PER Draft-Final to Client (11-2-2020) Final

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TABLE OF CONTENTS

LIST OF TABLES ......................................................................................................... II LIST OF FIGURES ...................................................................................................... III SECTION 1 PROJECT OVERVIEW ................................................................................ 1

GENERAL .......................................................................................................................................................... 1

PROJECT DESCRIPTION .................................................................................................................................. 1

PROJECT GOALS .............................................................................................................................................. 4

SECTION 2 PROJECT PLANNING ............................................................................... 5 EXISTING WATER SUPPLY SYSTEM DESCRIPTION....................................................................................... 6

SECTION 3 NEED FOR PROJECT (NEEDS ANALYSIS) ................................................. 9 HEALTH AND SANITATION ............................................................................................................................ 9

CONDITION AND CAPACITY OF EXISTING WATER MAINS ....................................................................... 10

SECTION 4 ALTERNATIVES ANALYSIS ..................................................................... 10 ALTERNATIVE 1 – DO NOTHING APPROACH ............................................................................................. 10

ALTERNATIVE 2 – NEW 8-INCH WATER MAINS AND NEW 6-INCH WATER MAIN .................................. 11

ALTERNATIVE 3 – NEW 8-INCH WATER MAINS .......................................................................................... 13

SECTION 5 PROPOSED PROJECT (RECOMMENDED ALTERNATIVE) ....................... 15

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LIST OF TABLES Table 1: Existing Water Main Conditions in Project Area .............................................................................. 9 Table 2: Alternative 2 Water Main Improvements ....................................................................................... 13 Table 3: Alternative 3 Water Main Improvements ....................................................................................... 14 Table 4: Planning Level Construction Cost Estimate ................................................................................... 17

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LIST OF FIGURES Figure 1: Project Locus Map .............................................................................................................................. 3 Figure 2: Project USGS Map .............................................................................................................................. 4

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SECTION 1 PROJECT OVERVIEW GENERAL On behalf of the Town of Winchester, Connecticut (Town) and the Winsted Water Works (WWW), Environmental Partners (EP) has prepared this Preliminary Engineering Report (PER) for the proposed water distribution system improvements in downtown Winsted. The Town has been approved for funding of this project through the Drinking Water State Revolving Fund (DWSRF) program as administered by the Connecticut Department of Public Health (CTDPH). The recommended water main improvements will replace aging infrastructure, increase fire flow protection and improve water quality. By implementing this project, the Town will improve water supply reliability to the customers in the downtown Winsted area while also protecting public health.

The DWSRF Program requires that the Town prepare this PER as the initial stage of the funding process. EP contacted the CTDPH to discuss the project and their requirements as documented in the attached Engineering Report Application Checklist. CTDPH developed this checklist and oversees the program. EP has prepared this report using information collected during site visits, discussions with town personnel, and as contained in the following reports:

Water Distribution System Hydraulic Model Report – Revised December 2000 Water Supply Plan – Revised July 2008

EP reviewed the Town’s 2008 Water Supply Plan (WSP) Update to develop a more in-depth understanding of the water distribution system, consisting of approximately 40 miles of water main piping.

PROJECT DESCRIPTION For this project the Town intends to replace approximately 4,000 linear feet of water main in the downtown portion of the distribution system due to aging infrastructure in the area. In this area the Town has experienced frequent breaks and water quality issues due to the age and significant corrosion of the cast iron pipes. The Town also believes they are likely to have lead service connections within this section of the system. Figure 1 provides a locus plan of the project area and Figure 2 includes the United States Geological Survey (USGS) map of the project area. Both figures highlight the pipes to be replaced and the project limits in red, and also illustrates the streets and the proposed water main improvements.

