MUNICIPAL WATER SUPPLY NEEDS ASSESSMENT PART I: NORTHERN CHAUTAUQUA COUNTY 2008
MUNICIPAL WATER SUPPLY NEEDS ASSESSMENT
PART I: NORTHERN CHAUTAUQUA COUNTY
August 1, 2008
CHAUTAUQUA COUNTY DEPARTMENT OF HEALTH DIVISION OF ENVIRONEMNTAL HEALTH SERVICES 7 NORTH ERIE STREET MAYVILLE, NY 14757 (716) 753‐4481
TABLE OF CONTENTS
EXECUTIVE SUMMARY
Introduction and Acknowledgments .……………………………………………………...... SECTION 1
Village of Brocton ……………………………………………………………………………………………. SECTION 2
City of Dunkirk …………………………………………………………………………………………………. SECTION 3
Village of Forestville ..…………………………………………………………………………………...... SECTION 4
Village of Fredonia …..………………………………………………………………………………………. SECTION 5
Town of Hanover …….………………………………………………………………………………………. SECTION 6
Town of Ripley Water District ………………………………………………………………….…...... SECTION 7
Village of Silver Creek …………………………………………………………………………………...... SECTION 8
Village of Westfield ….……………………………………………………………………………………… SECTION 9
Private Water Issues ..……………………………………………………………………………………… SECTION 10
List of Commonly Used Acronyms …...... SECTION 11 EXECUTIVE SUMMARY
INTRODUCTION
Municipal water systems in Chautauqua County were first developed in the mid‐to‐late 1800s. As the water infrastructure has aged, the number of public water supply emergencies has risen. Several recent emergencies prompted Chautauqua County Executive Gregory Edwards to direct the Chautauqua County Health Department to conduct a thorough evaluation and needs assessment of all of the municipal water supplies in the county. To complete this project, the county was divided into two sections, north and south.
The north county municipal supplies are located in the Lake Erie watershed north of the Lake Erie escarpment. The top of the escarpment is the watershed divide that separates the Lake Erie watershed from the Allegheny ‐ Ohio ‐ Mississippi River watershed. This divide is a very significant geologic and topographic feature that influenced early settlement patterns, transportation and water supply.
This report contains the information compiled for north county municipalities including the Village of Brocton, City of Dunkirk, Village of Forestville, Village of Fredonia, Town of Hanover, Town of Ripley Water District, Village of Silver Creek, and Village of Westfield. These systems serve a residential population of more than 42,371 people through 15,225 service connections and produce an average of 6.86 million gallons of water each day.
Contained in this report are detailed assessments of the water supply sources, treatment plants, and storage and distribution systems. Where possible, the costs of needed improvements are included to demonstrate the financial impact associated with delivering safe, reliable drinking water to county residents.
NORTH COUNTY NEEDS SUMMARY
The needs identified during this project are significant. The total costs to address all of the municipal water supply needs in Northern Chautauqua County exceed fifty million dollars ($50 M +). They can be divided into source needs ($23.84‐$26.84 M +), treatment needs ($9.07 M +), storage needs ($6.25 M +), and distribution needs ($8.47 M +). What follows is a summary of individual municipal needs by type and municipality.
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DRINKING WATER SOURCES NEEDS
With the exception of Forestville, all of the municipalities in Northern Chautauqua County rely on surface water as their drinking water source. Forestville relies on springs and low yielding wells. No significant groundwater aquifers exist in the north part of the county to provide the large quantities of water required to meet municipal needs. In many parts of this north county/lake plain area, there is not even enough groundwater available to develop a private well for a home. Where groundwater is available, much of it is shallow, of poor quality, and susceptible to contamination.
There are two major sources of surface water that serve the north county: upland reservoirs and Lake Erie. The upland reservoirs suffer from sedimentation and infilling. The geology of these watersheds and steep stream gradients create significant long‐term challenges for use as a water supply. Solutions to these problems should address both the causes (such as landslides and stream erosion) and the symptoms (reservoir turbidity and sedimentation). However, the cause could be ignored with greater reliance placed on maintenance and improved water treatment processes.
Maintaining the dams of the upland reservoirs is a challenge to municipalities. The dams are between 50 and 110 years old and will require significant maintenance, upgrades or replacement in the future. In addition, NYSDEC dam safety requirements have become more stringent, increasing the costs of using upland reservoirs.
One benefit of upland reservoirs is that little or no pumping is needed to treat and distribute the water to communities along the Lake eEri Plain. The treatment plants and distribution systems are fed by gravity.
Village of Brocton The three reservoirs used by the village require considerable maintenance. The Risley Reservoir has lost 98% of its volume due to sedimentation and the dam is failing. The reservoir must be dredged and the dam removed. The Burr Reservoir has lost 28% of its volume and produces poor quality water. This dam requires evaluation by an engineer. The Slippery Rock Reservoir has lost 20% of its volume and has turbidity problems which require installation of sedimentation basins to catch the sediment before it reaches the reservoir. The streams that feed the reservoir also require stabilization. Total Cost: $6.0 M
City of Dunkirk Lake Erie is a reliable source of good quality water for use as a water supply. The city’s intake structure requires that an HDPE grate be installed for controlling frazil ice and zebra mussels. Consideration should be given to adding a second intake for redundancy. Total Cost: $60,000 (grate only)
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Village of Forestville The sources utilized by the village do not produce enough water to meet the demand and the springs are prone to surface water contamination. The village must locate an alternative source of water as soon as possible. Total Cost: $2.4 to 5.4 M
Village of Fredonia The village’s reservoir must be accurately surveyed to determine its actual capacity because of conflicting data discussed in the report. The results could significantly impact the village’s current drought emergency plan. The reservoir has lost 43% of its volume to sedimentation, and requires dredging. Installation of sedimentation basins is also recommended. The reservoir capacity has been significantly depleted due to drought 10 times over the past 50 years. Most recently, the reservoir was depleted by 60% in 2007, 78% in 1998 and 95% in 1991. Total Cost: $13.15 M +
Town of Hanover The town purchases water from the Erie County Water Authority. Given that the Water Authority uses Lake Erie as its water source, no source needs were identified.
Town of Ripley Water District The current capacity of Alford reservoir should be determined and compared to the original capacity to assess reservoir sedimentation and determine if dredging is necessary. The dam in Belson Creek and the associated intake structure that funnels water to the reservoir are in poor condition and need to be replaced. Total Cost: not determined
Village of Silver Creek The village purchases water from the Erie County Water Authority. Given that the Water Authority uses Lake Erie as its water source, no source needs were identified.
Village of Westfield The reservoir used by the village is small and must be supplemented with water from Chautauqua Creek. The reservoir is prone to sedimentation and infilling but lost capacity is unknown. In order to protect the reservoir from further sedimentation and increase its capacity, the village should dredge the mouths of the creeks where they enter the reservoir and install two sedimentation basins. In addition, maintenance is required on the dam spillway. Total Cost: $2.23 M +
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DRINKING WATER TREATMENT NEEDS
All of the municipalities in Northern Chautauqua County rely on filtration plants to purify and treat surface water. They use either rapid sand, slow sand or activated carbon to filter the water and remove contaminants followed by chlorine disinfection. Forestville does not filter but does disinfect with chlorine.
Village of Brocton In order to comply with state and federal standards, either a significant amount of capital improvements must be made at the existing water treatment plant to address the deficiencies or the plant must be replaced. Total Replacement Cost: $2.72 M
City of Dunkirk In order to comply with state and federal standards, either a significant amount of capital improvements must be made at the existing water treatment plant to address the deficiencies or the plant must be replaced. If the existing plant is maintained, the building will require significant structural and HVAC upgrades. Total Cost: $6.35 M
Village of Forestville Two serious public health concerns exist with regard to the village's water supply. Nine customers on Creek Road between the springs and the chlorine building receive untreated (not disinfected) water. Raw water from the springs contains E. coli bacteria which is a serious threat to the health of the residents. Once the village's water is chlorinated, enough contact time does not exist for the chlorine to properly treat the water before it reaches the first customer. This results in inadequate disinfection. Total Cost: included with source needs
Village of Fredonia The water treatment plant needs relatively minor improvements, including changes to handling and storage of chemicals in order to be in compliance with state and federal standards. Total Cost: low
Town of Hanover The Town has their own gas chlorination treatment plant to re‐chlorinate the water that is received from Erie County so that the chlorine remains at acceptable levels within the system. The only improvement needed is to change the ventilation fan in the gas chlorination room so that it turns on automatically when the door is opened. Total Cost: low
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Town of Ripley Water District The chlorine room in the water treatment plant must have an automatic ventilation system installed in order to be in compliance with state and federal standards. No other improvements to the plant are required. If the Town wishes to expand service to more customers, additional filters would have to be added. Total Cost: not determined
Village of Silver Creek Silver Creek has three liquid chlorination treatment plants which re‐chlorinate the water that is received from Erie County. This maintains the chlorine at acceptable levels. No needs were identified. Total Cost: none
Village of Westfield The water treatment plant must continue to be capable of treating raw water with very high turbidities. If this is not possible, more work should be done in the watershed to prevent turbid water from reaching the reservoir. Total Cost: not determined
DRINKING WATER STORAGE NEEDS
All of the municipalities in Northern Chautauqua County utilize underground, ground level, or elevated storage tanks that are constructed of concrete or steel.
Village of Brocton The village should replace the two 500,000 gallon concrete, underground storage tanks. In addition, the service area has been expanding and will continue to expand in the future. Therefore, the needed storage volume should be evaluated based upon future demands. Total Cost: $1.5 M
City of Dunkirk The city's storage tanks hold less water than the city uses in just one‐half day. Design standards for water systems that provide fire protection require that the minimum storage capacity be equal to or greater than the average daily water demand plus the fire flow demands. The city must construct additional storage tank(s) to bring the water system into compliance with state and federal standards. Total Cost: $4.75 M
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Village of Forestville It is essential that the remote meter that measures storage tank level is operating properly so it can be checked daily or more frequently during low flows or water main breaks. The tank level meter should be equipped with a transmitter that transmits level data to the DPW shop. Total Cost: not determined
Village of Fredonia The village's storage tanks provide approximately seventy percent of one day's demand. Design standards for water systems that provide fire protection require that the minimum storage capacity be equal to or greater than the average daily water demand plus the fire flow demands. The village must construct additional storage capacity to bring the water system into compliance with state and federal standards. The storage volume should be evaluated based on future demands. Total Cost: not determined
Town of Hanover The storage tank must be inspected and then cleaned and relined as necessary. Total Cost: low
Town of Ripley Water District None Total Cost: none
Village of Silver Creek The water storage tanks must be inspected and then cleaned and repainted as necessary. Total Cost: $5,000
Village of Westfield The Woodrick storage tank must be inspected and cleaned and brought into proper operational status. Total Cost: not determined
DRINKING WATER DISTRIBUTION NEEDS
All of the municipalities in Northern Chautauqua County developed water systems in the late 1800’s. With few exceptions, the water systems still have some original water mains that are approximately 100 years old in service. Those communities whose distribution systems contain a significant amount of old mains and service connections will face problems if they are not replaced soon. Old water meters must also either be calibrated or replaced on a regular basis because they lose accuracy with age.
