,500,000 $11,900,000 $82,500,000 $158,300,000 * Includes a new Main Lift Pumping Station and rehabilitation of the existing Main Lift Station for sewer overflow pumping
Table 6-3 User Fee Impacts Single Family Residence in Taunton ($/yr) (Note: All costs referenced to January 2009 - Boston ENR Index 10,600) Debt Service Operations and Maintenance Annual Debt Impact on Annual Impact on Total User Project Service User Fee O&M Cost User Fee Fee Impact 2 WWTF Upgrade - Denitrification 998,000 59.02 400,000 10.81 69.83 CSO Abatement 1,487,000 103.34 100,000 2.87 106.21 WWTF Upgrade - Capacity 759,000 44.88 325,000 8.78 53.66 Sewer Extensions 1 Needs Area K ------40,000 1.47 1.47 Needs Area L ------70,000 2.57 2.57 Needs Area U ------40,000 1.47 1.47 Total 3,244,000 207.24 975,000 27.97 235.21
1. Debt service for sewer extensions is paid exclusively by those served by the extension 2. Average annual sewer bill for a single family residence in Taunton, including user fees and debt service, is $349.84 for FY 2010. Total user fee impact for the proposed projects must be added to the current sewer billing rate to estimate the total sewer bill.
City of Taunton 6-9 BETA Group, Inc. Final CWMP and Draft EIR
CHAPTER 7 RESPONSE TO COMMENTS
This section of the DEIR provides responses to each comment received on either the Environmental Notification Form (ENF) or the CWMP. It has been brought to the attention of the City that some of the project reviewers may not have had access to the CWMP during their respective reviews and therefore, based their comments on the limited information presented in the ENF. Where deemed applicable, reference is made to sections of the CWMP as a response to comment. Each section contains the full text of a comment letter with responses to the comments, presented in bold italics, inserted into the appropriate section of the text.
7.1 Massachusetts Department of Environmental Protection
MEMORANDUM
TO: Holly Johnson, Environmental Reviewer, MEPA Unit
THROUGH: Jonathan Hobill, Regional Engineer, Bureau of Resource Protection David Terry, Deputy Regional Director, BRP David Johnston, Deputy Regional Director, BWP Gary Moran, Regional Director
CC: Elizabeth Kouloheras, Chief, Wetlands Jeffrey Gould, Chief, Water Pollution Control Richard Keith, Chief, Municipal Services David Burns, Municipal Facilities Leslie O'Shea, Team Coordinator; Taunton River Watershed Jack Hamm, DEP/Boston Municipal Facilities Ron Lyberger, DEP/Boston Municipal Facilities Richard Lehan, Acting Deputy Associate Commissioner/Operations
FROM: Sharon Stone, SERO MEPA Coordinator
DATE: November 28, 2006
RE: ENF EOEA #lJ897 - TAUNTON - Comprehensive Wastewater Management Plan (CWMP), Multiple Streets
The Southeast Regional Office and the Boston Office of the Department of Environmental Protection (MassDEP) has reviewed the Environmental Notification Form (ENF) for the proposed Comprehensive Wastewater Management Plan (CWMP) to be located in multiple streets throughout the City of Taunton, Massachusetts (EOEA #13897). The project proponent provides the following information for the project:
City of Taunton 7-1 BETA Group, Inc. Final CWMP and Draft EIR
"The recommended wastewater management plan involves implementing sewers within 14 wastewater priority needs areas throughout the City that are currently served by on-site wastewater disposal systems and expanding the WWTF to handle additional flows from these needs areas, as well as from projected infilling within existing sewered areas and projected additional intermunicipal flow.
Permits listed in the ENF to be sought for the project include the following: Order of Conditions from the Taunton Conservation Commission NPDES Surface Water Discharge Permit - Modification NPDES General Permit for Stormwater Discharges from Construction Activities NPDES Remediation General Permit MHD Access Permit DEP Sewer Connection/Extension Permit Massachusetts Endangered Species Act (MESA) Project Review (321 CMR 10.00) DEP Limited Plan Approval may be required (to be determined as design proceeds)
MassDEP offers the following comments on the City of Taunton's ENF on the Draft Comprehensive Wastewater Management Plan (CWWMP). The following comments should be addressed in the EIR.
1. The EIR must include the full set of items for the description of the recommended plan in accordance with the CWMP guidelines. The recommended plan chapter must include the legal, institutional, management, and financial mechanisms for implementation, and there must be an analysis of costs to the average household, both sewered and non-sewered.
Chapter 6 of the DEIR contains a complete description of the recommended plan and the legal, institutional, management and financial mechanisms to implement the plan.
2. The recommended plan includes a flow allowance of an additional 700,000 gpd from the Town of Raynham. Raynham is currently developing its own EIR/CWMP and MassDEP cannot approve additional flows from Raynham until the analyses of need and alternatives being carried out in that EIR/CWMP are completed and approved.
Taunton has an agreement with the Town of Raynham to accept this additional flow, up to a total flow of 1.3 mgd. It is understood that the construction of sewers in Raynham is contingent upon the completion and approval of the needs analysis. However, for planning purposes, Raynham flows are carried in future projections as described in sections 4.1 and 4.5 of the DEIR.
3. The EIR should provide more detail on how the City will control future sewer extensions and connections consistent with the CWMP recommendations.
City of Taunton 7-2 BETA Group, Inc. Final CWMP and Draft EIR A growth management strategy and a discussion of the Taunton’s recently enacted ordinance establishing a sewer bank are provided in Sections 3.5 and 3.5.1 of the DEIR, respectively.
4. The report states that a peaking factor of 1.7 was applied to the infiltration. Is this factor being applied to the infiltration in sewers from the new needs areas only or is it being used on the entire Taunton sewer system? MassDEP guidance requires that, for planning purposes, the projected estimates for infiltration from new sewers be consistent with the TR-16 guidance.
Section 3.4 of the CWMP states that an infiltration rate of 800 gpd/in-mile of sewer was uses to estimate future infiltration. A peaking factor of 1.7 was applied to this rate to account for wet weather infiltration and inflow. Although new sewers should have little or no I/I, over time system leaks resulting in groundwater and stormwater intrusion inevitably develop.
5. The EIR needs to provide an updated summary discussion of the I/I status and recommended removals for the future, including some estimate of the amount of I/I that is being contributed from the other communities tied in to the Taunton system.
I/I reduction measures undertaken by Taunton are discussed in Section 4.4 of the DEIR. However, it is the responsibility of the contributing communities to control the amount of infiltration and inflow being sent to Taunton. Taunton only monitors the total daily flow entering its system from these communities to see if the allotted capacity is exceeded. Section 8.1.3 of the Draft Environmental Impact Report/ CWMP for Phase 6 Sewer Expansion in Raynham, discusses an I/I removal program that was conducted in 2003. The program identified several minor sources of I/I but it was determined that I/I comprises only 12 percent of the flow from Raynham. Raynham also has a “Sewer Bank” in place that requires developers to remove four gallons of I/I for every additional gallon of sewage requested. Raynham will be required to comply with Taunton’s Sewer Bank requirement of five gallons of I/I removed per gallon of additional sewage.
6. While the recommended plan includes a proposal to increase the flow capacity of the plant beyond the current NPDES flow limit, MassDEP cannot agree with such a recommendation until further discussions and review take place with the Environmental Protection Agency (EPA) staff, who are responsible for any approvals of changes to the NPDES permit limits, MassDEP does not support the proposed increase in flow until such time as the I/I control measures required under the ACO have been implemented and shown to be effective. MassDEP does agree that, if any increase in the flow limit is approved, the treatment plant's other limits will need to be decreased so that the total loadings do not increase, which is what the draft CWMP recommends.
Section 4.5 of the DEIR discusses revised flow estimates for the Taunton WWTF, which reflects the I/I reduction measures that have taken place to date. A short term
City of Taunton 7-3 BETA Group, Inc. Final CWMP and Draft EIR flow of approximately 8.5 mgd was projected through the year 2015 with a longer range projection of 10.2 mgd through the year 2025. Although the projected year 2015 flow exceeds the current design flow, exceedences would only occur during the late winter and early spring when infiltration rates are at their peak. It should also be noted that for planning purposes, this projection does not include any further reductions in I/I rates. However, with the City’s active 3-phase I/I reduction program in place, further I/I removal is anticipated.
7. The EIR should include an engineering feasibility study to evaluate the alternatives and associated costs necessary to treat the combined flow currently discharged from the CSO outfall to the receiving waters during storm events.