State Hwy 8

US H

wy 44

Main St

Oak

St

State Hwy 183

Wal

nut S

t

N M

ain

St

Prat

t St

Elm

St

Colony D

r

S Main St

Willow St

Flor

ence

St

Holabird Ave

Glendale Ave

Bird

sall

St

Wetmore Ave

Whiting St

Spe

ncer

St

Rockwell St

Wallens St

High St

Maple St

Hinsdale Ave

Gilb

ert A

ve

Nanni Dr

Bridge S

t

Prospect St

Stan

ton

Ave

Row

ley

Rd

Maloney C

t

Rock St

Hillside Ave

Whe

eler

St

Bent

on S

t

Whi

te S

t

Willi

ams

Ave

Grove St

Che

stnu

t St

Frui

t St

Par

k P

l

Rowley

St

Wal

dron

St

Cres

cent

St

Bank St

Royer St

Cas

e Av

e

Oakdale Ave

Bake

r St

Par

k P

l W

Gay St

E Mountain Ave

Upson Ave

Center St

New Hartford RdS

penc

er H

ill R

d Horne A

ve

Orchard S

t

Lewis St

Munro Pl

Hurlbut St

Cot

tage

St

Beach St

Man

ches

ter H

ts

Cro

wn

St

Perkins St

Mountain Ave

Old New Hartford Rd

Lovely St

Uni

on S

t

Riv

er E

dge

Dr

Woodruff Ave

Ham

mil D

r

Hinsdale Dr

Torri

ngto

n R

d

Brook St

Moore Ave

Alle

n St

Hill St

Finn St

Charles S

t

Palmer Ave

Hicks St

Ash Rd

Adams St

Strong Ter

Fairview Ave

Berg St

Litchfield Ave

Gibbs St

Brookside Ave

Thibault Ave

Cedar Rd

Spruce St

Cherry St

Lincoln St

Torringford St

Centra

l Ave

Hom

e Pl

Gregory St

Curtice St

Fehr Ave

Hillside Pl

Cor

nelio

Ave

Gilb

ert A

ve E

xd

Parking Rd

Win

ches

ter A

ve

Kittredge Ln

Holabird Ave

Brid

ge S

t

Wallens St

Nanni Dr

Sta

nton

Ave

Gilb

ert A

ve

Gay St

Parking Rd

Figure #1 - Locus MapWinsted Water Works Main Improvements

Town of Winchester, CTOctober 20201 in = 900 feet

0 900450 Feet

±

PROPOSED 8" DI WATER MAIN- HOLABIRD AVENUE

PROPOSED 8" DI WATER MAIN- CENTER STREET

PROPOSED 8" DI WATER MAIN- CASE AVENUE

PROPOSED 6" DI WATER MAIN- GREENWOODS AVENUE

PROPOSED 6" DI WATER MAIN- THIBAULT AVENUE

State Hwy 8

US H

wy 44

Main St

Oak

St

State Hwy 183

Wal

nut S

t

N M

ain

St

Prat

t St

Elm

St

Colony D

r

S Main St

Willow St

Flor

ence

St

Holabird Ave

Glendale Ave

Bird

sall

St

Wetmore Ave

Whiting St

Spe

ncer

St

Rockwell St

Wallens St

High St

Maple St

Hinsdale Ave

Gilb

ert A

ve

Nanni Dr

Bridge S

t

Prospect St

Stan

ton

Ave

Row

ley

Rd

Maloney C

t

Rock St

Hillside Ave

Whe

eler

St

Bent

on S

t

Whi

te S

t

Willi

ams

Ave

Grove St

Che

stnu

t St

Frui

t St

Par

k P

l

Rowley

St

Wal

dron

St

Cres

cent

St

Bank St

Royer St

Cas

e Av

e

Oakdale Ave

Bake

r St

Par

k P

l W

Gay St

E Mountain Ave

Upson Ave

Center St

New Hartford RdS

penc

er H

ill R

d Horne A

ve

Orchard S

t

Lewis St

Munro Pl

Hurlbut St

Cot

tage

St

Beach St

Man

ches

ter H

ts

Cro

wn

St

Perkins St

Mountain Ave

Old New Hartford Rd

Lovely St

Uni

on S

t

Riv

er E

dge

Dr

Woodruff Ave

Ham

mil D

r

Hinsdale Dr

Torri

ngto

n R

d

Brook St

Moore Ave

Alle

n St

Hill St

Finn St

Charles S

t

Palmer Ave

Hicks St

Ash Rd

Adams St

Strong Ter

Fairview Ave

Berg St

Litchfield Ave

Gibbs St

Brookside Ave

Thibault Ave

Cedar Rd

Spruce St

Cherry St

Lincoln St

Torringford St

Centra

l Ave

Hom

e Pl

Gregory St

Curtice St

Fehr Ave

Hillside Pl

Cor

nelio

Ave

Gilb

ert A

ve E

xd

Parking Rd

Win

ches

ter A

ve

Kittredge Ln

Holabird Ave

Brid

ge S

t

Wallens St

Nanni Dr

Sta

nton

Ave

Gilb

ert A

ve

Gay St

Parking Rd

Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS,FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, EsriJapan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, andthe GIS User Community

Figure #2 - USGS MapWinsted Water Works Main Improvements

Town of Winchester, CTOctober 20201 in = 900 feet

0 910455 Feet

±

PROPOSED 8" DI WATER MAIN- HOLABIRD AVENUE

PROPOSED 8" DI WATER MAIN- CENTER STREET

PROPOSED 8" DI WATER MAIN- CASE AVENUE

PROPOSED 6" DI WATER MAIN- GREENWOODS AVENUE

PROPOSED 6" DI WATER MAIN- THIBAULT AVENUE

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Due to these concerns, the Town has proposed water main replacements in the following streets:

Center Street from Elm Street to Case Avenue, Greenwoods Avenue from Gay Street to Thibault Avenue Thibault Avenue from Elm Street to Greenwood Avenue, Case Avenue from Gay Street to Main Street, and Holabird Avenue from the edge of the bridge to Florence Street.