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Village of Brocton The village must complete a cross connection control survey to determine which facilities need cross connection control devices and require device installation. Many of the water mains in the village are deteriorated and undersized. The village must begin to plan for the replacement of the oldest mains, the mains that frequently have breaks, and those that have problems maintaining chlorine residual. Total Cost: not determined
City of Dunkirk Several areas of the distribution system are in poor condition and undersized. Most of the mains are 60 or more years old and 75% of the meters are 50 or more years old. The amount of unaccounted for water is approximately 30%, which is two times higher than the maximum recommended by the American Water Works Association or 15%. This is water lost due to leaks, unmetered use or inaccurate meters. The city must develop a plan to reduce the unaccounted for water to acceptable levels and replace all of the meters on a rotating schedule. They must also plan to replace the areas of the distribution system that are in poor condition, are undersized, and have the most breaks. Total Cost: $4.5 M
Village of Forestville The village must upgrade its water distribution system so that all valves and hydrants work and sufficient water for fire protection exists. Meters must be installed on all services. Also, proper legal entities must be created to maintain all out‐of‐village water facilities. Until another source is located, a very progressive water conservation program (e.g. low flow fixture replacement program) should be implemented immediately to safeguard and conserve resources. Total Cost: $2.53 M
Village of Fredonia Approximately 50‐80% of the distribution system is comprised of old and deteriorated cast iron water mains. These need to be replaced if they are found to be structurally inadequate or cleaned and lined if the mains are of sufficient size and in good condition. A very progressive water conservation program (e.g. low flow fixture replacement program) should be implemented year round to safeguard and conserve resources, especially during drought. Total Cost: not determined
Town of Hanover None Total Cost: none
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Town of Ripley Water District The distribution system is comprised of approximately 60% cast iron and cement asbestos water mains. Many of these mains are deteriorated and undersized. The town must plan for their replacement. Total Cost: not determined
Village of Silver Creek Several areas of the distribution system are comprised of 4‐inch mains and one area of 2‐inch mains. These mains are undersized. There are also several areas of the village that have inadequate fire flow. The village should replace all undersized or inadequate mains. Total Cost: not determined
Village of Westfield The 16‐inch transmission main from the treatment plant to the village should be replaced. The village should continue to reduce the unaccounted‐for‐water by performing leak detection surveys and regularly test and calibrate all meters larger than 1‐1/2 inches. Total Cost: $1.44 M +
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NORTHERN CHAUTAUQUA COUNTY MUNICIPAL WATER SUPPLY NEEDS SUMMARY
System Source Treatment Plant Storage Distribution System Brocton Description: 3 reservoirs (72, 6, Description: built 1937 Description: 2‐500K gal buried Evaluation: old cast iron mains 300K GPD 0.5 MG); built 1897, 1918, 1953; concrete tanks; built 1937 & 1953 need replaced, can't maintain 702 connections gravity flow Evaluation: treatment plant in poor chlorine residual, colored water 5,000+ people in: condition Evaluation: valves broken, village & Evaluation: all filling w/sediment, neither inspected in over 30 years Needs: mains replaced, cleaned, Portland (T) poor quality water, intake valves Needs: raw water pumps, new or relined. broken, 1 dam near failure building, new treatment system and Needs: one or both tanks replaced controls, generator Cost: $ ? Needs: dredging, watershed work, Cost: $1.5 M (both)
sedimentation basins, dam work Cost: $2.72 M
Cost: $6.0M High Need High Need Medium Need Medium Need
Dunkirk Description: Lake Erie; Fredonia can Description: built 1927 Description: 2 MG standpipe; Evaluation: 75% of meters are 3.5 MGD supply Dunkirk with approx 1MGD 500K elevated tank serves city more than 50 years old; mains 60+ 6,230 connections via gravity. Evaluation: pumps are 48 ‐58 yrs years old 13,500 people in: old; treatment plant building in poor Evaluation: <1/2 day storage city & Needs: intake upgraded, new pumps condition Needs: increase main street Dunkirk (T) and controls (cost not included) Needs: replace Willowbrook tank booster capacity, new 12‐16 inch Portland (T) Needs: new building, pumping with 1.8MG, new 500K gal tank main on Vineyard Drive, First Pomfret (T) Cost: $60K + facilities, and significant upgrades Ward main replaced, meters Cost: $4.75 M replaced
Cost: $6.35 M High Need High Need High Need Cost: $4.5 M Medium Need
Forestville Description: 3 springs, built 1898 & Description: chlorination facilities Description: 530K gal steel glass Description: 7.5 miles of main; 90K‐130K GPD 1932; 2 wells, built 1989 & 1990 built 1989 fused stand pipe built 1991 most cast iron installed in 1890s 396 connections 850‐ people in: Evaluation: sources inadequate and Evaluation: no contact time, some Need: equip tank level meter with Evaluation: 67% are undersized village & poor quality customers receive un‐chlorinated transmitter and fire flow is inadequate Hanover water Arkwright Needs: new source or connect to Cost: $ ? Needs: replace sub‐standard Sheridan larger system Needs: to be addressed when new mains, install water meters and source located new services Cost: $2.4‐$5.4 M High Need Cost: included in source High Need Low Need Cost: $2.53 M High Need
System Source Treatment Plant Storage Distribution System Fredonia Description: 1 reservoir – current Description: filters and controls Description: 1MG standpipe; built Evaluation: Old cast iron mains 1.7 MGD capacity 211MG; built 1937; gravity rebuilt in 2004 1968; must be pumped to cause colored water problems and 3,200 connections flow; Dunkirk can pump approx 1 distribution have many breaks. 11,000 people in: MGD to Fredonia. Evaluation: chemical handling and village & storage issues Evaluation: <1 day storage Needs: replace old mains Pomfret (T) Evaluation: filling w/sediment, spillway in disrepair, drought Needs: improve chemical handling Needs: 500,000 gal more storage Cost: ? shortages and storage
Cost: $ ? Needs: dam and spillway repairs, Cost: $ ?
dredging, another source (not in
costs)
Cost: $13.15 M + High Need Low Need Medium Need Low Need
Hanover Description: Erie County Water Need: change ventilation fan in Description: 500K standpipe built Description: Many mains cleaned, 240K GPD Authority chlorine room 1989 lined or replaced in 2005 923 connections 3,500 people in: town & ?? Low Need Low Need Low Need Low Need
Ripley Description: 1 reservoir ‐ 20 MG; Description: slow sand filter plant; Description: 580K standpipe built Needs: 5‐6 miles of main replaced 110K GPD built 1950; gravity flow built 1990 2004 510 connections Cost: $ ? Evaluation: drought concerns with Evaluation: limited capacity 1,500 people in: town creek Needs: automatic chlorine Needs: diversion dam & intake ventilation; extensions of water
replaced in creek, inspect/replace service will require plant expansion pipe from creek to reservoir, measure current reservoir capacity Cost: ?
Cost: ? Medium Need Low Need Low Need Medium Need
Silver Creek Description: Erie County Water Description: 1 MG standpipe built Evaluation: 2‐ and 4‐in mains, do 235K GPD Authority 1990; 400K elevated tank built 2003 not provide fire protection 1,500 connections 3,000 people in: Needs: tanks require inspection & Needs: replace small mains village & cleaning Hanover (T) Low Need Low Need Low Need Cost: ? Medium Need
System Source Treatment Plant Storage Distribution System
Description: 1 reservoir ‐ 55 MG; Description: new in 1995, Description: 1.5 MG concrete Needs: 16 inch transmission main Westfield built 1939 has had problems meeting quality clearwell built 1951; 2 MG standpipe from plant to village replaced. 665K GPD standards built 1985 1,764 connections Evaluation: filling w/sediment, poor Cost: $1.44M 4,021 people in: water quality at times; Evaluation: must be able to treat Evaluation: operation of 2MG tank
village & Chautauqua Creek ‐ depletion of high turbid water has problems Westfield (T) creek causes ecological problems during drought Needs: replace filter media, install Needs: tank repaired
polishing filter. Needs: dredge reservoir, install Cost: ? sedimentation basins, stabilize Cost: ?
Minton Creek.
Cost: $2.23 M + High Need Low Need Medium Need High Need
SECTION 1 Introduction and Acknowledgments
INTRODUCTION
After a number of recent public water supply emergencies, Chautauqua County Executive Gregory Edwards directed the Chautauqua County Health Department, Division of Environmental Health Services to conduct a thorough evaluation and needs assessment of all of the municipal water supplies in our county. To complete this project we have divided the county into two sections, north and south.
Recent Water Supply Emergencies: • August 2007, Village of Forestville, water shortage caused by main breaks and inadequate source. • February 2007, Village of Forestville, catastrophic loss of water caused by main breaks and inadequate source. • March 2007, Village of Westfield, finished water turbidity above DOH standards caused by inability to treat high turbidity water from source. • November 2006, Village of Brocton, water shortage and low pressure caused by main breaks. • October 2006, Village of Silver Creek/Town of Hanover, interruption of water service from Erie County Water Authority caused by power outage (October Surprise snowstorm). • Fall 1991 and 1998, Village of Fredonia, water shortages caused by drought.
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The Northern Chautauqua County municipal supplies are all north of the Lake Erie escarpment and are located in the Lake Erie watershed. The top of the escarpment is the watershed divide that separates the Lake Erie watershed from the Allegheny ‐ Ohio ‐ Mississippi River watershed. This divide is a very significant geologic and topographic feature that influenced early settlement patterns, transportation and water supply. All of the municipalities in the north part of Chautauqua County rely on surface water as their drinking water source with the exception of Forestville. That is because there are no significant groundwater aquifers in this area that can provide large quantities of water to meet municipal needs. In fact, in many parts of this area there is not even enough groundwater available to develop a private well for a home. Where groundwater is available, much of it is of poor quality. The municipalities in Southern Chautauqua County use mostly groundwater as their source of drinking water.
This report contains information compiled for north county municipalities, which includes: Village of Brocton, City of Dunkirk, Village of Forestville, Village of Fredonia, Town of Hanover, Town of Ripley Water District, Village of Silver Creek, and Village of Westfield. This report covers detailed assessments of the water supply sources, treatment plants, storage, and distribution systems. Where possible we have included costs of needed improvements to understand the financial impact associated with delivering safe, reliable drinking water to county residents.
A report on water supplies in the south county will follow in 2009.
ACKNOWLEDGMENTS
The report was written by William Boria, Paul Snyder and Natalie Whiteman from the Chautauqua County Health Department. It was prepared and edited by Dawn Shermet from SUNY Fredonia. Additional editing and report review was provided by Christine Schulyer from the Chautauqua County Health Department and David Rowley, P.E. from the NYS Department of Health. Support was also provided by Mike Montysko, P.E. from the NYS Department of Health ; Brian Hourigan, Theodore Myers, P.E., and Donald Canestrari, P.E. from the NYS Department of Environmental Conservation and Michael P. Wilson from SUNY Fredonia.
Information cited in this report came from: • Sanitary Surveys completed by the County Health Department and New York State Department of Health, • Comprehensive Treatment Plant Performance Evaluations completed by the NYSDOH, • NYS Department of Environmental Conservation Dam Safety Inspection reports, and • Engineering reports completed by engineers working for individual municipalities.
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Individual chapters of the report were distributed to the following water supply chief operators for their review and comments and to verify accuracy: • City of Dunkirk ‐ Jerry Falco • Village of Forestville – Bill Bentzoni • Village of Fredonia – Rob Lancaster • Town of Hanover – Harold Anger • Town of Ripley Water District – LJ Krause • Village of Silver Creek – Chris Ortolano • Village of Westfield – Wayne Cardy
Every effort was made to make all the details in this report as accurate as possible. However, its magnitude is such that some comments and corrections may have been inadvertently missed. The writers apologize for any such errors.
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SECTION 2 Village of Brocton
TREATMENT PLANT
SOURCE
VILLAGE OF BROCTON
INTRODUCTION AND DEMOGRAPHICS
The Village of Brocton has a population of approximately 2000 people, all of which are served by Brocton’s Public Water Supply through 700 service connections. This water supply also serves approximately 3000 out of village customers in the Town of Portland, including the Lakeview Correctional Facility. Approximately 45% of the water produced by the village's plant is used in the village, 40% is used by the Lakeview Correctional Facility, 12% is used by Town of Portland Water Districts, and the rest is used by other out‐of‐village users including Lake Erie State Park and the Village Waste Water Treatment Plant (Nussbaumer & Clarke, Inc. 2006).
Brocton’s water treatment plant uses conventional filtration to treat water from the Slippery Rock Reservoir.
WATER SOURCE
Source Description The Village of Brocton’s water needs have been served over the years by a series of three upland reservoirs. The reservoirs are fed by Slippery Rock Creek, a north flowing stream that drains from the north edge of the Allegheny Plateau to Lake Erie. The West Branch of Slippery Rock Creek drains to Burr Reservoir (built 1897), the East Branch drains into Risley Reservoir (built 1918), and the outlets for each of these reservoirs drain north into Slippery Rock Reservoir (built 1953). All three were created by constructing dams to impound creek water. Risley and Slippery Rock Reservoirs are of the flow‐through type and have concrete spillways. Burr Reservoir uses a low‐flow diversion dam to divert creek water into the reservoir, and an outlet pipe to maintain water level. Routine use of the Burr Reservoir was discontinued in 1997 because of its poor water quality caused by algae and other organic material. When it was used it could not be relied on during dry summer months because of its small size and low water yield. Use of the Risley Reservoir was discontinued in the early 1970s because of sedimentation problems.
The entire watershed for the reservoir system is approximately 1,840 acres or 2.9 square miles (CCDOH, 2001) of which the village owns 625 acres.
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Source Evaluation The Village of Brocton is in violation of State Sanitary Code Part 5, Subpart 5‐1.71 (a) for failing to exercise due care and diligence in the maintenance of its source to prevent pollution and depletion.
Slippery Rock Burr Risley Reservoir Reservoir Reservoir Original Capacity 84 (1953) 8 (1897) 16 (1918) (million gallons) Current Capacity 72.8 (1989) 6 (1989) 0.5 (1997) (million gallons) Capacity Lost 20% 28% 98% (as of 2008) Capacity Loss due to 310,000 22,000 200,000 Sedimentation (gallons per year)
In addition: • All three reservoirs are suffering from sedimentation and infilling. The most recent measurements of reservoir capacity are included in the table below (date of measurement in parenthesis) with their original capacities and rates of sedimentation for comparison. • Lower sedimentation rates for Burr reservoir are due to the operation of its inlet which allows sediment to bypass the reservoir during high creek flows. • About 15% of the volumetric (capacity) loss is due to repeated erosion of Chautauqua Road embankments (Wilson and Boria, 1998). However, most of the problem is due to natural erosion below Chautauqua Road. This area is subject to erosive groundwater seepage and landslides (Photos 2.1 ‐ 2.3). • Down cutting of the creek along with sediment washed into it by the landslides cause sediment transport downstream. Sediment carried by the creek causes excessive turbidity in Slippery Rock Reservoir making it difficult to treat the water to the required drinking standards. • Stream gradients for the main channels in the watershed are steep, ranging from 3.41 to 6.49%. • NYSDEC has classified the Slippery Rock Reservoir as Class C ‐ a High Downstream Hazard potential dam and the Burr reservoir as a Class B ‐ an Intermediate Downstream Hazard potential dam. This is based on the potential impact to life and property should the dam fail, not on the structural condition of the dam itself. • NYSDEC dam inspection reports indicate:
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ο The condition of the Slippery Rock dam is reported requires that several maintenance items be addressed on the dam (Photo 2.4) and the spillway. A small amount of seepage was occurring in one area of the dam. ο A bulge in the Burr Reservoir dam needs to be evaluated by an engineer. There are also several maintenance items to be addressed. The spillway pipe may have a restriction in it that is limiting flow. NYSDEC suggested that the village consider removing this dam since it is no longer used. • The Risley Reservoir dam has not been inspected by NYSDEC since 1977. The condition of the Risley Reservoir dam and spillway is very poor and it faces imminent failure (Photo 2.5 and 2.6). When that happens more than 2 million cubic feet of sediment that has accumulated in the reservoir may be released downstream, which would further reduce the Slippery Rock Reservoir capacity by another 15 MG. • The NYSDOH recommends the village evaluate the feasibility of switching the raw water source from the upland reservoirs to using Lake Erie (Rowley, 2008).