Section 5.4 of the DEIR discusses alternatives to handle the discharge from the CSO. Alternatives considered should be re-evaluated at the completion of the current I/I removal program
8. MassDEP recognizes that the City currently is exceeding its permitted flow rate at the WWTP. The city is presently implementing a number of infiltration and inflow projects totaling approximately five millions of dollars. There is also an ongoing demand for new sewer connections in Taunton and communities served by the Taunton WWTP to address localized wastewater needs. Continued new connections to the collection system may result in greater permit violations at the WWTP. To address this issue, MassDEP proposes to work closely with the City of Taunton and incorporate a sewer bank that will ensure that prior to making a new sewer connection anywhere in the collection system tributary to the Taunton WWTP, that there has already been implemented an infiltration and inflow project that will ensure that there is a net flow reduction to the WWTP.
An ordinance was recently passed by the Taunton Municipal Council that establishes a sewer bank. Provisions of the sewer bank are discussed in Section 3.5.1 of the DEIR.
Bureau of Waste Site Cleanup (BWSC) In considering the need for upgrading the infrastructure in town, the assessment should include the potential for encountering contamination associated with waste sites (both known and unidentified) throughout the town if excavation is necessary for the installation of the collection system/or distribution system. The filing of a Utility Release Abatement Plan would be required to excavate in contaminated areas. The location of known sites should be taken into consideration when conducting the assessment to upgrade the infrastructure.
One of the “permits” identified in Section 3.7.1 of the DEIR is a Utility Related Abatement Measure in the event that contaminated soil/groundwater is encountered during the construction. Where high risk properties, such as gasoline service stations, exist along a proposed sewer route, environmental investigations may be conducted during design so that contamination can be identified and construction delays avoided.
City of Taunton 7-4 BETA Group, Inc. Final CWMP and Draft EIR The Project Proponent is advised that, if oil and/or hazardous material are identified during the implementation of this project, notification pursuant to the Massachusetts Contingency Plan (310 CMR 40.0000) must be made to MassDEP, if necessary. A Licensed Site Professional (LSP) may be retained to determine if notification is required and, if need be, to render appropriate opinions. The LSP may evaluate whether risk reduction measures are necessary or prudent if contamination is present. The BWSC may be contacted for guidance if questions regarding cleanup arise.
The MassDEP Southeast Regional Office appreciates the opportunity to comment on this proposed project. If you have any questions regarding these comments, please contact Sharon Stone at (508) 946-2846.
7.2 Fay, Spofford & Thorndike
November 16, 2006
Holly Johnson, MEPA Analyst Commonwealth of Massachusetts Executive Office of Environmental Affairs, MEPA Office 100 Cambridge Street, Suite 900 Boston, Massachusetts 02114
RE: Taunton Public Works Department Comprehensive-Wastewater Management Plan (CWMP) EOEA No. 13897
Dear Ms. Johnson,
Please be advised that the Taunton Public Works Department intends to submit a "Notice of Project Change" form to accompany a Sewer Extension Permit being prepared by our office for the Elizabeth Pole Elementary School construction project. Taunton Public Works Department will be submitting the Minor Sewer Extension I Sewer Connection with Pumping Station (BRP - WP -14) to the Department of Environmental Protection within the next several weeks.
The project to extend sewers to the Elizabeth Pole Elementary School and the Harris Street residences was completed in May 2008 under a Phase I Waiver granted by the Executive Office of Environmental Affairs.
Should you require any further information please contact me at 781-221-1183.
Very truly yours, FAY, SPOFFORD & THORNDIKE, LLC
Stephen A. Casazza, P.E. Senior Principal Engineer
City of Taunton 7-5 BETA Group, Inc. Final CWMP and Draft EIR
7.3 Division of Fisheries and Wildlife
November 27, 2006
Robert W. Golledge, Jr., Secretary Executive Office of Environmental Affairs Attention: MEPA Office Holly Johnson, EOEA # 13897 100 Cambridge St. Boston, Massachusetts 02114
Project Name: Comprehensive Wastewater Management Plan (CWMP) Proponent: City of Taunton. Public Works Department Location: Multiple streets throughout the City of Taunton Document Reviewed: Environmental Notification Form NHESP Tracking #: (ENF) 06-19667 EOEA#: 13897
Dear Secretary Golledge:
The Natural Heritage & Endangered Species Program (NHESP) of the MA Division of Fisheries & Wildlife has reviewed the Environmental Notification Form (ENF) for the proposed Comprehensive Wastewater Management Plan for the City of Taunton. At this time, the NHESP would like to offer the following comments in regard to state-listed rare species and their habitats.
Portions of the project site are located within Priority Habitat and Estimated Habitat as indicated in the 12th Edition of the MA. Natural Heritage Atlas, which went into effect October 1, 2006. The proponent included a list of species provided by NHESP in response to an information request (see ENF, Attachment D) based on the 11th Edition of the MA Natural Heritage Atlas. Boundaries for Priority Habitats and Estimated Habitats have changed in some areas between the two Atlases; therefore the proponent should review the latest Atlas and consult with NHESP before finalizing plans.
An updated listing of rare and endangered species in Taunton is provided in Table 3-2 of the DEIR. Section 3.7.1 also stipulates that during the design of any phase of this project, NHESP will be contacted to review the proposed work and identify any potential impacts to rare species.
WETLANDS PROTECTION ACT (WPA) For projects within Estimated Habitat, the Wetlands Protection Act (WPA) Regulations state that " ...if a proposed project is found by the issuing authority to alter a resource area which is part of the habitat of a state-listed species, such project shall not be permitted to have any short or long term adverse effects on the habitat of the local population of that species" (310 CMR 10.37, 10.59), and that ''no project may be permitted within the riverfront area which will have any
City of Taunton 7-6 BETA Group, Inc. Final CWMP and Draft EIR adverse effect on specified habitat sites of rare wetland or upland, vertebrate or invertebrate species, ... or which will have any adverse effect on vernal pool habitat certified prior to the filing of the Notice of Intent' , (310 CMR 10.58(4)(b)).
For projects within Estimated Habitat which require the filing of a Notice of Intent (NOI), the applicant is required to send a copy of the NOI to NHESP for review under the WPA. Once the NHESP receives an NOI for a project or activity, the NHESP will determine whether or not the proposed project will have an adverse effect on the resource area habitat of the local population of state-listed species. If the project is determined to result in an adverse effect, the applicant must redesign the project to avoid an adverse effect.
Any project within an Estimated Habitat that requires the filing of an NOI will be forwarded to NHSEP for review. This is outlined in Section 3.7.1 of the DEIR.
MASSACHUSETTS ENDANGERED SPECIES ACT (MESA) Projects that will take place in Priority Habitat require review through a direct filing with NHESP for compliance with the Massachusetts Endangered Species Act (MESA; 321 CMR 10.18). The MESA is administered by the NHESP of the Massachusetts Division of Fisheries & Wildlife, and prohibits the "take" of' state-protected species, which includes actions that " ... harm ... kill ... disrupt the nesting, breeding, feeding or migratory activity... Disruption of nesting, breeding, feeding, or migratory activity may result from, but is not limited to, the modification, degradation, .or destruction of Habitat" of state listed species (321 CMR 10.02). Filing requirements are described in 321 CMR 10.20. In order to initiate a MESA review, the applicant should submit a "MESA Project Review Filing Checklist" along with the required materials and fee directly to the NHESP. For additional information about the MESA filing process, please see our website, www.nhesp.org (Regulatory Review tab).
Once the NHESP receives a MESA filing for a project or activity, the NHESP will determine whether or not the proposed project will result in the "take" of state-listed rare species. If the project is determined to result in a "take," then it may be possible to redesign the project to avoid a "take." If such revisions are not possible, the applicant should note that projects resulting in the "take" may only be permitted if they meet the performance standards for a "Conservation and Management Permit" under MESA (321 CMR 1 0.04(3)(b )).
Portions of the project may be exempt from review under the new regulations of the MESA (321 CMR 10.14(5) and 10.14(6)) which state: "The following Projects and Activities shall be exempt from the requirements of321 CMR 10.18 through 10.23 ..." "(5) construction, repair, replacement or maintenance of septic systems, utility lilies, sewer lines, wastewater treatment systems, or residential water supply wells within existing paved areas and lawfully developed and maintained lawns or landscaped areas;". "(6) installation, repair, replacement, and maintenance of utility lines (gas, water, sewer, phone, electrical) for which all associated work is within ten feet from the edge of existing paved roads;"
Any project within an Estimated Habitat that requires the filing of an NOI will be forwarded to NHSEP for review. This is outlined in Section 3.7.1 of the DEIR.
City of Taunton 7-7 BETA Group, Inc. Final CWMP and Draft EIR
NHESP anticipates reviewing the non-exempt portions of this project which fall within Priority and Estimated Habitats for state-listed species once the project proponent has determined the final locations of the work areas (i.e. pump stations, denitrification facilities, etc.).
We appreciate the opportunity to comment on this project. If you have any questions about this letter, please contact Sarah Haggerty at (508) 792-7270 ext. 306, ([email protected]).