Source Needs The current water sources used by the Village of Brocton require considerable maintenance. The geology of these watersheds and steep stream gradients create significant long‐term challenges for use as a water supply. Solutions to these problems should address both the cause (landslides and stream erosion) and the symptoms (turbidity and sedimentation). However, the cause could be ignored with greater reliance placed on maintenance and improved water treatment processes.
Source Capital Improvements Dredge and remove Risley Reservoir1 $488,000 Install two sedimentation basins1 $143,000 Improve Burr Reservoir, misc. & 10% contingency1 $163,000 Engineering, Legal, Administration etc. (25%)1 $198,500 Subtotal: $992,500
Stabilize Slippery Rock Creek below Chautauqua Road2 $4.0 M Engineering, Legal, Administration etc. (25%) $1.0 M Total Capital: $6.0 M
1 Nussbaumer & Clarke, 2006 & 2008. 2Based on stream bank stabilization work completed in the Village of Westfield's watershed and a report by Wilson and Shermet, 2005.
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Source Operation and Maintenance • Perform maintenance to the dams and concrete spillways as needed • Slippery Rock dam: ο Inspection by a professional engineer every two years ο Village must "provide/demonstrate financial assurance necessary to protect life, property or natural resources during the life of the structure" per NYSDEC. ο Update Emergency Action Plan annually. • Burr dam: ο Inspection/evaluation by a professional engineer or dam removal. • Clean out sedimentation basin ‐ yearly • Inspect, repair and replace stream bank structures
TREATMENT PLANT
Treatment Plant Description Built between 1936 and 1937, the plant has essentially remained unchanged for almost 70 years. The majority of the original equipment is still in service. The original design capacity of the plant was 1 MGD. In 2007 the plant treated an average of 300,000 GPD, and a maximum of with the largest day’s production being more than double that, or 643,000 gallons.
The water being treated by Brocton’s treatment plant is either pumped from the Slippery Rock Reservoir, or flows by gravity from the Burr Reservoir. The water then flows through the treatment plant entirely by gravity. Other than when washing the filters, there is no major pumping necessary for water treatment.
The raw water is treated with potassium permanganate in the pump house, and then mixed with dry alum and lime slurry as it enters the plant. The process of physically removing the suspended solids from the water begins as water enters the flocculators where small particles collide to form larger particles which then settle out by gravity in two parallel sedimentation basins. The water then travels to two rapid sand filters which are designed to treat 1.1 gpm for every square foot of filter surface area.
Once filtration is complete, the water is disinfected with gaseous chlorine and flows to two underground storage tanks just outside of the plant. This provides the necessary contact time for the chlorine to kill or inactivate any remaining microbes. From there water flows by gravity to the village and all of the water districts in the Town of Portland. Lakeview Correctional Facility has their own pump and storage tanks to satisfy their peak flow and pressure needs.
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Treatment Plant Evaluation Most of the components in the village’s treatment plant are in poor condition, with some no longer functional, and lack redundancy. This problem is compounded by the fact that most of these components are too old to allow for quick repair due to lack of available parts. The Chautauqua County Health Department has cited the village for Maximum Contaminant Level (MCL) violations for Total trihalomethanes, turbidity, chlorine residual, as well as monitoring violations for composite filter effluent turbidity. Additional future violations are anticipated because water quality standards are becoming more strict with the Long Term 2 Enhanced Surface Water Treatment Rule and the Stage 2 Disinfection By‐Product Rule set to be enforced by the EPA in the fall of 2008.
What follows are the findings of two comprehensive evaluations of the village's water treatment plant.
1997 Comprehensive Performance Evaluation (Wilber, 1997) • The valves in the pumphouse did not all work, preventing water from the two reservoirs from being blended. • Single phase wiring in the pumphouse was not functioning. • The plant influent valve had to be manually operated because the electrical controls had failed. • The lime feeder was corroded and needed replaced (new feeder installed 2008). • The plant needed backup chlorinators and the ability to automatically switch from empty chlorine tanks to a full one. • Due to other failing valves, the sedimentation basins could not be drained separately to allow for servicing and cleaning without entirely shutting down the plant. • There were no backup backwash or surface wash pumps available. • The filters could not be filtered to waste after backwashing. • The filter media was worn and needed to be replaced, which would have to be done in conjunction with replacing the backwash pump. • A backup power source was not available to operate the plant during power outages.
2007 Sanitary Survey The following are requirements and recommendations for the water treatment plant from the 2007 Sanitary Survey (Rowley, 2007): Requirements: • All nonfunctioning valves in the raw water pump station must be repaired or replaced. • A raw water flow meter must be installed.
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• The influent valve to the water treatment plant must be repaired or replaced. • The chlorine gas feed system must be upgraded to have automatic switchover capabilities to ensure constant disinfection when one chlorine gas tank is emptied (violation of Part 5‐1, Appendix A, Recommended Standards for Water Works, Section 4.3.1.4) • Replace the Schedule 40 PVC piping in the chlorine room with Schedule 80. • All chemical feeds need to be paced to flow. • Repair or replace the plug valves to allow isolation of the sedimentation basins for cleaning and maintenance (violation of Part 5‐1.71 (b)). • The filter sand media must be replaced (violation of Part 5‐1.71 (b)). • The filter backwash pumps must be replaced so that the filters get the required amount of bed expansion (violation of Part 5‐1.71 (b)). • There must be redundant filter backwash pumps (violation of Part 5‐1.71 (b)). • The filter head loss gauges must be repaired or replaced. • The valves that control flow to the underground storage tanks must be replaced (violation of Part 5‐1.71 (b)).
Recommendations: • New raw water pumps that are controlled by new variable frequency drives should be installed to replace the existing 60 year old pumps. New pumps will be more efficient and could be repaired more easily. • The permanganate feed system should be paced to flow from a new raw water flow meter. • Evaluate switching coagulants from aluminum sulfate (alum) to a liquid polymer, which will result in better removals and eliminate handling dry alum by the operators. • The flocculation basin should be inspected and cleaned on a regular basis. • A fourth operator should be obtained to relieve the operators in the event of sickness. • An automated control system should be included in the plans for the upgrades to the treatment plant. • Replace the treatment plant with a more advanced design that has a larger production capacity and integrates automated controls and monitoring for various treatment processes.
Treatment Plant Needs Either a significant amount of capital improvements must be made at the existing water treatment plant to address the deficiencies, or replacement of the plant is necessary to bring the water system into compliance with state and federal standards.
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Capital Improvements1 Raw Water Transmission including: New Pumps, Flow Meter, Valves and building $206,000 Treatment Building including: Foundation, Electrical, HVAC and Building $390,000 Treatment Systems including: Packaged Treatment Plant, Chlorine Dioxide System Ultraviolet Light System, SCADA, Piping and Installation $1.33 M Emergency Generator $55,000 Contingency (10%) $192,806 Engineering, Legal, Administration etc. (25%) $543,952 Total Capital: $2.72 M
1 Nussbaumer & Clarke, 2006 & 2008.
Operation and Maintenance None identified
FINISHED WATER STORAGE
Water Storage Description The Village of Brocton has two 500,000 gallon concrete, underground storage. One tank was built when the plant was built in 1937; the other tank was added in 1953.
Water Storage Evaluation • The volume of the two tanks combined provides approximately two and a half days of storage which exceeds minimum storage requirements. • The tanks provide more than enough chlorine contact time required to kill or inactivate Giardia cysts and other microbes • The valve that isolates the two tanks has not worked for 20 years. • The tanks have not been inspected in more than 30 years. • The tanks have not been interior coated in more than 20 years.
2007 Sanitary Survey The following are requirements and recommendations for the finished water storage from the 2007 Sanitary Survey (Rowley, 2007):
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Requirements: • Replace the isolation valves for the clearwells (violation of Part 5‐1.71 (b)). • Clean and inspect the clearwells (violation of Part 5‐1.71 (b)).
Recommendations: • Replace the existing underground storage tanks with new storage tanks. • Increase the storage system capacity for extending water service outside of existing areas.
Water Storage Needs The village should replace the two 500,000 gallon concrete, underground storage tanks. In addition, the service area has been expanding and will continue to expand in the future. Therefore, the needed storage volume should be evaluated based upon future demands.
Water Storage Capital Improvements1 Install two new 500,000 gallon storage tanks with associated manholes and piping $1.08 M Contingency (10%) $108,200 Engineering, Legal, Administration etc. (25%) $297,550 Total Capital: $1.5 M
1 Nussbaumer & Clarke, 2006 & 2008.
Water Storage Operation and Maintenance None identified
DISTRIBUTION SYSTEM
Distribution System Description The entire distribution system for the Village of Brocton and the water districts that it serves in the Town of Portland are gravity fed. Eighty percent of the water mains are ductile iron, and 20% are cast iron. The majority of these mains are approximately 30 years old, though some are as old as 80 years.
Distribution System Evaluation • The water mains are flushed twice per year. • Most meters are less than 10 years old.
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• Pressure is adequate throughout the system. • Only 8% of the water produced is unaccounted for. • Valves are not exercised on a regular basis. • Old Cast Iron pipes cause areas of low chlorine residual and colored water complaints. • The Village has recently enacted a cross connection control ordinance.
2007 Sanitary Survey The following are requirements and recommendations for the distribution system from the 2007 Sanitary Survey (Rowley, 2007): Requirements: • A cross connection control survey must be done in the village to determine which facilities need cross connection control devices. • A record of all cross connection control devices installed and tested in the village must be maintained.
Recommendations: • Regions of the distribution system that contribute to problems associated with elevated levels of turbidity, low chlorine, and poor circulation causing stagnant regions with large residence times should be replaced and/or upgraded. • Upgrade other critical areas of the distribution system to increase capacities for extending water service outside of existing areas.
Distribution System Needs The Village must complete a cross connection control survey to determine which facilities need cross connection control devices. They must then ensure that these devices are installed and tested as required. Many of the water mains in the village are deteriorated and undersized. The village must begin to plan for the replacement of the oldest mains, the mains that frequently have breaks, and those that have problems maintaining chlorine residual.
Distribution System Capital Improvements Costs not determined
Distribution System Operation and Maintenance None identified
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REFERENCES
Chautauqua County DOH and Water Quality Task Force. 2001. Village of Brocton Watershed Restoration Project. CCDOH.
Nussbaumer & Clarke, Inc. 2006 Preliminary Engineer's Report for Reservoirs, Water Treatment Plant, and Finished Water Storage for the Village of Brocton, NY.
Nussbaumer & Clarke, Inc. 2008 (Updated Costs) Preliminary Engineer's Report for Reservoirs, Water Treatment Plant, and Finished Water Storage for the Village of Brocton, NY.
Rowley, D. 2007. Sanitary Survey for the Village of Brocton. New York State Department of Health.
Wilber, D. 1997. Final Report on the Comprehensive Performance Evaluation of the Village of Brocton Water Filtration Plant. New York State Department of Health.
Wilson, M. and W. Boria. 1998. Investigation of Drinking Water Turbidity and Reservoir Sedimentation, Brocton, NY. SUNY Fredonia.
Wilson, M. and D. Shermet. 2005. Report on Village of Westfield Water Supply Turbidity, 2004. SUNY Fredonia.
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Photo 2.1: Landslides along Slippery Rock Creek. Creek is flowing underneath debris in center of photo.
Photo 2.2: Landslides along creek. Photo 2.3: Bank erosion along creek.
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Photo 2.4: Slippery Rock spillway – requires some maintenance.
Photo 2.5: Risley dam— requires removal
Photo 2.6: Risley dam
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SECTION 3 City of Dunkirk
TREATMENT PLANT
SOURCE CITY OF DUNKIRK
INTRODUCTION AND DEMOGRAPHICS
The City of Dunkirk has a population of approximately 12,500 people, all of which are served by Dunkirk's Public Water Supply. This water supply also serves approximately 1,000 out‐of‐city customers in the Towns of Dunkirk Sheridan, and Portland. Dunkirk's water supply has also helped to augment the Village of Fredonia water supply during times of drought.
The city uses conventional treatment processes consisting of coagulation, flocculation, sedimentation and filtration to treat water pumped from Lake Erie. The water is then disinfected and sent to the distribution system.
WATER SOURCE
Source Description The City of Dunkirk uses Lake Erie as its source of water. Its intake structure is located approximately one mile northwest of the plant, about 1,800 feet from the shoreline. The intake structure is a crib which supports the 36‐inch diameter ductile iron raw water transmission main. The crib is located at a depth of 20‐25 feet, approximately ten feet off the bottom of the lake.
Source Evaluation 2000 Comprehensive Performance Evaluation (Cruden, 2000) • Ensure that a plan is developed to pump water if the lake level drops to a point where water will not flow by gravity to the raw water wet well. • Evaluate the use of potassium permanganate instead of pre‐chlorination for controlling zebra mussels and algae. This will reduce the formation of disinfection byproducts.
2007 Sanitary Survey (Rowley, 2007) Requirements: • Inspect and clean the intake structure. • Install an HDPE grate on the intake cribbing structure to control frazil ice and zebra mussels. This was originally a recommendation; it was upgraded to a requirement due to the incident that occurred on January 26, 2008 when frazil
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ice blocked the intake preventing raw water from being pumped into the plant to be treated.
Recommendation: • A second intake line should be constructed for redundancy.
Source Needs Lake Erie is a reliable source of good quality water for use as a water supply. Consideration should be given to add a second intake for redundancy. In addition, the existing intake structure requires that an HDPE grate installed for controlling frazil ice and zebra mussels.
Source Capital Improvements Intake Structure HDPE Grating $60,000 Total Capital: $60,000
Source Operation and Maintenance None determined
TREATMENT PLANT
Treatment Plant Description Built in 1927, the plant was most recently upgraded in 1990 to 1993. The plant is made up of three major structures: • the filter building which houses the filters, offices, laboratory and is attached to the sedimentation tanks; • the chemical building which houses the rapid mix tanks, flocculation basins, chemical storage tanks, chlorine room and a machine shop; • the high lift pump building across Lakeshore Drive which houses high lift pumps, an emergency generator and file storage.
Dunkirk’s water treatment plant was designed to treat 7 MG of water per day. In 2007 the plant treated an average of 3.5 MGD, and a maximum of 4.5 MGD. The city is permitted by NYSDEC to withdraw up to 10 MGD from Lake Erie.
Water is brought into the treatment building through 5700 feet of 36‐inch ductile iron pipe which is connected to the intake structure. Chlorine is added to the water at the intake to control zebra mussels and algae. Four vertical turbine pumps pump the raw
3-2 water to two rapid mix basins; coagulants are added to the water before it enters these basins. Water then travels by gravity through two flocculation basins (1 basin = 2 chambers @ 62,500 gal/chamber, for a total volume = 125,000 gal) , three sedimentation basins, and eight rapid rate granular activated carbon (GAC) filters, then it is chlorinated before it enters the two finished water clearwells. Four split casing centrifugal high lift pumps are used to pump the treated water from the clear wells into the distribution system.
Treatment Plant Evaluation 2000 Comprehensive Performance Evaluation (Cruden, 2000) • When only one flocculation chamber is used, the detention time does not meet design standards; therefore two flocculation chambers must be used at the plant in order to meet design requirements. The rapid mix basins should be revamped to increase the detention time. • The disinfectant should be switched from gas chlorine to liquid hypochlorite for the safety of the neighboring community and plant staff. • The chlorinators should be flow‐paced with the raw water flow to the plant. Should also be based on chlorine analyzer. • A new fresh air inlet to the chlorine room should be installed to draw air from outside rather than from inside the building. • The buried clearwells outside the plant should have security fencing and a locked gate. • The clearwells are not baffled, and without prechlorination, the treatment plant does not obtain the required amount of CT. If potassium permanganate is used rather than prechlorination, the clearwells should have baffling for additional CT. • Fix/repair leaks in pipes and pumps as needed. • Begin to budget monies to replace the old high‐lift pumps. • Install backflow prevention devices where needed
2007 Sanitary Survey (Rowley, 2007) Requirements: • Repair low lift pump #4 as soon as possible. • Repair the leaky roof in the area of the PACL bulk storage area of the chemical storage building. • Replace the Schedule 40 PVC piping in the chlorine room with Schedule 80. • Repair and bring back into service the Trac‐Vac sludge collecting system (violation of Part 5‐1.71 (b)). • Repair the effluent valve on the flocculation basin (violation of Part 5‐1.71 (b)). • Repair the leaky roof over the filters (violation of Part 5‐1.71 (b)).
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• Repair or replace the hydraulic actuators on the valves that control filtration operations (violation of Part 5‐1.71 (b)). • Clean the filter bed walls. • Replace the back‐up vacuum pump (violation of Part 5‐1.71 (b)). • Repair or replace high‐lift pumps #1 and #3 (violation of Part 5‐1.71 (b)). • Repair or replace the valve on the high lift pump station discharge header (violation of Part 5‐1.71 (b)). • Install shaft guards on the booster pumps. • Install a cross connection control devices on all water treatment plant water service lines (violation of Part 5‐1.31).
Recommendations: • Reconfigure the high lift pump station arrangement from a vacuum system to prime the pumps to vertical turbine pumps. These would take up less space and operate more efficiently, saving operation costs. • Install a travelling screen, or micro‐strainer at the wet well inlet for controlling the entry of seaweed and other debris. • Connect the low lift pump variable frequency drives to an automated control system so they operate based on the level in the rapid mix chamber. • Install equipment and controls sufficient enough to control chemical dosing based on a paced‐to‐flow arrangement. • Operate the flocculation chambers according to the 2000 CPE so the requirements of the Recommended Standards for Water Works are met. • Install sufficient controls and automation to remotely control and monitor the filtration process. • Install a hard‐piped drainage system in the pipe gallery to help control the deterioration of the concrete in the area.
Security Inspection On October 13, 2005 the New York State Department of Health conducted a Water System Security Inspection of Dunkirk’s water system. Results of the inspection concluded that the security at each critical facility in the water system should be improved and programmed into capital improvement expenditures over several years. Without disclosing confidential information, some of the needed improvements to the security around the water system consist of repairing, replacing, or installing fencing; replacing/upgrading windows, doors and barriers where needed; installing/upgrading the electronic surveillance and alarm system; and improve lighting.
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Treatment Plant Needs Either a significant amount of capital improvements must be made at the existing water treatment plant to address deficiencies or replacement of the plant is needed to bring it into compliance with state and federal standards.
Treatment Plant Capital Improvements1 Raw Water Transmission including: Low Lift Pumping Systems, Intake Screen System $435,000
Treatment Building including: Structural, Electrical, Security Improvements, Heating $2.57 M
Treatment Systems including: Rapid Mix, Coagulation, Flocculation, Sedimentation, Sludge Collection, Filtration, Chlorination, SCADA, Piping, Backflow Prevention, and Installation $2.07 M Total Construction Cost: $5.08 M
Engineering, Legal, Financing, Misc @ 25% $1.27 M Total Capital: $6.35 M
1Hill Engineering, 2008
Treatment Plant Operations and Maintenance None identified
FINISHED WATER STORAGE
Water Storage Description The City of Dunkirk has two water storage tanks which hold a total of 2.5 MG of water. The Willowbrook Tank (photo 2.x) is a 500,000 gallon elevated steel tank which was built in approximately 1958. The Benton Tank (photos 2.x) is a 2 MG ground level riveted steel tank built in 1935.
Water Storage Evaluation The volume of the two tanks combined only provides approximately one‐half of a day's storage. This does not meet minimum storage requirements.
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Willowbrook Tank: • Last painted 15 years ago. • Tree limbs encroaching on the tank. • Liquid Engineering recently inspected the tank and found it "structurally unsound".
Benton Tank: • Tree limbs very close to tank walls. • Overflows plumbed directly to storm sewer.
2007 Sanitary Survey The following are requirements and recommendations from the 2007 Sanitary Survey (Rowley, 2007): Requirements: • Increase finished water storage capacity to meet requirements cited in Recommended Standards for Water Works (violation of Part 5‐1, Appendix A). • Replace or perform needed maintenance to Willowbrook storage tank (violation of Part 5‐1.71 (b)). • Clear vegetation away from Benton Street and Willowbrook storage tanks. • Repair overflows for Benton Street and Willowbrook storage tanks.
Recommendations: • Inspect and clean the Benton Street storage tank every five years.
Water Storage Needs The city's storage tanks hold less water than the city uses in just one‐half day. Design standards require that the minimum storage capacity for water systems be equal to or greater than the average daily water demand. In order to meet these requirements the city must construct additional storage. If the water treatment plant or pumping facilities were to be off‐line for more than a few hours, the city would find itself in a state of emergency very quickly.
Water Storage Capital Improvements1 Replace Willowbrook tank with 1.8 million gallon tank $2.5 M New 500,000 gallon elevated storage tank at Main Street Booster Station $1.3 M Total Construction Cost: $3.8 M
Engineering, Legal, Financing, Misc @ 25% $950,000
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Total Capital: $4.75 M
1Hill Engineering, 2008
Water Storage Operation and Maintenance None identified
DISTRIBUTION SYSTEM
Distribution System Description The majority of the water mains that serve the city are more than 60 years old. These mains are made of both ductile and cast iron.
Distribution System Evaluation • Water mains are flushed once per year. • There are 5600 water meters in the city. • 75% of water meters are more than 50 years old. • 30% of water produced is unaccounted for. AWWA standards recommend less than 15%. • Valves are not exercised on a regular basis. • Not all valves in the system work. • Many residential service lines are made of lead )total number unknown due to lack of record keeping).
2007 Sanitary Survey (Rowley, 2007) Requirements: • Shaft guards must be installed on all booster pumps. • Reduced Pressure Zone (RPZ) devices must be placed on the water treatment plant water service lines to protect the finished water from contamination (violation of Part 5‐1, Subpart 5‐1.31).
Recommendations: • The piping in the pump stations should be painted to prevent corrosion. • Emergency generators should be installed at each pump station to ensure delivery of water during extended power outages. • Upgrade other critical areas of the distribution system to increase capacities for future development or extending water service outside of existing areas.
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Distribution System Needs Several areas of the distribution system are in poor condition and undersized. Most of the mains are 60 or more years old and 75% of the meters are 50 or more years old. The amount of unaccounted for water is approximately 30%, which is two times higher than the maximum recommended by the American Water Works Association or 15%. This is water lost due to leaks, unmetered use or inaccurate meters. The city must develop a plan to reduce the unaccounted for water to acceptable levels and replace all of the meters on a rotating schedule. They must also plan to replace the areas of the distribution system that are in poor condition, are undersized, and have the most breaks.
Distribution System Capital Improvements1 Increase capacity of Main Street Booster Station $175,000 New 12‐inch to 16‐inch Water Main on Vineyard Dr $540,000 First Ward Watermain Replacement $1.8 M Engineering, Legal, Financing, Misc @ 25% $628,750 Meter Replacement/Installation Program $1.38 M Total Capital: $4.5 M
1Hill Engineering, 2008
Distribution System Operation and Maintenance None identified
REFERENCES
Cruden, E. 2000. Report on the Comprehensive Performance Evaluation of the Dunkirk City Water Treatment Plant. New York State Department of Health.
Hill Engineering 2008. Facility Plan Update for Water System Improvements for City of Dunkirk.
NYSDOH. 2005. Security Inspection for the City of Dunkirk’s Drinking Water Facilities.
Rowley, D. 2007. Sanitary Survey for the City of Dunkirk. New York State Department of Health.
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SECTION 4 VILLAGE OF FORESTVILLE
HALL SPRING HOUSE
NEW SPRING COLECTOR
VILLAGE OF FORESTVILLE
INTRODUCTION AND DEMOGRAPHICS
The Village of Forestville has a population of approximately 750 people, all of which are served by Forestville's Public Water Supply through 348 service connections. The village also provides water to another 47 customers in the towns of Hanover, Sheridan and Arkwright.
The Village of Forestville uses groundwater from wells and springs for their source. The water is disinfected with chlorine prior to use in the village, however some out‐of‐village users receive untreated water. Water use in the village is not metered so actual daily demands are not known. The water system is entirely operated by gravity. The only water pumps are those in the wells.
WATER SOURCE
Source Description The Village of Forestville relies on three springs and two low yielding wells for water. All five sources are needed to meet village demands. If one of the sources is off‐line for any reason, the village consumes more water than they can produce, leading to shortages. Combined, all five sources produce between 90,000 and 140,000 GPD. Water production is weather and season dependant. During drought, flow is in the low range. The table below provides information on each source.
Source Year Constructed Reliable Yield Bradigan spring 1898 10 gpm (estimated) Hall spring1 1898 30 gpm Henry spring1 1932 20 gpm Well #6 (73 ft deep) 1989 10 gpm (estimated) Well #7 (332 ft deep) 1990 15 gpm 1Hall and Henry spring collection systems were re‐constructed in 1995‐1996 (CCDOH 1998).
The sources are located between 1.5 and 3.5 miles south of the village where the village owns 136 acres of land.
Source Evaluation The village has experienced several water emergencies recently that prompted CCDOH to issue the following violations of Part 5 of the State Sanitary Code:
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• Subpart 5‐1.71 (a) failure to exercise due care and diligence in the maintenance of its source to prevent pollution and depletion. • Subpart 5‐1, Appendix 5A, Section 3.2.1.1 total source capacity does not equal or exceed the design maximum day demand with the largest producing source out of service.
In addition: • Bradigan spring has been classified as being Groundwater Under the Direct Influence of Surface Water (GWUDI). The Village has until December 12, 2008 to either install treatment or discontinue use of the source or they will be faced with additional violations. • Recent water quality monitoring completed at Hall and Henry springs indicate they will also be classified as GWUDI. • Nine customers on Creek Road between the springs and the chlorine building receive untreated (not disinfected) water. This is a serious public health concern because the raw water from the springs contains E. coli bacteria. • Access to the springs and wells is limited to snowmobile or 4‐wheel drive vehicles, making monitoring and security difficult. • The transmission mains that convey the water from the springs/wells to the village require replacement. Most of these lines are over 100 years old and their exact location is not marked or known in some areas. • The transmission main from Hall spring is subject to airlock when the springhouse pool level is low. This renders the village’s largest producing/most important source unavailable until the airlock is removed, which can take several days. • The construction of the spring houses makes them vulnerable to intrusion by insects and small animals, which creates a direct path of contamination.