Sincerely, Thomas W. French, PhD Assistant Director
7.4 Massachusetts Historical Commission
November 14 2006
Secretary Robert Golledge Executive Office of Environmental Affairs Attn.: Holly Johnson, MEPA Unit 100 Cambridge Street, Suite 900 Boston, MA 02114
RE: Comprehensive Wastewater Management Plan, Taunton, MA. MHC #RC.20887; EOEA #13897.
Dear Secretary Golledge: Staff of the Massachusetts Historical Commission (MHC) has reviewed the Environmental Notification Form (ENF) for the proposed project referenced above. Staff of the MHC have reviewed the information submitted and have the following comments. The proposed project area includes fourteen wastewater disposal priority needs areas and involves the construction of approximately 50 miles of sewers and system pumping stations within areas in the City of Taunton. Specific project plans have not yet been developed.
MHC previously requested (5/16/2006 copy enclosed) that project planners provide more detailed information about the proposed above ground facilities (e.g., proposed pump stations). MHC also requested that project planners submit to the MHC scaled project plans and elevation drawings showing existing and proposed conditions for the project when they are further developed. MHC looks forward to consulting to avoid, minimize, or mitigate any adverse effects to any significant historic and archaeological resources.
As discussed in Section 3.7.1 of the DEIR, Taunton will file a Project Notification Form with the MHC during the design phase of each proposed project. An adequate level of detail will be provided to allow the MHC to determine the effects the project will have on identified resources.
City of Taunton 7-8 BETA Group, Inc. Final CWMP and Draft EIR These comments are offered in compliance with Section 106 of the National Historic Preservation Act of 1966, as amended (36 CFR 800), Massachusetts General Laws, Chapter 9, Sections 2627C (950 CMR 71), and MEPA (301 CMR 11). If you have any questions concerning this review, please feel free to contact Gregory R. Dubell at this office.
Sincerely, Edward L. Bell Senior Archaeologist Massachusetts Historical Commission
May 16, 2006
Aaron Weieneth Senior Environmental Planner Metcalf & Eddy 701 Edgewater Drive Wakefield, MA 01880
RE: Comprehensive Wastewater Management Plan, Taunton, MA. MHC #RC20887.
Dear Mr. Weieneth:
Thank you for your inquiry to the Massachusetts Historical Commission regarding the proposed project referenced above. Staff of the MHC has reviewed the information you submitted and have the following comments. The proposed project area includes fourteen wastewater disposal priority needs areas and involves the construction of approximately 50 miles of sewers and system pumping stations within areas in the City of Taunton.
Preliminary review of the Inventory of Historic and Archaeological Assets of the Commonwealth indicates the proposed project areas are located in a number of historic areas. Area A contains the Center Area (TAU.O); Area H contains the Oakland Mills District (TAU.V) and the Taunton Multiple Resource Area (TAU.P), listed in the State and National Registers of Historic Places: Area K contains the Old Westville Village (TAUV); Area R contains the Weir Village (TAU.K): and Area X contains the Corr Manufacturing Company (TAU.Z).
Review of MHC's files indicates that portions of the proposed project areas are contiguous to a number of recorded historic cemeteries. Area A contains the North Taunton Cemetery (TAU.18), the Bassett Burying Ground (TAU.30), and the Field Cemetery (TAU.31); Area C contains the Wetherwell Cemetery (TAU.35); Area E contains the Saint Thomas Burying Ground (TAU.23) and the Lincoln Burying Ground (TAU.56); Area H contains the Willis Burying Ground (TAU. 24), the Mount Nebo Cemetery (TAU.60), and the Joseph Willis House and Burying Ground (TAU.AF); Area I contains the Woodward Burying Ground (TAU.49); Area K contains the Westville Cemetery (TAU.19); Area L contains the Walker Burying Ground (TAU.38): Area Q contains the Hathaway Burying Ground (TAU.21); and Area X contains the Caswell Street Burying Ground (TAU.I5). MHC requests that project planners avoid these historic cemeteries
City of Taunton 7-9 BETA Group, Inc. Final CWMP and Draft EIR and should take their locations into account when preparing project plans for the proposed project.
Review of MHC s files also indicates that there are a number of recorded archaeological sites located near the proposed project locations. Area A contains 19-BR, -257, -304 and -615; Area C contains 19-BR-487; Area K contains 19-BR-259; Area Q contains 19-BR-93 and -275; Area U contains 19-BR-534; and Area X contains 19-BR-369. The proposed pump station-in Area C may be located near an historic period archaeological site designated the Wilbore Site (TAU- HA-4), determined eligible for listing in the State and National Registers of Historic Places.
Sections 3.4.1 through 3.4.14 of the DEIR identify historical and archaeological sites within the needs areas. Any impact to these sites will be avoided during the design phases of the projects.
More specific information is required to determine what impacts, if any, the proposed project may have on any significant historic and archaeological resources. Please provide information about any above ground facility for the proposed project (e.g., proposed pump stations). MHC requests that project planners submit to the MHC scaled project plans and elevation drawings showing existing and proposed conditions for the project when they are further developed.
As discussed in Section 3.7.1 of the DEIR, Taunton will file a Project Notification Form with the MHC during the design phase of each proposed project. An adequate level of detail will be provided to allow the MHC to determine the effects the project will have on identified resources.
These comments are offered in compliance with Section 106 of the National Historic Preservation Act of 1966, as amended (36 CPR 800), Massachusetts General Laws, Chapter 9, Sections 26-27C (950 CMR 71), and MEPA (301 CMR 11). If you have any questions concerning this review, please feel free to contact Gregory R. Dubell at this office.
Sincerely, Edward L. Bell Senior Archaeologist Massachusetts Historical Commission
7.5 Department of Conservation and Recreation
November 28, 2006
Secretary Robert W. Golledge Jr. EOEA; Attn: MEPA Office Holly Johnson, EOEA No. 13897 100 Cambridge Street, Suite 900 Boston, MA 02114
City of Taunton 7-10 BETA Group, Inc. Final CWMP and Draft EIR Re: EOEA No. 13897, City of Taunton Comprehensive Wastewater Management Plan (CWMP), partially within the Canoe River Aquifer and Hockomock Swamp Areas of Critical Environmental Concern (ACECs)
Dear Secretary Golledge:
We are writing to provide comments on the Environmental Notification Form (ENF) EOEA No. 13897 for the City of Taunton Comprehensive Wastewater Management Plan (CWMP). The CWMP proposes extending sewers to areas located within both the Canoe River Aquifer and Hockomock Swamp Areas of Critical Environmental Concern (ACECs). As you know, the Department of Conservation and Recreation (DCR) administers the ACEC Program on behalf of your office.
ACEC Context The Canoe River Aquifer ACEC, designated in 1991, comprises approximately 17,200 acres in the municipalities of Easton, Foxborough, Mansfield; Norton, Sharon and Taunton. The area encompasses a diverse suite of wetland resource areas including cranberry bogs, rivers, streams, lakes, and ponds. In Taunton, the ACEC includes Watson Pond in Watson Pond State Park, Lake Sabbatia, and the Snake River. These resource areas overlay the Canoe River Aquifer, which provides drinking water for over 66,000 people, and is listed as a Sole Source Aquifer by the US Environmental Protection Agency (EPA). Supported by the diverse resources are extensive wildlife habitats, populated by 15 rare and endangered species. Rich archaeological and historic resources within the ACEC date back 7,000 years and include Native American settlements, national historic districts, and colonial architecture. Approximately 3,500 acres of municipal and nonprofit open space are also found within the Canoe River Aquifer Area.
The Hockomock Swamp ACEC, designated in 1990, comprises approximately 16,950 acres within the towns of Bridgewater, Easton, Norton, Raynham, Taunton, and West Bridgewater. This ACEC primarily includes the Hockomock Swamp and associated wetlands and water bodies which form the largest vegetated freshwater wetland system in Massachusetts. These wetlands act as a huge water reservoir and serve as the headwaters for the Town River, which flows into the Taunton River. The wetlands and floodplains of the ACEC are connected to an extensive underlying system of medium- and high-yield aquifers that feed public water supplies in the area. The ACEC is also important for its natural and cultural values and recreational opportunities. Because of its size, it is a unique and irreplaceable wildlife habitat, including habitat for at least 23 rare and endangered species. Open space areas owned by state agencies and nonprofit groups provide public access to the swamp and to several recreational areas, popular for hunting, fishing, boating, canoeing, swimming, and for the observation and study of flora and fauna.