Source Needs The sources utilized by the village do not produce enough water to meet their needs and the springs are prone to surface water contamination. The Village must locate an alternative source of water as soon as possible. Tolman Engineering (2007) was hired and identified several options to address Forestville's needs.
Source Capital Improvements Alternative source options (costs include engineering, admin., contingency, etc.):
Retain springs and add wells $3.4 M Eliminate springs and add wells $3.2 M Construct surface water reservoir and treatment plant $2.4 M Connect to City of Dunkirk via Middle Rd $5.1 M via Rt. 60‐Rt 39 $5.4 M
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Connect to Erie Co. Water Auth. via Hanover $2.5 M Total Capital: $2.4 to 5.4 M
Each of these options has inherent advantages and disadvantages and varied costs for maintenance and/or purchase of water that are not shown here. The engineer's recommendation is to try and develop wells, but at the same time investigate an inter‐ municipal connection to Dunkirk. That way if well development fails, the village is still progressing towards a solution.
Source Operation and Maintenance These costs vary depending on the alternative chosen by the village.
TREATMENT PLANT
Treatment Plant Description The village chlorinates their water in a small treatment building located 1.1 miles south of the village, between their sources and the village boundary. Water from Hall and Henry springs and the two wells flow into the building via a 6" main. Water from Bradigan spring flows to the building via a 3" main that increases to 4" just outside the treatment building and ties into the 6" main inside the building. Flow from Hall spring is controlled using a 6" butterfly valve and is regulated based on upstream and downstream pressure gages. This valve is used to restrict flow so that an air gap does not develop in the line from Hall spring. All water flows through a master meter and then is injected with sodium hypochlorite and then flows on to the village. The Chlorine/Metering building was built in 1989. Flow from the sources through the chlorine building and to the village is all by gravity.
Treatment Plant Evaluation 2007 Sanitary Survey The following are requirements and recommendations for the water treatment plant from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • The chlorine pump needs to have an auxiliary power source so it will still operate during power outages. • Secondary containment is required for chlorine storage. • Water lines must be painted.
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Recommendations: • An auto telephone dialer should be installed in the pump house to alert the water operator of power outages.
Treatment Plant Needs Nine customers on Creek Road between the springs and the chlorine building receive untreated (not disinfected) water. This is a serious public health concern because the raw water from the springs contains E. coli bacteria. A second public health concern exists because once the water is chlorinated there is not enough contact time for the chlorine to properly treat the water before it reaches the first customer.
Treatment Plant Capital Improvements (costs not determined) No costs have been estimated to address treatment problems. However, these issues will be resolved if the village pursues their engineer's recommendation for an alternate source.
Treatment Plant Operation and Maintenance None identified
FINISHED WATER STORAGE
Water Storage Description The Village of Forestville has a 530,000 gallon steel‐glass fused storage tank that was constructed in 1991.
Water Storage Evaluation • The volume of the tank provides approximately four days of storage. However because village water sources are inadequate, the storage tank only provides a "buffer" when water production slows or there is a leak. In the past the storage tank has been entirely depleted and most of the village was without water in February 2007, during which time the tank inlet froze and a state of emergency was declared in the village. • The tank was inspected in 2002, and was in good condition at that time. • The remote level recorder is currently operating but has been broken at times in the past.
Water Storage Needs It is essential that the remote meter that measures storage tank level is operating properly so it can be checked daily or more frequently during low flows or water main breaks. If the reservoir
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level is critically low (or dropping fast) then the tank can be valved off to prevent a catastrophic loss of water, such as what happened in 2007. The tank level meter should be equipped with a transmitter that transmits level data to the DPW shop.
Water Storage Capital Improvements (costs not determined) Equip tank level meter with a transmitter $ ? Total Capital: $ ?
Water Storage Operation and Maintenance None identified
DISTRIBUTION SYSTEM
Distribution System Description The entire distribution system for the Village of Forestville is gravity fed. It consists of approximately 7.5 miles of water mains. The majority of these are approximately 110 years old, made of cast iron. Most of the information below is from Tolman Engineering (2007).
Distribution System Evaluation • A new chief water operator was hired in 2007 who is capable of operating and managing the water system if given the appropriate tools and resources by the village. • Most of the mains are 110 year old cast iron pipes. • There are 47 customers outside of the village where no formal water districts have been formed. • Some out‐of‐village areas are served via small diameter (3/4 to 1 1/2 inch) galvanized mains that are failing. There are no contracts for the village to maintain these areas. • 67% of the distribution system is substandard. • Many of the water mains are 4” in diameter, which cannot provide adequate flow for fire protection. • Most of the service lines are original lead and galvanized steel that need to be replaced. • Service connections are not metered (with the exception of four commercial accounts). The village uses a standard flat rate to charge for water. • The amount of unaccounted for water is not known because customer usage is not metered. It is unknown how much water is being lost due to leaks in the system. • The village has had a significant problem with leaking service lines • Water usage has increased approximately 6% per year for the past seven years. This is thought to be attributed to the deteriorating distribution system and leaks.
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• Valves are not exercised on a regular basis and many do not work. • A number of fire hydrants do not work and the Forestville VFD is cautious when utilizing hydrants that do work. • The water mains are flushed once per year (depending on water availability). • Estimated average daily water demand is 80,000 GPD. • Pressure is high (up to 120 psi) in the lower areas of the village and adequate throughout the rest of the system as long as the tank remains relatively full.
2007 Sanitary Survey The following summarizes distribution system issues from the 2007 Sanitary Survey (CCDOH, 2007): Violations of Part 5, Subpart 5‐1 of the NYS Sanitary Code: • Section 5‐1.71 (a) – the village has failed to exercise due care and diligence in the maintenance and supervision of a public water system to prevent depletion of their source by failing to meter all service connections to account for water loss in the distribution system. • Section 5‐71 (b) – the village has not exercised due care and diligence in the operation and maintenance of a public water system by: (1) failing to have an adequate capital improvement plan, (2) failing to locate key valves to prevent the catastrophic loss of water, and (3) failing to have an adequate valve and hydrant maintenance plan.
Requirements: • Install meters for all customers. • Perform a comprehensive leak detection survey. • Form a legal entity for all out‐of‐village water customers to properly maintain those facilities.
Recommendations: • Replace distribution system • Exercise all valves • Mark non‐working hydrants
Distribution System Needs The village must upgrade its water distribution system so all valves and hydrants work, and there is sufficient water for fire protection. Also, proper legal entities must be created to maintain all out‐of‐village water facilities.
Distribution System Capital Improvements Based on Tolman Engineering report (2007):
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Install 17, 100 ft of new water mains $1.4 M Replace old service connections and install meters $600,000 Engineering, administration, contingency, etc. $530,000 Total Capital: $2.53 M
Distribution System Operation and maintenance Included in capital costs
REFERENCES
Chautauqua County Health Dept. 1996. Chautauqua County Wellhead Protection Program, Phase II: Delineation of Wellhead Protection Areas.
Chautauqua County Health Dept. 2007. Annual Inspection and Sanitary Survey Report.
Chautauqua County Health Dept. 1998. Village of Forestville Nonpoint Source Pollution Abatement Program.
Tolman Engineering. 2007. Preliminary Engineering Report, Village of Forestville Water System Improvements.
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SECTION 5 Village of Fredonia
TREATMENT PLANT
SOURCE VILLAGE OF FREDONIA
INTRODUCTION AND DEMOGRAPHICS
The Village of Fredonia has a population of approximately 10,700 people who are all served by the Village Public Water Supply. This water supply also serves approximately 270 people in the Town of Pomfret Water Districts and 4,700 students that attend the State University of New York at Fredonia.
The Village of Fredonia's Water Treatment Plant uses conventional filtration to treat water from the Fredonia Reservoir.
WATER SOURCE
Source Description The village water needs are served by the Fredonia Reservoir. This is an upland reservoir fed by one north flowing tributary stream (known locally as Little Canadaway Creek) that drains from the north edge of the Allegheny Plateau to the reservoir. The outlet from the reservoir flows to Canadaway Creek, a tributary to Lake Erie. The reservoir was built in 1937 and replaced two other reservoirs in the same location. It is a flow‐through type reservoir with a concrete spillway. When the reservoir was first constructed it had a capacity of approximately 335 MG. Its spillway was raised 1.3 ft in 1988 which increased its capacity by 20.9 MG, giving it a total maximum capacity of 356 MG.
The entire watershed for the reservoir system is approximately 5.5 square miles of which the village owns a little more than 317 acres, or 0.5 square miles.
Source Evaluation • The Fredonia reservoir suffers from sedimentation and infilling. Based on a bathymetric map prepared by Pieczonka Engineering in 1990, the reservoir’s capacity was calculated to be 211 MG (Wilson and Shermet, 2008). Based on the depth of the intake, that leaves 157 MG of water that is available for use. Harza Engineering (1999) estimated that the total available water was 213.8 MG. These measurements do not support each other. The village’s drought emergency plan is based on the Harza Engineering report. • Since it was constructed, the reservoir has lost 43% of its volume to sedimentation, or about 2 MG per year (Wilson and Shermet, 2008). Siltation of the reservoir has been blamed partly on Route 60 construction and partly on significant storms such as Hurricane Agnes in June 1972. Estimates by Wilson
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(1999) show that only 4% of siltation has been due to Route 60. Therefore ongoing natural erosion processes in the watershed are responsible for most of the sedimentation. • A significant delta has been created at the mouth of the reservoir (Photo 5.1). This has greatly reduced the amount of available water in the reservoir. • The slope of the two main channels of the tributary that feeds the reservoir are steep and range from 2.7 to 4.6%. • The reservoir has been significantly depleted in late summer‐fall due to drought at least 10 times over the past 50 years (Photos 5.2). The reservoir capacity during these times ranged from about 50% to less than 5% (50% to nearly 100% depleted). The three most significant recent impacts occurred in 1991 (95% depleted), 1998 (78% depleted) and 2007 (60% depleted). During water emergencies in 1991 and 1998 the village pumped water from Cassadaga Lakes, across the Allegheny ‐ Lake Erie watershed divide to the stream that feeds the reservoir. NYSDEC made emergency provisions to permit this water transfer but will not allow the village to do it again. • An interconnection to the City of Dunkirk's water system was made and used during droughts of 1998 and 1999. This can provide 600 gpm (0.864 MGD) to the village. However this pump station is located on Vineyard Drive in an area where commercial development is occurring, which limits use of this water to other areas of the village due to pipe and pump sizes and existing demand in this area. • NYSDEC dam inspection reports indicate that the Fredonia Reservoir is a high risk Class C dam. The report indicates:
o There is considerable maintenance needed on the dam and spillway (Photo 5.3).
o The dam spillway does not have adequate capacity for the spillway design storm. This is a serious deficiency. Overtopping of the dam could lead to its failure. • In 1998 NYSDEC mandated that the village develop a permanent alternate source of water. To date this mandate has not been met except for the connection to Dunkirk.
2000 Comprehensive Performance Evaluation (Cruden, 2000) • Strongly recommended that the village continue researching alternatives for additional supply. • Noted that it was possible that a Water Supply Application filed to expand the district may not be endorsed if the village can not adequately supply its own population.
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Source Needs The reservoir must be accurately surveyed to determine its actual capacity because of conflicting data discussed in the Source Evaluation. These results could significantly impact the village’s current drought emergency plan. The reservoir has lost 43% of its volume to sedimentation and requires dredging. Installation of sedimentation basins is also recommended. The reservoir capacity has been significantly depleted due to drought 10 times over the past 50 years. Most recently, the reservoir was depleted by 60% in 2007, 78% in 1998 and 95% in 1991. The geology of the watershed and steep stream gradients create significant long‐term challenges for use as a water supply. Solutions to these problems should address both the cause (stream erosion) and the symptoms (turbidity and sedimentation). However, the cause could be ignored with greater reliance placed on maintenance and improved water treatment processes.
Source Capital Improvements* Dredge reservoir1 $5.85 M1999 Install sedimentation basins $ ? Stabilize critical stream bank areas $ ? Initiate dam monitoring program $ ? Improvements to dam and spillway $ 3.5 M Install additional interconnect to City of Dunkirk (or) $ 1.6 M1999 Increase source capacity via Lake Erie $ 2.2 M1999 Total Capital: $13.15 M + 1Harza Engineering, 1999 *Note that some costs are in 1999 dollars
Source Operation and maintenance (costs not determined) • Re‐survey reservoir bathymetry to determine accurate capacity of the reservoir • Implement strict water conservation program (Incl. replacement of water fixtures with low flow type) • Clean out sedimentation basin – yearly • Inspect, repair and replace stream bank structures • Monitor dam integrities per new NYSDEC regulations • Maintain financial insurance on dams per new NYSDEC regulations. • Updated dam emergency action plan • Pumping costs (City of Dunkirk or direct from Lake Erie) • Purchase of water from Dunkirk
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TREATMENT PLANT
Treatment Plant Description The original water treatment plant was constructed in 1927, with substantial upgrades and expansions occurring in 1937 and 1967. The plant filters and control system were rebuilt in 2005. This new plant was designed to treat a maximum of 2.5 MGD. In 2007 the plant produced an average of 1.7 MGD.
Water flows by gravity from the intake in the reservoir to the plant. As water enters the plant it is mixed with polyaluminum chloride, cationic polymer, and bentonite to assist in removing solids before entering the upflow clarifiers. The bulk of the heavier solids are removed in the clarifiers before the water enters the filter beds. The filter beds remove any remaining solids, and if necessary, powdered activated carbon can be added to the filters to remove tastes and odors from the water. Chlorine gas is added to disinfect the water, then zinc orthophosphate is added to inhibit corrosion, and treatment is complete.