Project Description The City of Taunton proposes to implement the recommended plan described in the CWMP submitted July 2005 to the Massachusetts Department of Environmental Protection (DEP). Under the recommended plan, the city would extend sewers to 14 wastewater priority needs areas currently served by on-site wastewater disposal systems, and expand the existing wastewater treatment facility (WWTF) to handle additional flows from these needs areas, as well as from project infilling within existing sewered areas and projected additional intermunicipal
City of Taunton 7-11 BETA Group, Inc. Final CWMP and Draft EIR flow. The proposed project would result in the construction of approximately 50 miles of new sewer lines within Taunton and expansion of the existing WWTF from a design flow of 8.4 mgd to 10.70 mgd. Under the recommended plan, Wastewater flows from other communities, namely Raynham, Bridgewater (via Raynham), Norton, Dighton and Easton, would contribute an estimated 22% of all wastewater treated at the plant. (CWMP, Table 3-8). Presently, wastewater from other municipalities comprises 12% of total flows (ENF, Attachment A, p.1)
Nevertheless, the CWMP states that, "The primary purpose of the sewer extension is to provide relief to existing residences and businesses experiencing problems with on-lot wastewater disposal systems. …Sewers would be provided to those areas of the city where development already exists and where on-lot systems are not adequate. The intent of the project is to serve existing development in the city of Taunton, and not to provide infrastructure improvements to induce growth in the city (p. 6-21).
ACEC Program comments The MEPA review process categorically requires the filing of an Environmental Impact Report (EIR). Our comments are provided from the perspective of the ACEC Program as recommendations for the scoping of the EIR.
1) The EIR should provide updated information on the 14 sewer needs areas and Intermunicipal Agreements The current status of sewering in the 14 wastewater priority needs areas should be updated and described in detail in the EIR, along with the contractual commitments (Intermunicipal Agreements) that Taunton has entered into with other communities. For example, ACEC staff received conflicting information at the Nov. 16th, 2006 MEPA site meeting and later in telephone conversations with Taunton wastewater consultants regarding the presence or absence of sewers in Needs Areas A and C, which are the Needs Areas located within ACECs. The recent sewering of needs areas and increased flow allocations to commercial interests (Water Solutions Group) and municipalities (Raynham) suggests that CWMP implementation is a moving target. The EIR should clarify which needs areas have already been sewered, and what increases to flow allocations have already been allowed. In addition, it would be helpful if MEPA and DEP could explain what part of the Taunton CWMP is subject to MEPA review, and therefore, to public review and comment.
Projected wastewater flows to the Taunton WWTF have been revised (refer to Section 4.5 of the DEIR. The projected year 2025 flow has been reduced to 10.2 mgd from 10.7 mgd, which is a reflection of the infiltration and inflow reduction program being conducted by Taunton. The plant capacity increase is not projected until sometime after the year 2015 based on flow projections from contributing communities and further anticipated reductions in infiltration and inflow.
To date, none of the needs areas have been sewered in full. Sewer extension were recently constructed in Harris Street (Needs Area U under a Phase I Waiver), Railroad Avenue (Needs Area Q under a sewer extension permit) and in Cohannet Street (Needs Area K). There is a sewer forcemain that runs through Needs Area A; however, the forcemain serves a condominium/apartment complex that is outside the boundaries of Needs Area A.
City of Taunton 7-12 BETA Group, Inc. Final CWMP and Draft EIR 2) The EIR should quantify impacts of sewering on the water balance in Needs Areas A & C The EIR should assess the impact of sewering Needs Areas A & C on local groundwater and surface water levels. As noted in the CWMP, "In the long-term wastewater currently discharged locally through on-lot systems would be diverted away from subbasins. There may be some impacts on local groundwater elevations and eventually surface water levels in subbasins due to transport of wastewater from subbasins to the WWTF" (p. 6-24). In addition, sewering of any area will result in the loss of local groundwater, which infiltrates the underground sewer pipes and flows out of the subbasin to the WWTF. Such losses could cause or contribute to existing water quality impairments in Watson Pond and Lake Sabbatia. The hydrological analysis should also take into account recent sewer projects (e.g. the Lake Sabbatia extension project), existing well withdrawals, and the city's proposed withdrawals from the Dever School wells, which are located in the vicinity of Watson Pond and Lake Sabbatia.
Fundamentally, the EIR should answer the question; will recent and proposed sewering of Needs Areas A & C lower water levels in Watson Pond and Lake Sabbatia, reduce flows in the Snake River, or de-water adjacent wetlands? If so, the CWMP should be amended to include mitigation projects that restore and maintain the local water balance. As stated in the CWMP (p. 2-3), "Significant groundwater resources exist within and along the Taunton River Basin within the northern and western sections of the city (USGS 1999). There are indications that groundwater resources within the Taunton River have been particularly stressed as development has increased." Needs Areas A and C are located in the northern section of the city.
A discussion on water balance is provided in Section 3.6. No negative impacts are anticipated. The subwatersheds containing Needs Areas A and C currently have 3 percent deficit and a 2 percent surplus, respectively.
3) The EIR should assess the impact of extending sewers in other municipalities that would be served by Taunton's expanded WWTF The EIR should evaluate the environmental impacts of extending sewers to unsewered and undeveloped lots in the municipalities that intend to send new or increased wastewater flows to the expanded Taunton WWTF. This is important because significant portions of the Canoe River Aquifer and Hockomock Swamp ACECs are located in the towns of Raynham, Norton, and Easton, communities identified in the CWMP as being current or future sources of wastewater to be sent to Taunton's WWTF. The environmental merit of the recommended plan, in particular the proposed expansion of the Taunton WWTF from a design flow of 8.4 mgd to 10.7 mgd, cannot be determined unless these areas are mapped and assessed as part of the EIR and an amended CWMP. As noted in the ENF (p. 5) "The city will need to address potential indirect impacts that may result from the sewer extension." Given that the recommended plan assumes significantly increased flows from other communities, information about sewering in these communities must also be provided.
The City of Taunton does not control where the contributing communities plan to extend sewers. Each of these communities is responsible for the development of their own Comprehensive Wastewater Management Plan that is subject to the approval of the MADEP. Section 4.1 of the DEIR provides a discussion relating to the short-term and long-term allocations of flow from the contributing communities. For planning purposes and based on
City of Taunton 7-13 BETA Group, Inc. Final CWMP and Draft EIR conversations with representatives from each community, it was determined that Raynham would contribute 70 percent of their remaining allocation by the year 2015, Dighton would contribute 0.2 mgd of their remaining allocation (0.46 mgd) by the year 2015 and Easton would not contribute any of their 0.4 mgd planned allocation. Taunton currently does not have an agreement with Easton to accept wastewater. As a result, WWTF expansion to increase capacity may not be needed prior to 2015. Flows and the need for capacity expansion should be monitored carefully so that treatment capacity is available when needed.
4) The EIR should identify potential growth management strategies for Needs Area C, and potentially for Needs Area A. Growth management strategies should be identified for Needs Areas C, and potentially for Needs Area A. Needs Areas A & C are located in the ACECs. The CWMP states, "While build-out analysis showed that Needs Area A has very little remaining developable land and future growth may be limited, more than half of needs area C was identified as "future developable land" (p. 6- 12). As part of this analysis, the City of Taunton may also examine ways to strengthen local wetlands protection, particularly in the Needs Areas. As reported in the CWMP, "According to the 1998 City of Taunton Comprehensive Master Plan, there are no local wetlands protection measures currently in place with the city ... " (p. 5-18).
A growth management plan and Taunton’s recently adopted ordinance for a Sewer Bank are described in Sections 3.5 and 3.5.1, of the DEIR, respectively. Section 3.5 reiterates the City’s intention to extend sewers to existing development, while the infiltration/inflow removal fee in the provisions of the Sewer Bank will also curb future sewering.
Thank you for the opportunity to comment. If you have questions or need further information regarding the Canoe River Aquifer or Hockomock Swamp ACECs, please contact Susan Beede, Inland ACEC Coordinator at 617-626-1341 or [email protected].
Sincerely, Elizabeth Sorenson, Director ACEC Program
7.6 Division of Marine Fisheries
November 8, 2006
Robert W.-Golledge Jr. Secretary, Executive Office of Environmental Affairs Attn: MEPA Office, Holly Johnson 100 Cambridge Street, Suite 900 Boston, MA 02114
Re: EOEA # 13897, City of Taunton Sewer extension and WWTF expansion
Dear Secretary Golledge:
City of Taunton 7-14 BETA Group, Inc. Final CWMP and Draft EIR
The Division of Marine Fisheries (MarineFisheries) has reviewed the Environmental Notification Form for the City of Taunton, to extend sewers to 14 priority areas and expand the existing WWTF, with respect to potential impacts to marine fisheries resources.
The project site abuts a number of streams and ponds which contain diadromous fish populations which use these areas for passage, spawning, nursery, and forage habitat. River herring spawn in seventeen tributaries of the Taunton River. As a result of declining populations, MarineFisheries recently placed a three-year ban on the harvest of river herring. Consultation with MarineFisheries anadromous fish biologist supports the need for risk aversive management to protect anadromous species.
Therefore, MarineFisheries recommends a no activity time-of-year restriction from March 15 through July 30 be placed on any construction occurring in or near diadromous fish spawning tributaries which will increase sedimentation or turbidity within these waterways.
Taunton understands the need to protect diadromous fish spawning tributaries. All construction projects resulting from the Taunton CWMP will include a rigorous program to prevent the migration of sediments in run-off. Mitigation measures are discussed in Sections 3.4.1 through 3.4.14, and 3.8.2.2. When feasible, Taunton will comply with the March 15 through July 30 construction restriction.
Any questions about this review may be directed to Frank Germano in our New Bedford office at (508) 910-6344.
Sincerely, Paul J. Diodati Director
7.7 Save The Bay
From: Torgan, John Sent: Tuesday, November 14, 2006 4:22 PM To: Johnson, Holly (ENV) Subject: Taunton WWTF ENF
Dear Ms, Johnson, Save The Bay just today learned about the proposal to expand the Taunton Wastewater Treatment Facility and to discharge approximately an additional 1 million gallons per day to the River.
I am writing to register Save The Bay's concern with this proposal and to ask that the EIR consider the effects of that additional wastewater flow to the estuary. Specifically, we urge MEPA to consider those segments of the river presently in non-attainment with EPA's 303{d) list
City of Taunton 7-15 BETA Group, Inc. Final CWMP and Draft EIR for nutrients, pathogens, and other pollutants, and the potential for this additional discharge to exacerbate these issues in the Taunton River.
Regulated pollutant loadings from the WWTF are not expected to increase since it is expected that allowable pollutant discharge concentrations will decrease proportionally to the flow increase. The discharge load for total nitrogen is actually expected to decrease since the next version of Taunton’s NPDES permit is expected to contain a total nitrogen limit of 8 mg/l, where there is currently no limit.
Thank you for this opportunity to comment. Please contact me with any questions.
Sincerely, John Torgan Narragansett BAYKEEPER® Save The Bay 100 Save The Bay Drive Providence RI 02905
7.8 Mass Audubon
From: Heidi Ricci Sent: Tuesday, November 14, 2006 5:03 PM To: Johnson, Holly (ENV) Subject: EOEA 13897 Comprehensive Wastewater Management Plan Taunton
Dear Ms. Johnson On behalf of Mass Audubon, I submit the following comments on the ENF for EOEA 13897, Comprehensive Wastewater Management Plan, City of Taunton. Mass Audubon is a member of the Taunton River Watershed Campaign, a partnership of organizations working to protect the natural resources of the Taunton River Watershed.
Comprehensive planning for the City of Taunton's wastewater system is an important infrastructure planning step. We hope that this work will lead to a result that is beneficial to both the City's environment and its economy. Infill and other development in cities such as Taunton, if carefully planned, can fulfill housing and business development needs while reducing sprawl in less developed areas.
At the same time, care needs to be exercised in ensuring that expanded sewer systems and discharges adequately protect the Taunton River and associated resources. The expansion will increase discharges to the river by about 1 million gpd. The EIR should address all environmental impacts associated with the project, since state SRF funding is involved. The EIR should explicitly address the potential for the additional discharges to further contribute to existing areas of nonattainment on EPA's 303(d) list, with regard to nutrients, pathogens, and other contaminants. The EIR should include mitigation provisions to avoid further worsening of
City of Taunton 7-16 BETA Group, Inc. Final CWMP and Draft EIR nonattainment, and to prevent additional areas from failing to attain their targeted water quality level.
Regulated pollutant loadings from the WWTF are not expected to increase since it is expected that allowable pollutant discharge concentrations will decrease proportionally to the flow increase. The discharge load for total nitrogen is actually expected to decrease since the next version of Taunton’s NPDES permit is expected to contain a total nitrogen limit of 8 mg/l, where there is currently no limit.
The ENF notes that several rare species habitats will be impacted by the project. We request that the scope for the EIR include analysis of these impacts as well as possible project refinements to avoid and minimize impacts. The EIR should clearly describe mitigation that will be provided to achieve compliance with the Massachusetts Endangered Species Act.
Most if not all of the proposed sewer construction will occur within the limits of existing roadways, thereby minimizing any impact to rare species. Where the Natural Heritage and Endangered Species Program has identified an area significant to the protection of rare and/or endangered species, copies of any filings made with the Taunton Conservation Commission for review will be provided to the Program. The findings of the Program will be incorporated into the permits issued by the Conservation Commission.
E. Heidi Ricci Senior Policy Analyst Mass Audubon 208 South Great Road Lincoln, MA 01773
7.9 Riverways Program
14 November, 2006
Robert Golledge, Jr., Secretary Executive Office of Environmental Affairs Attn: MEPA Office Holly Johnson, Analyst; EOEA No. 13897 100 Cambridge Street, 9th floor Boston, MA 02114
Taunton Comprehensive Wastewater Management Plan
Dear Secretary Golledge,
The staff of Riverways Program has reviewed the Environmental Notification Form for the Comprehensive Wastewater Management Plan submitted by the city of Taunton. The community is to be commended for undertaking a comprehensive planning process. The Commonwealth's
City of Taunton 7-17 BETA Group, Inc. Final CWMP and Draft EIR water ways are invaluable resources which will be well served by thoughtful and thorough planning efforts.
The recommended plan is to extend centralized wastewater collection to all 14 of the priority areas based on economic costs and environmental implications in addition to accommodating flows from some surrounding municipalities and new growth/infilling/redevelopment. The rationale for selection of centralized sewers over decentralized options is heavily weighted on the soils and groundwater depth in the priority areas. We would like to offer a quote from the EPA document 832-r-97-001b, Response to Congress on the Use of Decentralized Wastewater Treatment Systems. This document provides findings pertinent to decentralized alternatives;
“Decentralized systems are appropriate for many types of communities and conditions. Cost- effectiveness is a primary consideration for selecting these systems and is summarized below. A list of some of the benefits of using decentralized systems follows: • Protects Public Health and the Environment. Properly managed decentralized wastewater systems can provide the treatment necessary to protect public health and meet water quality standards, just as well as centralized systems. Decentralized systems can be sited, designed, installed and operated to meet all federal and state required effluent standards. Effective advanced treatment units are available with additional nutrient removal and disinfection requirements…
• Appropriate for Varying Site conditions: Decentralized systems are suitable for a variety of site conditions; including shallow water tables or bedrock, low permeability soils and small lot sizes.
The EPA's findings presented in this report reflect the many advances in technology and the recognition that Keeping Water Local has made decentralized approaches to wastewater management viable and often financially and environmentally preferable solutions. The ENF did not provide detail on the alternatives analysis - specifically what alternative technologies were considered and how environmental costs and benefits were calculated and ranked in the selection process.
An evaluation of the alternatives considered to improve wastewater management was presented in the CWMP. Section 3.2 discusses the environmental conditions related to the use of on-site systems. Sections 4.2, 4.3, 4.4, and 4.6 discuss alternatives that were considered. These alternatives were the continued use of Individual on-site systems, community or shared Title 5 systems, satellite wastewater treatment facilities and centralized treatment facilities. Costs for these alternatives were developed in Chapter 6 of the CWMP. An electronic copy of the Final Draft CWMP is included in Appendix A of the DEIR.
The ENF mentions the possibility of impacting groundwater levels in sub basins when wastewater that currently recharges into the ground is piped away to a single discharge point outside the basin. We would like to see a more detailed water budget analysis done to more definitively determine is the loss of recharge has the potential to dewater wetland resource area, small streams or otherwise impact natural resources especially any estimate on priority habitats and resources within the Canoe River and the Hockomock Swamp ACECs. This large sewer expansion and extension project will be transferring 2.45 million gallons per day from sub basins
City of Taunton 7-18 BETA Group, Inc. Final CWMP and Draft EIR to a single surface water discharge point. The Executive Office of Environmental Affairs new Water Policy has as a primary goal to keep water local. The transfer of such a substantial volume of water and its potential to impact the water balance and natural resources in a sub basin warrants further exploration. Water balances and assessments of groundwater levels, available recharge (associated with not only the sewering but the related growth with its associated increase in impervious surface and increased water withdrawal), need to be ascertained and understood so the balance of environmental impact can be a part of the decision making process. Until a full vetting of the environmental impacts is determined then it is not possible to definitely determine the sewer expansion will be the environmentally preferable alternative.