Treatment Plant Evaluation • Dual intake allows operator to choose to draw from either 9 or 20 feet below spillway crest • Intake is not in the deepest part of reservoir. Operators have had to run a temporary line to the deepest part in the past. • Plant is completely automated and alarmed allowing for unsupervised night operation.
2000 Comprehensive Performance Evaluation In 2000 the New York State Department of Health conducted a Comprehensive Performance Evaluation of Fredonia’s water treatment plant (Cruden, 2000). However, because the plant was completely rebuilt in 2005, the treatment plant findings of this study are not pertinent to this report.
2007 Sanitary Survey The following are requirements and recommendations for the water treatment plant from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • The raw water pipe gallery must be cleaned and repainted.
Recommendations: • The hydraulic actuators for the valves that control the discharge of the sludge from the clarifiers should be replaced and tied into the SCADA system.
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2008 Sanitary Survey The following are requirements and recommendations for the water treatment plant from the 2008 Sanitary Survey (Rowley, 2008): Requirements: • The backwash and surface wash pumps each must have a reduced pressure zone (RPZ) backflow prevention device installed. • Engineering plans must be submitted to the Chautauqua County Department of Health for approval for the two RPZs. • The bags of powdered activated carbon (PAC) must be stored in a separate room that is cool, dry, and well‐ventilated, and kept away from incompatible materials and ignition sources. • Flow arrows and labels must be installed on the piping. • The chlorine room must have a hard‐wired switch to the fan and lights that is located outside. • The vent in the chlorine room must be extended to twelve inches above the floor • The chlorine cylinders must not be stored outside. If inadequate room is available in the chlorine room, additional storage space may need to be constructed. • The manhole covers for the clearwells must be replaced with a type that overlaps and is lockable.
Recommendations: • The village should expand testing for total and dissolved organic carbons in the raw water and disinfection byproducts in the distribution system while utilizing the existing PAC in the treatment process. This may help determine if the PAC aides in increasing the percent removal of the carbons and decreasing the levels of disinfection byproducts. • A detailed standard operating procedure (SOP) manual for the entire water system should be developed.
Treatment Plant Needs The water treatment plant needs relatively minor improvements, including changes to handling and storage of chemicals in order to be in compliance with state and federal standards.
Treatment Plant Capital Improvements None identified
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Treatment Plant Operation and Maintenance (costs not determined) Upgrade chemical handling/storage
FINISHED WATER STORAGE
Water Storage Description There is a 300,000 gallon clearwell which provides chlorine contact time for disinfection. The village also has a 1 MG ground level storage tank which was installed in 1968. Water flows by gravity from the clearwell to the storage tank, but must be pumped from the storage tank into the distribution system.
Water Storage Evaluation Clear wells: • Last inspected in June 2007.
Storage Tank: • Last painted and upgraded in 2000 • Lack of elevation requires pumps to be used to get water into the distribution system • Provides approximately 0.7 days of storage which is less than the minimum 1 day required by NYSDOH
2007 Sanitary Survey The following are requirements and recommendations for finished water storage from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • The storage tank must be inspected and cleaned. • The total available amount of finished water storage is approximately 70% of the average daily demand, therefore it does not meet NYSDOH standards. The village must construct additional storage capacity.
Recommendations: • Inspect and clean the storage tank every five years.
2008 Sanitary Survey The following are requirements and recommendations for finished water storage from the 2008 Sanitary Survey (Rowley, 2008):
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Requirements: • The overflow for the storage tank must have an air gap to the storm sewer.
Recommendations: • A detailed SOP for the entire water system should be developed.
Water Storage Needs The storage tank does not meet current design standards for volume, therefore the village must construct additional storage capacity to meet NYSDOH standards. Storage volume should be based upon projected future demands.
Water Storage Capital Improvements (cost not determined) New storage tank $ ? Total Capital: $ ?
Water Storage Operation and Maintenance None identified
DISTRIBUTION SYSTEM
Distribution System Description The Village has over 56 miles of water mains and 3,200 service connections.
Distribution System Evaluation • The majority of water mains in the distribution system are 50 years old and made of cast iron or ductile iron pipe. • The meters in the system are 1‐30 years old (most of the older meters are commercial). • Water mains are flushed yearly • Not all valves are in working order • Valves are not exercised on a regular schedule • Pressure is adequate throughout the system • 18% of the water produced is unaccounted for. AWWA standards recommend less than 15%.
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2007 Sanitary Survey The following are requirements and recommendations from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • None
Recommendations: • Replacement the old and deteriorated cast iron water mains to help eliminate mains that are structurally inadequate and contributing to dirty water issues.
2008 Sanitary Survey The following are requirements and recommendations for the distribution system from the 2008 Sanitary Survey (Rowley, 2008): Requirements: • The unaccounted‐for‐water is approximately 18%, therefore, the village must decrease it to acceptable standards by implementing a policy to perform leak detection surveys.
Recommendations: • Residential (smaller) meters should be replaced or serviced every ten years and the commercial (larger) meters calibrated every two years. • A detailed SOP for the entire water system should be developed.
Distribution System Needs Approximately 50%‐80% of the distribution system is comprised of old and deteriorated cast iron water mains. These water mains need to be either replaced if they are found to be structurally inadequate, or cleaned and lined if the mains are of sufficient size and in good condition
Distribution System Capital Improvements (costs not determined) Meters $ ? Water mains $ ? Total Capital: $ ?
Distribution System Operation and Maintenance None identified
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REFERENCES
Chautauqua County Health Dept. 2007. Annual Inspection and Sanitary Survey Report.
Cruden, E. 2000. Report on the Comprehensive Performance Evaluation of the Fredonia Water Treatment Plant. New York State Department of Health.
Harza Engineering. 1999. Draft Supplemental Water Supply Study for the Village of Fredonia.
Nussbaumer & Clarke, Inc. 2006 Preliminary Engineer's Report for Reservoirs, Water Treatment Plant, and Finished Water Storage for the Village of Brocton, NY.
Rowley, D. 2008. Sanitary Survey for the Village of Fredonia. New York State Department of Health.
Wilson, M. and D. Shermet. 2008. Fredonia Reservoir Water Budget and Source Evaluation (Draft). SUNY Fredonia.
Wilson, M. P. 1999. Investigation of Village of Fredonia, NY Reservoir Overdrafts and Corrective Actions. SUNY College at Fredonia, Fredonia, NY 14063.
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Photo 5.1: Sediment accumulated in a delta at Fredonia Reservoir, photo taken when reservoir was low.
Photo 5.2: Fredonia Reservoir when impacted by drought in 2007.
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Photo 5.3: One example of maintenance/repairs needed in the Fredonia Reservoir spillway.
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SECTION 6 Town of Hanover
TOWN OF HANOVER
INTRODUCTION AND DEMOGRAPHICS
The Town of Hanover Water Districts serve approximately 2,500 people. The town also serves 100 people outside of their water districts. There are 923 service connections served by the town, all of which get their water from the Erie County Water Authority (ECWA). Erie County Water Authority serves a total of approximately 157,000 customers.
The town receives water from ECWA, uses chlorinators to maintain safe chlorine residuals throughout their system, and a storage tank to ensure that the system has adequate water quantity and pressure.
WATER SOURCE
Source Description The Erie County Water Authority uses Lake Erie as their source of water. Lake Erie is a reliable source of good quality water for use as a water supply. They have two treatment plants, Sturgeon Point, and Van De Water. Hanover Water Districts are served by the Sturgeon Point Plant. In order to serve the town, water from the Sturgeon Point Plant must travel through more than 11 miles of water mains. The Town has a 20 year agreement with ECWA to supply water to the Town. That agreement was signed in August of 1990 and expires in 2010.
Source Evaluation The following information was collected from Mr. Wes Dust, P.E. (Executive Engineer) of the Erie County Water Authority in July 2008. • Sturgeon Point Plant Capacity 90 MGD • Van De Water Plant Capacity 49 MGD • System wide average Day 74.8 MGD • System wide maximum Day 124.7 MGD • Hanover Water Districts can only be served by the Sturgeon Point Plant as the Van De Water Plant is not capable of serving this area. • Coagulation basins at Sturgeon Point are currently being rehabilitated. • Plant has generators for emergency power.
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• Transmission mains serving Hanover begin as 42‐inch mains than progress to 24‐ inch, and 16‐inch, then to 12‐inch at the interconnect. • The transmission main follows Route 5 to Erie Road, then under Cattaraugus Creek, down Buffalo Road to Main Street, then down Route 5&20 to Hanford Road, and then down Blanding Road.
Source Needs None identified
Source Capital Improvements None identified
Source Operation and Maintenance None identified
TREATMENT PLANT
Treatment Plant Description Hanover has their own gas chlorination treatment plant to re‐chlorinate the water that is received from Erie County so that the chlorine remains at acceptable levels throughout Hanover's system. The chlorinators are located in the maintenance building that is adjacent to the water tower. In the summer approximately 240,000 gallons of water flow through the interconnect and get re‐treated, in the winter the average consumption is 120,000 GPD.
Treatment Plant Evaluation 2007 Sanitary Survey (CCDOH, 2007) Requirements: • Ventilation fan in gas chlorination room is currently switched on manually and must be activated automatically upon opening the door.
Recommendations: • None
Treatment Plant Needs The only improvement needed is to change the ventilation fan in the gas chlorination room so that it turns on automatically when the door is opened.
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Treatment Plant Capital Improvements (costs not determined) Rewiring chlorine fan $ ? Total Capital: $?
Treatment Plant Operation and Maintenance None identified
FINISHED WATER STORAGE
Water Storage Description The Town of Hanover has one elevated water storage tank which holds 500,000 gallons of storage. The tank was built in 1989. Water entering the tank is re‐chlorinated.
Water Storage Evaluation The storage tank holds approximately two average day's volume of water based on summer demand, in the winter it is 4 days worth of storage.
2007 Sanitary Survey (CCDOH, 2007) Requirements: • None
Recommendations: • Inspect and clean the storage tank. • Re‐line the tank if necessary.
Water Storage Needs The storage tank must be inspected, then cleaned and relined as necessary.
Water Storage Capital Improvements (costs not determined) Inspecting, Cleaning and Relining tank as necessary $ ? Installation of a pressure‐reducing valve (PRV) near the base of tower $ ? Changing all meters to radio read units $ ? Total Capital: $?
Water Storage Operation and Maintenance None identified
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DISTRIBUTION SYSTEM
Distribution System Description A large percentage of the water mains that serve the town are made of cast iron and are approximately 70 years old. Newer mains that have recently been installed are made of PVC and ductile iron.
Distribution System Evaluation In 2005 the 16‐inch and 12‐inch transmission mains from the storage tank and the 10‐ inch main that feeds the Sunset and Hanford Bay systems were replaced, and approximately 41,000 feet of cast iron mains were cleaned and relined with cement. • Water mains are flushed twice per year. • Water meters are calibrated or replaced yearly • 8% of water received from ECWA is unaccounted for • Valves are exercised yearly • All main valves in the system were replaced in 2005
2007 Sanitary Survey (CCDOH, 2007) Requirements: • The town must enforce the cross connection control ordinance. • A survey must also be conducted to determine which facilities need a cross connection control device. All records for each backflow prevention device that is installed in the system must be maintained by the town. • The town must ensure that each device is tested annually.
Recommendations: • None
Distribution System Needs The CCDOH recommends that the town continue to maintain the system as they have been by flushing mains, exercising valves and regularly refurbishing or replacing meters.
Distribution System Capital Improvements None identified
Distribution System Operation and Maintenance None identified
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REFERENCES
Chautauqua County Health Dept. 2007. Annual Inspection and Sanitary Survey Report.
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SECTION 7 Town of Ripley Water District
TREATMENT PLANT
SOURCE TOWN OF RIPLEY WATER DISTRICT
INTRODUCTION AND DEMOGRAPHICS
The Town of Ripley Water District water treatment plant serves approximately 1500 people through a total of 510 service connections. All customers are within the Town of Ripley
Ripley’s water treatment plant uses a unique slow sand filtration process to treat water from both Belson Creek and the Alfred Reservoir.
WATER SOURCE
Source Description The primary source of water for the Ripley Water District is Belson Creek. Stream flow from the creek is diverted to the town's 20 MG Alford Reservoir, which has no other inflow and acts as a sedimentation basin. Water is diverted from the creek by a 36‐inch perforated reinforced concrete intake pipe to a 36‐inch brick lined tunnel that conveys the water to the reservoir. The tunnel is approximately 800 ft long and was built in 1895. The Alford Reservoir was built in 1950. All water flow from the creek to the reservoir is by gravity, no pumping is necessary. During periods of high creek turbidity, the intake is shut down to protect the water quality in the reservoir.
The flow of main channel of Belson Creek is in a southwesterly direction, parallel with the shore of Lake Erie, which is very unusual. Most streams drain perpendicular to the lake's shoreline. However the creeks feeding the main channel are all perpendicular to the lake’s shoreline. The watershed above the Belson Creek intake has an area of approximately 5.6 square miles. The village owns 87 acres (0.1 square miles) of land in the watershed.
Source Evaluation • The current capacity of the Alford Reservoir is not known, only the original design capacity (20 MG). Infilling of the reservoir has been cited by R&D Engineering (1988) as a problem. The current capacity needs to be measured to determine the amount of sedimentation that has occurred. • The dam and intake structure in Belson Creek are in poor condition and must be replaced.
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• The stream gradients for Belson Creek range from 1.5% for the main channel to between 3.5 and 7.3% in its north flowing tributaries. The steep gradients of the tributaries can cause stream erosion and turbidity problems in the creek. • The 36‐inch brick lined tunnel from the creek to the reservoir is 113 years old and must be inspected and evaluated. It will likely need to be replaced. • NYSDEC dam inspection reports indicate that the Alford Reservoir is a Class B Intermediate Hazard dam. o The reservoir dam requires maintenance on the downstream slope. o The condition of the diversion dam in Belson Creek is deteriorating and needs to be evaluated by an engineer to for its reconstruction (Photo 7.1 – 7.2).
Source Needs The current capacity of Alford reservoir should be determined and compared to the original capacity to assess reservoir sedimentation and determine if dredging is necessary. The dam in Belson Creek and associated intake structure that funnels water to the reservoir are in poor condition and need to be replaced.
Source Capital Improvements (costs not determined) Survey capacity of Alford Reservoir $ ? Replace Belson Creek dam and intake structure $ ? Inspect 36‐inch tunnel ‐ replace as needed. $ ? Total Capital: $ ?
Source Operation and Maintenance • Inspect and maintain dam and intake. • Inspect dam by P.E. every two years. • Provide for and demonstrate financial assurance to protect life, property or natural resources.
TREATMENT PLANT
Treatment Plant Description The slow sand filtration plant that serves the town was completed in October 1990. The plant was designed to treat a maximum of 350,000 GPD. In 2007 the plant produced an average of 107,301 GPD.
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The water being treated by Ripley’s treatment plant flows by gravity feed from the Alford Reservoir. The water then flows through the treatment plant entirely by gravity. Slow sand filters remove turbidity and other particulates from the water. Then it is treated with chlorine and flows to the storage tank. The distribution system that serves the town is fed entirely by gravity.
The slow sand filter treatment that is used by this plant is unique in that no chemical coagulants are needed to pre‐treat the water before filtration. Slow sand filtration rates can be as much as 50 times slower than conventional filtration rates, and slow sand filtration is only feasible when raw water turbidities are low and fluctuate very little. Slow sand filtration works for the town of Ripley because of the low turbidity and consistent water quality provided by their reservoir, and because they had the space required to build slow sand filters which are much larger than conventional filters.
Treatment Plant Evaluation Comprehensive Performance Evaluation – This is the only municipal surface water supply where a Comprehensive Performance Evaluation was not completed by the NYSDOH.
2007 Sanitary Survey The following are requirements and recommendations from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • The chlorine gas treatment room must have an automatic ventilation system.
Recommendations: • None.
Treatment Plant Needs The chlorine room in the water treatment plant must have an automatic ventilation system installed in order to be in compliance with state and federal standards. There are no other improvements to the plant that are required. If the Town wishes to expand their service to more customers additional filters would have to be added.
Treatment Plant Capital Improvements (costs not determined) Automatic chlorine ventilation $ ? Total Capital: $ ?
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Treatment Plant Operation and Maintenance None identified
FINISHED WATER STORAGE
Water Storage Description The Town of Ripley installed a new 575,000 gallon storage tank in 2004.
Water Storage Evaluation • The new tank provides 5.4 days of storage which exceeds requirements. • The new storage tank created an increase in pressure in the distribution system, which caused many water main breaks immediately after the tanks was placed on‐line.
2007 Sanitary Survey The following are requirements and recommendations from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • None.
Recommendations: • None.
Water Storage Needs The storage tank is new and does not need any improvements to comply with state standards.
Water Storage Capital Improvements None identified
Water Storage Operation and Maintenance None identified
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DISTRIBUTION SYSTEM
Distribution System Description The entire distribution system is gravity fed. Approximately 60% of the water mains are old asbestos cement pipes. These pipes are deteriorating, and undersized.
Distribution System Evaluation • Only about 10% of the water produced is unaccounted for. • Not all valves in the system are operational. • System is flushed twice per year. • Average pressure in system is 100psi.
2007 Sanitary Survey The following are requirements and recommendations from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • None
Recommendations: • Prepare a plan to replace the old, deteriorated, and undersized cast iron and cement asbestos water mains.
Distribution System Needs The distribution system is comprised of approximately 60% cast iron and cement asbestos water mains. Many of these mains are deteriorated and undersized. The town must plan for their replacement.
Distribution System Capital Improvements (costs not determined) Replace water mains $ ? Total Capital: $ ?
Distribution System Operation and Maintenance None identified
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REFERENCES
R&D Engineering. 1988. Water Treatment Plant and Evaluation Study, Town of Ripley, NY.
Chautauqua County Health Dept. 2004‐2007. Annual Inspection and Sanitary Survey Reports.
Chautauqua County Health Dept. 1994. Safe Yield Study of Belson Creek.
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Photo 7.1: Right abutment of Belson Creek diversion dam.
Photo 7.2: Intake to reservoir when there is no flow in the creek.
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SECTION 8 Village of Silver Creek
VILLAGE OF SILVER CREEK
INTRODUCTION AND DEMOGRAPHICS
The Village of Silver Creek water system serves approximately 2,700 people. The village also serves 300 people outside of the village boundaries. There are a total of 1500 service connections served by the village, all of which get their water from the Erie County Water Authority (ECWA). Erie County Water Authority serves a total of approximately 157,000 customers.
The village receives water from ECWA, uses chlorinators to maintain safe chlorine residuals throughout their system, and storage tanks to ensure that the system has adequate water quantity and pressure.
WATER SOURCE
Source Description The Erie County Water Authority uses Lake Erie as their source of water. Lake Erie is a reliable source of good quality water for use as a water supply. ECWA has two treatment plants, Sturgeon Point, and Van De Water. The Village of Silver Creek is served by the Sturgeon Point Plant. In order to serve the village, water from the Sturgeon Point Plant must travel through more than 14 miles of water mains. The village has a 20 year agreement with ECWA to supply water to the village. That agreement was signed in February 1991 and expires in February 2011.
Source Evaluation The following information was collected from Mr. Wes Dust, P.E. (Executive Engineer) of the Erie County Water Authority in July 2008. • Sturgeon Point Plant Capacity 90 MGD • Van De Water Plant Capacity 49 MGD • System‐wide average Day 74.8 MGD • System‐wide maximum Day 124.7 MGD • The village can only be served by the Sturgeon Point Plant; the Van De Water Plant is not capable of serving this area. • Coagulation basins at Sturgeon Point are currently being rehabilitated. • Plant has generators for emergency power. • Transmission mains serving Silver Creek begin as 42‐inch mains than progress to 24‐inch, and 16‐inch, then to 12‐inch at the interconnect.
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• The transmission main follows Route 5 to Erie Road, then under Cattaraugus Creek, down Buffalo Road to Main Street, then down Route 5&20 to Hanford Road, and then down Blanding Road.
Source Needs None identified
Source Capital Improvements None identified
Source Operation and Maintenance None identified
TREATMENT PLANT
Treatment Plant Description Silver Creek has three liquid chlorination treatment plants to re‐chlorinate the water that is received from Erie County so that the chlorine remains at acceptable levels throughout Silver Creek's system. One chlorinator is located in the Blanding Road Pump Station, one at the Hanover Road storage tank dan the last at the Drake Avenue Tower. Typically the chlorinators are only needed from May until December, the rest of the year the residuals are high enough in the water received from ECWA that the village does not need to chlorinate. On average the village uses 235,000 gallons of water per day.
Treatment Plant Evaluation 2007 Sanitary Survey (CCDOH, 2007) Requirements: • None
Recommendations: • An asset management plan should be completed for the entire water system
Treatment Plant Needs None identified
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Treatment Plant Capital Improvements None identified
Treatment Plant Operation and Maintenance None identified
FINISHED WATER STORAGE
Water Storage Description The Village of Silver Creek has a total of 1.4 MG of storage in two tanks. The Hanover Road storage tank is a 1 MG concrete tank that was built in 1991, and the Alfred Heights water tower is a 400,000 gallon elevated tank that was built in 2003.
Water Storage Evaluation The two tanks combined hold approximately 9 days of storage which exceeds current engineering design standards. Hanover Road storage tank: • Has never been inspected or cleaned • Paint is showing signs deterioration
Alfred Heights Tank: • Is new and in good condition • Control issues that existed when the tank was first put on line have been corrected.
2007 Sanitary Survey (CCDOH, 2007) Requirements: • Inspect, clean and possibly repaint the Hanover Road tank and Drake Avenue Tower
Recommendations: • An asset management plan should be completed for the entire water system
Water Storage Needs The Hanover Road storage tank and Drake Avenue Tower must be inspected, then cleaned and repainted as necessary.
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Water Storage Capital Improvements Inspecting, Cleaning and Repainting tank and tower as necessary $5,180 Total Capital: $5,180
Water Storage Operation and Maintenance None identified
DISTRIBUTION SYSTEM
Distribution System Description Approximately half of the water mains in the village are 50 years old or older, and the other half are 10 years old or newer. The majority of the mains are made of ductile iron, with a few galvanized mains.
Distribution System Evaluation • Water mains are flushed once per year • Water meters are mostly 15 years old or older • 12% of water received from ECWA is unaccounted for • Not all valves work and none of them are exercised on a regular basis • Average distribution system pressure is 85 psi • The following areas have 4‐inch water mains with fire hydrants: Knight St., Ward Ave., Spaulding St., Bayview Ave., Adams St., Maple Ave., Rumsey St., Lake Ave. Ext., Front St., and Beechview. Recent testing by TVGA (2008) shows these lines are “in poor condition and they are below the minimum fire flow standards.” • Old Main Road is served by two 2‐inch galvanized mains
2007 Sanitary Survey (CCDOH, 2007) Requirements: • None
Recommendations: • An asset management plan should be completed for the entire water system that includes a plan to replace all of the 2‐ and 4‐inch mains in the system. These mains do not meet current design standards which state that the minimum size of water mains which provide for fire protection and serve fire hydrants shall be six inches in diameter.
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Distribution System Needs Several areas of the distribution system are comprised of 4‐inch mains and one of 2‐inch mains. These mains are under‐sized; therefore, the village must develop a plan to replace these areas of the distribution system.
Distribution System Capital Improvements (costs not determined) Replacement of all 2‐ and 4‐inch water mains $ ? Total Capital: $ ?
Distribution System Operation and Maintenance None identified
REFERENCES
Chautauqua County Health Dept. 2007. Annual Inspection and Sanitary Survey Report.
TVGA Consultants. 2008. Distribution System‐Selected Area Hydrant Flow Testing Village of Silver Creek, New York.
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SECTION 9 Village of Westfield
TREATMENT PLANT
SOURCE VILLAGE OF WESTFIELD
INTRODUCTION AND DEMOGRAPHICS
The Village of Westfield water treatment plant serves approximately 3,481 people within the village and 540 people outside the village. There are a total of 1,764 service connections to the Westfield water system (Cardy, 2008).
The Village of Westfield's Water Treatment Plant uses conventional filtration to treat water from the Minton Reservoir and Chautauqua Creek.
WATER SOURCE
Source Description The village water needs are served by an upland reservoir which is augmented by pumping from Chautauqua Creek. The Minton Reservoir is fed by two small north flowing tributary streams (East and West Branches). The reservoir was constructed in 1939 and outlets to Minton Creek, a tributary to Chautauqua Creek that flows to Lake Erie. The Minton Reservoir is of the flow‐through type and has a concrete spillway. The original capacity of the reservoir was 45 MG, but was increased to 50 MG in 1962 by raising the spillway. Dredging in 1992 reportedly increased its capacity to 55 MG (Boria and Wilson, 1999). A low‐flow diversion dam in Chautauqua Creek diverts water into a pump station, which can pump nearly 1 MGD into the reservoir. Chautauqua Creek water is typically pumped into the reservoir from May to November; however pumping is discontinued during storm events due to poor water quality (high turbidity). Because of its small size and low water yield the Minton Reservoir cannot meet the village's water demands in the summer and fall without pumping from the creek.
The watershed draining to Minton Reservoir is approximately 1.2 square miles. The Chautauqua Creek watershed above the low flow diversion dam is approximately 26.8 square miles (Mentley, 2003). It extends south to the edge of the Allegheny Plateau in the Mayville and Sherman areas. The village owns over 1,600 acres (2.5 square miles) of land within the watersheds.
Source Evaluation • The Minton Reservoir is suffering from sedimentation and infilling. Sediment carried by the East Branch tributaries also causes excessive turbidity in the reservoir making treatment difficult at times. There are no recent measurements of reservoir capacity.