Within Taunton, the average daily volume of water that would be conveyed to the central wastewater treatment facility from the proposed sewer expansion is approximately 1.3 mgd, including an allowance for infiltration. This includes 1.02 mgd from the needs areas, 0.09 mgd from small sewer extensions in areas currently sewered and 0.2 mgd from infill sewering. Of this, 0.042 mgd will come from the Canoe River Aquifer ACEC and 0.11 mgd from the Hockomock ACEC. Neither of these “withdrawals” is expected to have a significant impact on surface water or groundwater levels. A water balance discussion is provided in Section 3.6 of the DEIR. It should be noted that Taunton continues to embark on a comprehensive infiltration and inflow reduction program that has and will continue to lessen the volume of water withdrawn from areas presently sewered. Although difficult to quantify, this will offset some of the withdrawals from proposed sewer system expansion.
In addition, most if not all of the proposed sewer construction in Taunton will occur within the limits of existing roadways. Therefore, no significant increase in impervious surface area will occur from the proposed sewer expansion. The intent of the sewer expansion program is to service existing development only.
The impact of increasing the point discharge into an already impaired waterway needs more study. While the ENF states the load of some pollutants (TSS. BOD5, and ammonia) will not increase with the increased wastewater discharge into the Taunton River, the river currently does not meet water quality standards in down stream reaches. Further, Narragansett Bay is known to have nutrient loading problems. A great deal more consideration and modeling should be undertaken to determine what impact the 2.45 mgd increase in wastewater will have on aquatic resources, down stream water withdrawals and water quality.
Regulated pollutant loadings from the WWTF are not expected to increase since it is expected that allowable pollutant discharge concentrations will decrease proportionally to the flow increase. The discharge load for total nitrogen is actually expected to decrease since the next version of Taunton’s NPDES permit is expected to contain a total nitrogen limit of 8 mg/l, where there is currently no limit. Nitrogen has been documented as the nutrient of primary concern in Narragansett Bay.
The ENF states the pollutant load of BOD5, TSS and ammonia will remain at pre-expansion levels but no mention is made of the nutrient load. While the existing permit may not have limits for phosphorus or nitrogen it is highly likely the next permit will have at least a 0.2 mg/l concentration limit for phosphorus and potentially a nitrate nitrogen limit given the documented
City of Taunton 7-19 BETA Group, Inc. Final CWMP and Draft EIR organic enrichment/low dissolved oxygen in the downstream reaches of the river. This would mean the expanded facility would need to have a concentration at least 30% lower, proportional to the proposed increase, than the permit limit for an 8.25 mgd flow. The cost of this additional treatment needs to be calculated as this is an extremely probable capital cost associated with the expansion and the available technology, energy demands and solids generation related to a lower limit may be significantly more costly than reaching a 0.2 mg/l concentration.
From discussions with the MADEP, a total nitrogen limit of 8.0 mg/l is expected in the next NPDES permit. However, no phosphorus limit is anticipated. Costs for nitrogen removal facilities were included in the cost analyses presented in Chapter 6 of the CWMP. Chapter 5 of the DEIR evaluates nitrogen removal alternatives that can be incorporated into the Taunton WWTF.
The ENF did not parse out the amount of wastewater treatment capacity to be reserved for neighboring towns. This information will be helpful in understanding the water balance and transfers associated with the intermunicipal treatment component to the influent. Is the City actively soliciting wastewater treatment service or is there a needs requirement where by a community has to show there are no alternatives available to the town to address a problem? The increase in wastewater allocation to neighboring Raynham proved to be a controversial and testy endeavor recently. Raynham proceeded with its permitting plans for sewer extensions before an agreement was reached to except more flow at the Taunton facility. The agreement was finally reached but it was before the City of Taunton completed its own comprehensive planning and needs analysis. This backward approach to regional solutions is accelerating the need for a plant expansion and raises the concern that this poor planning and management methodology will continue - forcing another plant expansion. The EIR needs to thoroughly present the maximum amount of wastewater treatment capacity allotted for each surrounding town. Also needed is the capacity required to cover existing flows in Taunton in the priority areas, projected redevelopment and infilling and why this would produce additional flows, and the additional flows that will be generated by new growth. These are all vital statistics to have to better understand this major expansion. We would also encourage the City to develop some criteria to use for both new in-city growth and increases in intermunicipal flows that would make sure new tie ins to the treatment plant are allowed only if it represents the environmentally judicious alternative. Since this expansion is likely to be subsidized extensively by government funding, it is important tax payer money is used to develop the most environmentally sound approach to wastewater problems for the watershed. This would include striving to keep water local (decentralized).
Section 4.1 of the DEIR provides a discussion of the projected wastewater flows from the contributing communities. Based on discussions with each of these communities, short-term capacity needs to the year 2015 were identified as well as the long-term need through the year 2025. Based on these projections and the extent to which sewer expansion to the needs areas in Taunton is expected to progress, it was determined that a capacity upgrade at the WWTF is not needed through the year 2015. This will give Taunton time to assess the effectiveness of its I/I removal program and to get a better handle on the capacity needs of the contributing communities. This is particularly true for the Town of Easton, which currently does not have an agreement in place with Taunton. For planning purposes, a capacity need for Easton of
City of Taunton 7-20 BETA Group, Inc. Final CWMP and Draft EIR 0.4 mgd has been carried in the CWMP and the DEIR. Future flow projections have been revised and are provided in Section 4.5 of the DEIR.
Before sewers are constructed in these communities, proper wastewater planning must be completed and the need demonstrated. CWMPs must be approved by the Executive Office of Environmental Affairs before any work can proceed. However, Taunton is not responsible for the wastewater management planning process in the contributing communities.
The ENF did not include maps of soils or hydrology. Nor did the ENF include information on the number of on-site system problems and failures and the cause(s) of the problems or failures (age or system, lack of maintenance, undersized, poorly sited, etc). The ENF did not report on the number of systems inspected. If only a small percentage of on site systems have been inspected and the inspections target only problematic systems than the failure rate would be quite skewed. Does the City have local ordinances requiring regular inspection and maintenance - a measure that can greatly reduce problems even when using older on-site technologies/design as a pro- active, no-cost measure which could reduce the number of problem areas. A failing system does not always mean there is no hope for on-site solutions. A better sized, sited, designed or newer technology often can correct the problem or failure. Without specifics on the actual number of units that cannot be retrofitted or improved with newer technology or better design versus those sites that can utilize decentralized options, it is impossible to weigh the precision of the preferred alternative.
Maps showing land use, zoning, wetlands and floodplains, ACECs and primary habitats, and prime farmlands are provided as Figures 5-1 through 5-5 of the CWMP, which is included in Appendix A. On-site systems were evaluated in Section 3.2 of the CWMP. Information concerning the number of system failures in each of the study areas was updated in Section 2.4.6 of the DEIR.
Information on the rate of infiltration and inflow in the Taunton. Raynham, Dighton and Norton sewer infrastructure is another key piece of information. If the I/I rate is high then reductions in I/I can offset some of the predicted increase in volume. This would be doubly beneficial as it would keep groundwater and runoff local, reduce treatment costs and reduce the size of the expansion.
Section 4.5 of the DEIR provides a discussion projected wastewater flows for both the short term (year 2015) as well as the long term (year 2025). Based on these projections and the extent to which sewer expansion to the needs areas in Taunton is expected to progress, it was determined that a capacity upgrade at the WWTF is not needed through the year 2015. This will give Taunton time to assess the effectiveness of its I/I removal program and to get a better handle on the capacity needs of the contributing communities.
One of the maps included in the ENF shows the existence of a CSO discharge. Will the combined sewer system be eliminated as part of this project or a related undertaking? Will the elimination of the CSO flows result in changes to the existing and project flow needs?
City of Taunton 7-21 BETA Group, Inc. Final CWMP and Draft EIR The CSO is addressed in Section 5.4 of the DEIR. The suggested plan is to construct a storage facility that will effectively eliminate over 80 percent of the overflow events. Complete elimination of the CSO is impractical since the size of the storage facility for large storm events (2YR and greater) would be prohibitive in terms of cost and the land area required. The actual volume of the overflow is undefined for large storm events.
Additional treatment capacity is not required since the collected water/wastewater will be bled into the treatment facility when treatment capacity is available.
This project has the potential to impact priority habitats, estimated habitats, wetlands, riparian area, and two ACECs. These potential impacts need to be a part of the assessment of the costs of this project. Environmental impacts are as important in the 'decision tree' as economics, feasibility and need. The EIR should provide detail on all costs and benefits associated with each alternative including, but not limited to, long term operation & maintenance & replacement costs, likely treatment upgrades, debt service, energy/operating costs, solids handling and disposal, wetland/resource mitigation, environmental degradation and loss, quality of life, water balance, and permitting.
We look forward to reviewing the draft EIR and learning more project details. The Taunton River is a unique and valuable resource- Massachusetts's last free flowing major river- and a river under study for a Wild and Scenic designation. It is important that significant projects with the potential to impact this historic waterway are undertaken with a complete understanding of all issues and impacts. We appreciate this opportunity to present our comments on this proposal.