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• Large deposits of sediment (deltas) have accumulated at the mouths of each stream that enters the reservoir (Wilson and Shermet, 2005). These are exposed when the reservoir is low (Photo 9.1). The deltas are evidence that significant erosion and sediment transport are occurring in the tributaries that feed the reservoir. • There is one large landslide mass and several smaller ones present in the watershed, although not to the extent seen in Brocton (Wilson and Shermet, 2005). • The stream gradients of the main stream channels that feed the reservoir are steep, ranging from 4.7 to 8.5%. This is one cause of the erosion problem. • A portion of the East Branch of the creek was stabilized with gabion baskets in 1993 to help prevent erosion. • Chautauqua Creek is a very important water source for the village. However pumping from the creek during dry periods reduces downstream flow significantly below the diversion dam. Further study needs to be done to determine if this is having a negative effect on stream ecology. There have been several proposals to monitor creek flow above and below the diversion dam to evaluate creek flow, but none have been pursued. • Chautauqua Creek cannot be used during storm periods due to its extremely high turbidity. • Access to the diversion dam and pump station for inspection is difficult, even by four‐wheel drive vehicle. • The village recently completed a project to pipe all water used to backwash the filters to the wastewater treatment plant. Prior to this the backwash water flowed into Chautauqua Creek, and likely impacted the ecology of the stream. This project was required by a DEC compliance order. • The Minton Reservoir can be impacted by drought, especially in late summer‐ early fall when grape processing is in full production. Assuming all of the water in the reservoir is available for use by the village and no inflow, it provides a maximum of only 83 days of water. Fortunately, pumping from Chautauqua Creek has allowed the village to avoid an emergency. • JR Engineering (1993, 1994), while engaged as the village's engineer, recommended that source capacity be increased by raising the spillway and portions of the dam 3 feet. They state that "It is clear that long term planning for this water system must include upgrading the source and supply system to provide for drought conditions." • NYSDEC dam inspection reports indicate that the Minton Reservoir is a low risk dam, based on the potential impact to life and property should the dam fail.
o There is seepage at the toe of the dam that should be monitored.
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o The concrete is deteriorated on the downstream side of the weir and on the spillway channel walls (Photo 9.2).
Source Needs In order to protect the reservoir from further sedimentation and increase its capacity, the village should dredge the mouths of the creeks where they enter the reservoir and install two sedimentation basins. These basins would be located in the two creeks, upstream of the reservoir and will trap sediment before it reaches the reservoir. The village should also plan to increase the reservoir capacity. The geology of these watersheds and steep stream gradients create significant long‐term challenges for use as a water supply. Solutions to these problems should address both the cause (stream erosion) and the symptoms (turbidity and sedimentation). However, the cause could be ignored with greater reliance placed on maintenance and improved water treatment processes.
Source Capital Improvements Dredge deltas in Minton Reservoir1 $488,000 Install two sedimentation basins1 $143,000 Increase reservoir capacity (raise dam) $? Stabilize Minton Creek above reservoir2 $1.6 M Total Capital: $2.23 M +
1Based on estimates by Village of Brocton engineer, Nussbaumer & Clarke, Inc. (2008) 2Based on stream bank stabilization report by Wilson and Shermet, 2005.
Source Operation and Maintenance • Clean out sedimentation basin – yearly • Inspect, repair and replace stream bank structures
TREATMENT PLANT
Treatment Plant Description The original water treatment plant was constructed in 1950. The major treatment components were abandoned in 1995 when three Trident Microfloc package plants were installed to replace the old system. The new plant was designed to treat a maximum of 1.6 MGPD.
Two 50 horsepower variable speed pumps (also new in 1995) pump water from the intake (which is a single inlet about 9 feet from the bottom of the reservoir) to the plant.
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Chemicals are added to aid in coagulation then the water flows to the package treatment plants. The package plants consist of up flow clarifiers, and filters. After filtration the water is chlorinated for disinfection, fluoride is added to help prevent tooth decay, and then orthophosphate is added for sequestering. The water then enters the first clearwell underneath the plant, and then flows to the second clearwell which is underground outside the plant. During 2007 the plant produced an average of 663,500 GPD, with a maximum of 1.57 MGPD during grape harvesting season in the fall.
Treatment Plant Evaluation • Plant can not adequately treat raw water with high turbidities. • High turbidity in finished water has cause violations and boil water orders as recent as March 2007.
1998 Comprehensive Performance Evaluation (Brandt, 1998) The CPE contains mostly recommendations to improve operation and maintenance of the plant, not recommendations to make structural or treatment equipment changes because the plant was relatively new. • Add one or two additional intakes in the reservoir for greater flexibility • Install controls to allow variable rate backwash. • Install piping to allow filters to be backfilled after cleaning to minimize air binding. • Clean filter media in caustic soda annually. • Extend the duration of backwash to minimize formation of mudballs and improve quality of filtered water. • Increase filter‐to‐waste time. • Raised curbs 3‐4 inches high should be installed around the hatches to the clearwell located in the basement. • An eyewash and shower must be installed near the fluoride system. • All chemicals should be fed on a flow‐proportioned basis.
2007 Sanitary Survey The following are recommendations for the water treatment plant from the 2007 Sanitary Survey (CCDOH, 2007): Recommendations: • A detailed operation and maintenance manual for the water system should be developed. • The clearwell should be inspected every 5‐7 years.
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Treatment Plant Needs The water treatment plant should be capable of treating raw water with high turbidities, or more work should be done in the watershed to prevent turbid water from reaching the reservoir.
Treatment Plant Capital Improvements (costs not determined) Replace Filter Media $ ? Install Polishing Filter $ ? Total Capital: $ ?
Treatment Plant Operations and Maintenance None identified
FINISHED WATER STORAGE
Water Storage Description Westfield's finished water storage begins with a 70,000 gallon below ground clearwell which provides water to the plant and one additional customer. Water flows from the first clearwell through a 12 inch diameter pipe to a second below ground clearwell with a capacity of 1.5 MG. There is also 2 MG of storage at the Woodrick tank.
Water Storage Evaluation • The two clearwells contain a total of 1.57 MG or 2.3 days of storage which meets minimum requirements. • Woodrick Tank was not included in this calculation due to operational issues. • All water flows from the two clearwells to the village by gravity.
2007 Sanitary Survey The following are requirements and recommendations for the finished water storage from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • The 2 MG Woodrick storage tank must be inspected and cleaned in 2008. Additional steps must be taken to prevent further deterioration. • Due to water system pressures and demands, the water in the Woodrick tank can sit stagnant for months at a time. Therefore, the village must make physical and operationsal changes by June 2009.
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Recommendations: • A dual acting pressure reducing valve on the transmission main from the treatment plant should be installed to help turn water over in the Woodrick tank.
Water Storage Needs The Woodrick storage tank must be inspected and cleaned and brought into proper operational status. By improving its operability, the village will experience the following benefits: • Maintenance on the transmission main from the treatment plant could be done without losing water service to the village. • The tank would add redundancy in storage and allow for maintenance to the treatment plant and/or clearwell, and • During high turbidity events, the treatment plant could be shut down.
Water Storage Capital Improvements (costs not determined) Upgrade Woodrick Storage Tank $ ? Total Capital: $ ?
Water Operation and Maintenance None identified
DISTRIBUTION SYSTEM
Distribution System Description The Village distribution system contains more than 31 miles of water mains.
Distribution System Evaluation • Mains are flushed twice per year. • Meters are replaced every 3 years. • Pressure is more than adequate. • 15% of the water produced is unaccounted for. • Not all valves work • Valves only exercised when there is a break. • Approximately 60% of these mains are more than 50 years old. • Another 11% of mains are between 25 and 50 years old.
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2007 Sanitary Survey The following are requirements and recommendations for the distribution system from the 2007 Sanitary Survey (CCDOH, 2007): Requirements: • An alarm system with autodialing capabilities must be installed at the Bliss Street Pump Station. • Regularly test and calibrate all meters larger than 1‐1/2 inches.
Recommendations: • Due to recent breaks in the 16‐inch transmission main from the treatment plant and the potential poor quality of the ductile iron pipe used when it was installed, the village should add a second (redundant) main that is more accessible for repairs. • Pressure transducers should be installed at the Bliss Street Pump Station to control the variable frequency drives. • The clearwells should be inspected every 5 years. • A detailed operational and maintenance plan for the entire water system should be developed.
Distribution System Needs The 16‐inch transmission main from the treatment plant and piping in the Bliss Street Pump Station should be replaced. The village should continue to reduce the unaccounted‐for‐water by performing leak detection surveys and regularly test and calibrate all meters larger than 1‐1/2 inches.
Distribution System Capital Improvements1 Replace 12,500 feet of 16‐inch ductile iron transmission main $1.15 M Total Construction Cost: $1.15 M
Engineering, Legal, Financing, Misc @ 25% $287,500 Total Project Cost*: $1.44 M
1Determined by CCDOH, MRB Group Engineering, 2007 Water System Bid Items Statistics Report (additional 15% for 2008 costs)
*Note: This does not include additional costs that are associated with 2 deep creek crossings (Chautauqua Creek and Little Chautauqua Creek), which could be very significant.
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Distribution System Operation and Maintenance None identified
REFERENCES
Boria, W. and M. Wilson. 1998. Investigation of Drinking Water Turbidity and Reservoir Sedimentation, Brocton, NY. SUNY Fredonia.
Boria, W. and M. Wilson. 1999. Turbidity Remediation at Source Area and Treatment Plant, Westfield, NY (in NYS Geological Association 71st Annual Meeting, Filed trip Guidebook). SUNY Fredonia.
Brandt, E. 1998. Final Report on the Comprehensive Performance Evaluation of the Village of Westfield Water Filtration Plant. New York State Department of Health.
Cardy, W. 2008. Personal Communication.
Chautauqua County Health Dept. 2007. Annual Inspection and Sanitary Survey Report.
JR Engineering. 1993. Water Supply and Treatment Report for Village of Westfield, New York.
JR Engineering. 1994. Addendum to Water Supply and Treatment Report for Village of Westfield, New York.
Mentley, B. 2003. Village of Westfield Management Area Surveillance Zones GIS. Chautauqua County Soil & Water Conservation District.
Nussbaumer & Clarke, Inc. 2006. Preliminary Engineer's Report for Reservoirs, Water Treatment Plant, and Finished Water Storage for the Village of Brocton, NY.
Nussbaumer & Clarke, Inc. 2008. (Updated Costs) Preliminary Engineer's Report for Reservoirs, Water Treatment Plant, and Finished Water Storage for the Village of Brocton, NY.
Wilson, M. and D. Shermet. 2005. Report on Village of Westfield Water Supply Turbidity. SUNY Fredonia.
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Photo 9.1: Sediment accumulated in a delta at Minton Reservoir. Photo taken by M. Wilson when reservoir was low.
Photo 9.2: Deteriorated concrete on dam spillway.
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SECTION 10 Private Water Issues
PRIVATE WATER ISSUES
Many areas of Northern Chautauqua County not served by municipal systems have limited water supply or poor quality water. That is because there are few significant groundwater aquifers that can provide enough water to meet private water supply needs through drilled wells. This has forced many homeowners on private water to develop shallow dug wells or use ponds for water supply. Where groundwater is available, much of it is of poor quality. To help evaluate this situation, the Health Department turned to the Town of Pomfret.
In 2007 the Town of Pomfret engaged the Engineering firm of Wendel Duscherer to complete a survey of homeowners in the town who did not have public water. Questions were asked about the construction of their well, the quality and quantity of their water, the costs of maintaining their well and whether or not they would be interested in having a town wide water district formed so that they could eventually receive public water. Health Department experience has shown that areas in each of the towns along the Lake Erie Plain have the same problems quantified in the Wendel report.
Included below are the statistics from their report with comments on their significance. Over 450 surveys were mailed out and over 200 responses were received. Responses indicate:
• 19% of wells in this area are less than 25 feet deep, therefore extremely susceptible to contamination. (Shallow wells located less than 200 feet from a surface water such as a pond, steam, or lake are vulnerable to surface water contamination.) • 38% of private wells in this area are between 25 and 50 feet deep, therefore moderately susceptible to contamination. • 35% of estimated that their annual costs to maintain their water system were between $200 and $500 dollars per year • 15% estimated that their costs exceeded $500 per year. (This is comparable to costs for public water.) • 70% of households surveyed were interested in receiving public water. • 74% of those surveyed were willing to pay higher fees for public water. • 38% indicated that they had problems with their water supply. • 45% of those who responded did not have enough water during certain times of the year. The lack of water ranged from severe, where the well went totally dry, to a nuisance were they just experienced low pressure. • 41% of those who responded complained of problems with the quality of their water including: o High hardness o Rotten egg smell (sulfur odor) o Bad taste
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o Sediment in the water o Salty flavor o Stains on fixtures and clothing (iron and manganese) o Water gets dirty/cloudy after it rains, (most likely caused by surface water entering the well). o Water is not drinkable, buy bottled water.
These survey results show there are significant problem with private water supplies in Northern Chautauqua County.
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SECTION 11 List of Commonly Used Acronyms
LIST OF COMMONLY USED ACRONYMS
AWWA: American Water Works Association.
CCDOH: Chautauqua County Department of Health.
CPE: Comprehensive Performance Evaluation. These thorough inspections were performed by the state health department in the late 1990's. They were done on all surface water treatment plants.
CT: The product of the free residual disinfectant concentration (C) and the corresponding disinfectant contact time. Must meet state minimum standards.
DEC or NYSDEC: New York State Department of Environmental Conservation.
EPA: Environmental Protection Agency. Federal agency which regulates public drinking water supplies.
GAC: Granular Activated Carbon. Commonly used a filter media to help remove tastes and odors from water.
GPD: Gallons per day
HDPE: High Density Polyethylene, a type of plastic.
HVAC: Heating, ventilation, and air conditioning.
M: Millions, dollars, gallons, etc.
MCL: Maximum Contaminant Level. The maximum permissible level of a contaminant in water which is delivered to any user of a public water system.
MG: Million gallons
MGD: Million gallons per day
NYSDOH: New York State Department of Health
PACL: Poly aluminum chloride. Used as a coagulant.
PSI: Pounds per square inch. A measure of pressure.
PVC: Poly Vinyl Chloride. Type of plastic used to make pipes.
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SCADA: Supervisory Control and Data Acquisition. A computer monitored alarm, response, control and data acquisition system used to monitor treatment plant operations, storage tank levels, pressure in system etc.
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