Kind regards, Cindy Delpapa Riverways Program
7.10 Taunton River Watershed Campaign
November 28, 2006
Secretary Robert Golledge Executive Office of Environmental Affairs Attn: MEPA Office 100 Cambridge Street Boston, MA 02114
ATTN: HOLLY JOHNSON VIA EMAIL
RE: MEPA # 13897 CITY OF TAUNTON CWMP & WWTP EXPANSION
The Taunton River Watershed Campaign is a coalition of environmental and planning organizations working to protect the critical land and water resources of this watershed. We appreciate the opportunity to comment on this project.
City of Taunton 7-22 BETA Group, Inc. Final CWMP and Draft EIR
For numerous reason enumerated below, we believe this MEPA filing is premature. We request it be withdrawn until a number of the conditions below are met.
The proposed expansion of the Taunton Wastewater Treatment Plant from 8.25 million gallons per day to 10.7 Million gallons a day would result in an increase of 2.45 million gallons of treated water entering the River on an average day. Since the Taunton River does not currently meet Clean Water Standards, the stakes are high.
The City of Taunton's sewer system currently serves about 50% of residences but a much smaller percentage of the land area, due to the city's density in the center of the community. Thus, extension of sewer as proposed will result in development on the sizeable portion of Taunton which is undeveloped. We are concerned that without effective environmental safeguards and case-by-case approval, Taunton will lose its “greenfields”.
As we have seen elsewhere in the Taunton River watershed, the fact that a treatment plant is has a NPDES permit and even meets its permit limits most of the time, this does not mean there is no increase to the impairment of the receiving waters. Given that the Taunton River is an impaired water, we continue to urge that all NPDES permits not increase and, further, reduce the total amount of nutrient and other pollution discharges so that we are improving the River rather than making its problems worse.
We request that the following issues be included in the scope for the required EIR. 1. Water Balance: Taunton's central sewer and stormwater systems have resulted in the short- circuiting of the water cycle. Much of recent state policy either implemented or under development addresses ways to restore this water balance. The City's drinking water, waste water, and storm water relationships are critical to restoring this balance. We request that your certificate include analysis of the amount of offset recharge which is needed, not just for the additional (or new) gallons for this project but to restore the original water balance in the city's streams and surface waters. This analysis should include mandatory offsets by new development, in particular, using tools such as mandatory open space/cluster development and low impact development techniques. To overcome the current deficit caused by existing development, new development (and redevelopment or brownfields) project sites should, where possible, recharge more than existing conditions and/or look at possible off site opportunities.
The Sewer Bank recently enacted by the City of Taunton requires that for any service connection to be approved five gallons of infiltration and inflow must be removed from the collection system for each gallon of projected wastewater flow to be added. This will serve to offset a sizable portion of the volume of water that would be diverted away from groundwater recharge by the construction of sewers.
2. Related to the above, I & I removal is considered a technique to help restore this balance. Additionally, many observers believe that Taunton's system will be able to recover substantial capacity as leaks and pipes are improved through an I&I removal program included in the new collection system management contract with Viola. This recovered capacity has a very good
City of Taunton 7-23 BETA Group, Inc. Final CWMP and Draft EIR chance to allow the City's to meet the complete needs identified in the CWMP. It is our understanding that the projected need for plant capacity in the CWMP does not reflect this recovery in the existing sewer system through the I& I program. Therefore, it is premature to propose this expansion until the I&I removal program is well underway and the potential for recovery is tested.
Section 4.5 of the DEIR provides a revised flow projection through the year 2015 of 8.5 mgd, without further infiltration and inflow removal. Plant capacity is expected to exceed its rated flow capacity only during the high groundwater season when infiltration rates are at their highest. Based on pollutant loadings, treatment capacity is not expected to be compromised. Therefore, additional capacity at the Taunton WWTF would not be required at the Taunton WWTF until after 2015. This will provide time to assess the effectiveness of the infiltration and inflow program before treatment capacity is increased.
3. De-sewering areas which can support alternate wastewater options should be evaluated in the EIR. The City should consider whether it would be less expensive to disconnect some areas from the system instead of building plant capacity and increasing maintenance costs. The use of alternate technologies on site could also help correct the water balance.
Historically, the decision to sewer certain areas of Taunton was based on the presence of poor soil conditions and high seasonal groundwater elevations, which are not conducive to the use of on-lot disposal systems. The City of Taunton and its residents have expended a significant amount of capital to construct the existing wastewater collection system and wastewater treatment facility. These facilities have been instrumental in improving wastewater management throughout the City. Therefore, Taunton is not considering de-sewering any of its sewer service area.
The City of Taunton will be part of a basin-wide study of water balance in the Taunton River Watershed that will be supervised by EOEA. This study, funded in part by two appropriations totaling $500,000 by the General Court and a federal share through the USGS, will examine the entire watershed and should be referenced in the EIR. We believe the watershed study could be highly relevant to the City's proposed expansion of its WWTP. Not only does the City rely on water sources in other municipalities, but it also takes in wastewater from other communities. These inter-municipal agreements cross sub-basin boundaries and, in total, are one of the many complications in the overall watershed analysis.
4. We also request that the EIR scope include analysis of alternatives for the impact on anadromous and cold water fisheries within the watershed, looking at not only stream flow patterns and water quality, but also the impact on groundwater levels through changes in the recharge within the basin. Sewering is not always the entire, or the best, answer to urban water quality issues. Not only are water flow patterns (both surface and groundwater) changed but loss of recharge can affect private wells and natural ponds with anadromous fish communities and coldwater stream habitats which have the potential for restoration.
See the response to comment no. 1 above. A discussion of the water balance is provided in Section 3.6 of the DEIR.
City of Taunton 7-24 BETA Group, Inc. Final CWMP and Draft EIR
5. Some oversights or recent changes in the data should be addressed in the scope: portions of the Three Mile River proposed ACEC area, which are described as areas to be sewered already have sewer service.
There are five Needs Areas within the Three Mile River ACEC: Area E, Area H, Area I, Area K, and Area L. Of these, only Area K is partially sewered. Sewers serve a small commercial section of Winthrop Street and the section of Cohannet Street, west of Joseph E. Warner Boulevard. With the exception of Area K, needs areas were carefully delineated to include unsewered areas, only.
6. The Sewer Overflow which discharges raw sewage to the Taunton River in the Weir section- an area which the City has been working to improve - should be totally eliminated as a condition of the proposed expansion. Until it is eliminated, the system should be improved to treat according to best management practices, such as catching litter and chlorinate. Alternatives to this overflow should be evaluated in the EIR.
Alternatives to mitigate the CSO are discussed in Section 5.4 of the DEIR. Based on the variability in the volume of water that can be conveyed during large storm events, eliminating the CSO is impractical. The recommended alternative is to construct a storage facility that is capable of eliminating over 80 percent of the overflow events. Since Taunton is still pursuing the removal of inflow from the collection system, the volume of the storage basin should be re- evaluated at the completion of the program in 2011.
7. The effects of the additional wastewater flow to the estuary must be evaluated in the EIR. The EIR should explicitly address the potential for the additional discharges to further contribute to existing areas of non-attainment on EPA's 303(d) list, with regard to nutrients (including but not limited to nitrogen and phosphorus), pathogens, and other contaminants. The EIR should include mitigation provisions to avoid further worsening of non-attainment, and to prevent additional areas from failing to attain their targeted water quality level. The EIR should consider background levels of nutrients in the river, which include a phosphorus stream from the Brockton WWTP which is detectable far to the south of Taunton.
Regulated pollutant loadings from the WWTF are not expected to increase since it is expected that allowable pollutant discharge concentrations will decrease proportionally to the flow increase. The discharge load for total nitrogen is actually expected to decrease since the next version of Taunton’s NPDES permit is expected to contain a total nitrogen limit of 8 mg/l, where there is currently no limit. The use of denitrification filters will also polish the plant effluent and reduce BOD and TSS concentrations. Therefore, the effluent quality for these parameters is expected to be much better than effluent quality required by the permit. Based on discussions with the MADEP, no limit for total phosphorus is anticipated.
8. Archeological Resource Sites within the City's proposed sewer construction areas: We urge you to incorporate all known archeological data from Mass Historic within the scope.
City of Taunton 7-25 BETA Group, Inc. Final CWMP and Draft EIR Historical and Archaeological resources within each Needs Areas are identified in Section 3.4.1 through 3.4.14 of the DEIR. Section 3.8.2.9 of the DEIR discusses how impacts to historical resources will be avoided.
9. Growth management controls as one option for controlling· both the drinking water need and the WWTP capacity needs. Infill and "smart growth” development are an option for Taunton but should not be pursued in sensitive resource areas.
A growth management plan and a water conservation plan are provided in Sections 3.5 and 4.6 of the DEIR, respectively.
10. It appears that one goal of the treatment plant expansion is to increase the volume accepted from surrounding towns in order to help cover the operating costs of the Taunton system. While there are some areas of need based on public health and environmental concerns in the client towns, it is also true that sewer line extensions could trigger development in these outlying areas. The net impact of this development should be analyzed in the EIR.
Before sewers are constructed in these communities, proper wastewater planning must be completed and the need demonstrated. CWMPs must be approved by the Executive Office of Environmental Affairs before any work can proceed. Taunton is not responsible for the wastewater management planning process in the contributing communities. The capacity allowances for contributing communities are requested by these communities.
11. Impacts on rare species in all portions of the city in which work will be done. We request that the scope for the EIR include analysis of these impacts as well as possible project refinements to avoid and minimize impacts. The EIR should clearly describe mitigation that will be provided to achieve compliance with the Massachusetts Endangered Species Act.
Section 3.4 of the DEIR identifies rare and endangered species within Taunton. Where the Natural Heritage and Endangered Species Program has identified an area significant to the protection of rare and/or endangered species in proximity to the proposed project, the Program will receive a copy of any filings made with the Taunton Conservation Commission for review. The findings of the Program will be incorporated into the permits issued by the Conservation Commission. These procedures are discussed in Sections 3.4.1 through 3.4.14 of the DEIR.
12. Rate structure changes to reduce both peak and average daily demand for drinking· water and wastewater capacity. The City should adopt any of the Commonwealth's water conservation standards not already in force. The block rate structure should be evaluated to assure that it is designed to most effectively reduce demand. We note with appreciation that the City projects that its per capita water use will remain under the state's target of 65 gpdpc.
A water conservation plan is provided in Section 4.6.2 of the DEIR.
13. The estimated price tag for the city's expansion is listed as $90 Million. Even with generous state revolving fund assistance, it is highly questionable whether the City of Taunton can afford this. Sewer rates already will have to increase dramatically to meet the requirements of
City of Taunton 7-26 BETA Group, Inc. Final CWMP and Draft EIR the recently signed 10+ year contract for repairs and upgrades to the existing sewer collection system. The EIR should include a projection of sewer rate increases over the different phases of the proposed expansion as well as the considerable increase in routine maintenance that will be required by the much larger collection system (including a large number of additional costly pump stations) and plant. Given that a primary focus of the Administrative Consent Order with DEP was the need for the City to adequately fund its system and treatment plant, this issue must be recognized in the analysis.
Impacts on sewer rates from the proposed sewer system expansion are discussed in Chapter 6 of the DEIR.
14. Most, if not virtually all, of Taunton's past sewer expansions have been undertaken by private developers, not the City. These are not typically incremental additions to the existing sewer system. Rather, they usually extend for great distances. These have opened up much of the intervening 'greenfield' land for development. The impact of this directly attributable additional development must be assessed in the EIR.
Sewer expansion to the needs areas is targeted at existing development with an allowance for some infill sewering. There is no intent to serve new developments.
15. More importantly, it's not clear to us how the 14 sewer needs areas are justified given today's understanding of the need to keep water local. There are known problems in a few of .the City's neighborhoods, but the scope of this expansion plan - a 50% increase in sewer miles - is perhaps larger than the actual need. We recommend that the EIR require analysis of the priority order for sewering within the City based on the public health and environmental threats from failing systems in each of the 14 zones so that new service will be provided in the areas of greatest need. Such a priority system, open for public review and comment, would ensure that the tax dollars to be spent will be applied to the areas with greatest public health needs.
The 14 needs areas were identified through a detailed evaluation process that was described in Chapter 3 of the CWMP and updated in Chapter 2 of the DEIR. The CWMP is included in Appendix A of the DEIR.
16. Using this priority ranking concept, the City could also decide in the future that the needs of some of the 14 areas can be met by advanced treatment options other than municipal sewer. Over the next 20 years, there will be many opportunities for new technologies within the City in particular on ‘greenfields' development in presently natural areas. The EIR should include an emphasis on newer, decentralized wastewater treatment technologies in these areas and limit sewer connections to infill or redevelopment in neighborhoods or districts with known health issues. A septic system management program should also be evaluated.
Section 7.2.2 of the CWMP states that “…needs areas at the top of the priority list are considered, due to soil or groundwater conditions to have little choice but to dispose of wastewater offsite. Areas with a lower priority have demonstrated somewhat satisfactory results from system repairs, however, over the long term, these areas are not considered
City of Taunton 7-27 BETA Group, Inc. Final CWMP and Draft EIR suitable for on-lot systems.” As such, projected flows to the Taunton WWTF were revised in Section 4.5 of the DEIR to include both a short-term (year 2015) and a long-term (year 2025) projection.
17. It is our understanding that once the EIR is approved, any additional areas would be subject to the MEPA process. However, most infill development would likely not be subject to MEPA review. We believe the City should evaluate legal means to remove this exemption for sewer service to infill projects, including the potential of special home rule legislation as the Town of Provincetown used to guarantee that all residential lots and infill development require approval before tying in to sewer. An alternative to a legislative remedy would be to reduce the number of new service areas proposed now for MEPA approval, according to the priority list described above, and then come back with others when those are done.
Taunton’s Sewer Bank is established for lots located inside the existing sewer area and for those lots existing within the prioritized needs areas as established in the CWMP. All lots existing outside the needs area shall be serviced by means of on-lot treatment and disposal systems, as required by the Title V State Environmental Code (310 CMR 15), and shall not be connected to the City’s sewer system. The owner of a lot located outside of the sewer area wishing to connect to the City sewer system may file a “Notice of Project Change” with MEPA per 301 CMR 11.10 (1). Owner shall meet all requirements of MADEP and must also receive approval from the Taunton DPW and the City Council to be allowed to connect to the sewer system. No connections will be allowed if the sewer bank does not have a positive available flow volume. Refer to Section 3.5.1 of the DEIR.
18. The ENF notes that this project exceeds the mandatory threshold for an Environmental Impact Report due to its impacts on rare species, wastewater volume, and work within more than one Area of Critical Environmental Concern. In addition to the Hockomock ACEC and the Canoe River ACEC, this project would also fall within the study area of the Three Mile River, which a committee is working to nominate for ACEC designation. The principal values of this proposed ACEC include many rare species and archeological sites. The EIR should evaluate the city's options to protect these resource areas during construction and recommend the least damaging alternative. Given the considerable work completed and support in the City for the Three Mile ACEC, the scope should address this Three Mile area as if the ACEC has been approved.
The Three Mile River ACEC is addressed in Sections 3.4.3, 3.4.4, 3.4.5, 3.4.6 and 3.4.7 of the DEIR (Needs Areas E, H, I, K, and L). Provisions to address historical and archaeological resources and rare and endangered species are also discussed in these sections.
19. We believe that new guidance under consideration by DEP will address certain of the concerns we have raised. Since we are requesting a delay in the MEPA process until the watershed study and the ten-year I&I program are complete, and legislation is passed to control infill and single lot development. Taunton would fall under the new guidance.
20. The Taunton landfill is the current site for disposal of sludge generated by the treatment process. The landfill has a very finite life. Alternatives for the disposal should be evaluated.
City of Taunton 7-28 BETA Group, Inc. Final CWMP and Draft EIR Also it is our understanding that the current sludge is of decent quality and could be processed into a beneficial reuse. Thus, the EIR should existing sludge disposal practice with a goal of beneficial reuse.
The Taunton Landfill has adequate capacity to allow the disposal of sludge from the Taunton WWTF through at least the year 2015. Sludge disposal capacity is likely available beyond this date.
As mentioned in the beginning of this letter, we strongly believe this MEPA filing, CWMP, and any expansion of the collection system and treatment plant is premature. The filing should be withdrawn until compliance/completion is attained with many of the above conditions. As a minimum alternative, we believe the scope of the expansion should be limited to the barest minimum and future additions under Project Changes not be submitted until these recommended scope items are completed.
We urge you to broadly scope the EIR for what is clearly a complicated water management picture for one of the largest public wastewater systems in Southeastern Massachusetts. With plentiful rainfall, all residents of the Taunton River watershed should have access to clean and plentiful water in our lakes, ponds and rivers and coming out of the tap.
Thank you very much for the opportunity to comment.
Nancy Goodman Susan F. Speers Vice President for Policy Coordinator Environmental League of Massachusetts Taunton River Watershed Campaign 14 Beacon Street, Suite 714, Boston, MA PO Box 1116 02108 Taunton, MA 02780
John Torgan Robert W. Davis BayKeeper Technical Advisor Save the Bay - Narragansett Bay Taunton River Watershed Alliance 100 Save The Bay Drive PO Box 1116 Providence, RI 02905 Taunton, MA 02780
E. Heidi Ricci Senior Policy Analyst Mass Audubon 208 South Great Road Lincoln, MA 01773
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