In December 2000 Lenard Engineering prepared a Water Distribution System Hydraulic Model report for the WWW, which included a computer model of the existing system. The report presented information about the system, documented various improvement scenarios and recommended necessary improvements. During this project the WWW identified high pressures within the downtown area that exceeded 100 pounds per square inch (psi). In the 2000 report the phase III improvements focused on the water mains north of Main Street, which contain unlined cast iron water mains of small diameters (4-inch and 6-inch). These pipes were constructed in the late 1800s and early 1900s and are most likely heavily corroded with significant interior tuberculation. As part of the phase III improvements, Lenard Engineering recommended that Greenwoods Avenue and Thibaut Avenue water mains be replaced due to their poor existing condition and high water pressures in the area.

PROJECT GOALS Based on the past studies (referenced above) and the concerns of the aging infrastructure, the Town has proposed this project to achieve the following goals.

Enhance water quality in the downtown Winsted area Replace aging and undersized infrastructure Ensure continuous water supply Provide adequate fire protection Limit potential water main breaks due to the existing pipe condition and high pressures Improve water service to the customers within the downtown service area

CASE AVENUE AT CENTER STREET

CENTER STREET AT GREENWOODS AVENUE.

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To meet these goals, the Town proposes the replacement of the existing cast iron pipes in the street listed above with new ductile iron water main. The new water mains will be sized to provide the needed fire flow as required by the Insurance Services Office (ISO) and limit potential leaks and breaks that will likely occur in the existing piping. Using information and data from past reports, EP has prepared Table 1 to further describe the existing cast iron water mains.

SECTION 2 PROJECT PLANNING As documented in Section 1, Figures 1 and 2 delineate the project and define the proposed water main improvements, which total about 4,000 linear feet.

Environmental Resources The Town is proposing to replace the existing pipes with new water main in the same trench while using temporary bypass piping to serve the affected customers during construction. Since the new ductile iron water mains will be installed in the same trench and in the downtown area, the construction will not affect any environmental resource areas.

To further mitigate potential disruption to the project site and surrounding areas, EP will include specifications for all necessary and required environmental protection and sedimentation/erosion control measures in the construction documents. The Town will also provide for construction inspection and oversight to ensure that the contractor follows these requirements and provides the proper protection for stormwater systems at the project site.

Population Trends The project site includes streets that are located in the downtown area, which have been previously developed. No anticipated new population growth is forecasted for this section of the town. According to census data the Town is actually experiencing a decrease in population, so future water demand increases are not expected.

The typical development of the Center Street area is a mix of commercial along with single and multifamily residential. All parcels have been previously developed with the area considered moderate density and there are no undeveloped parcels. The re-development potential for these properties is limited due to zoning regulations, which includes maximum density, limited building height and parking requirements for each building. Case Avenue parallels Main Street and has several larger buildings, which benefit from access to Center Street.

The typical development of Case Ave is commercial and multifamily residential. There is one parcel that is under used at the corner of Case Avenue and Gay Street. The road also serves as a major pass through to Gay Street and the higher development density on Gay Street. There is a potential for redevelopment.

Thibault Ave has a core of approximately six smaller, 2- to 4-unit multi-family homes and one small vacant parcel. The redevelopment potential for these properties is limited due to zoning regulations, which includes maximum density, limited building height, parking requirements for each building and a narrow road.

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Greenwoods Avenue has six to seven small, 2- to 4-unit multifamily homes with no undeveloped parcels. The redevelopment potential for these properties is limited due to zoning regulations, which includes maximum density, limited building height, parking requirements for each building and a narrow road.

Holabird Avenue is generally single family homes; however, there are some apartments associated with some homes. The redevelopment of these properties is generally limited by zoning regulations and the small parcel sizes. Holabird Avenue is considered a local collector road providing access to homes on the adjoining streets.

Considering the above, the intent of the project is to replace aging infrastructure that currently services a fully developed portion of the Town.

Community Engagement The Town will post details about the project on their website to inform their residents about the scope and intent of the project, schedule a public meeting to present the project to the community, and provide project progress updates when appropriate.

EXISTING WATER SUPPLY SYSTEM DESCRIPTION In July of 2008 Lenard Engineering prepared the Town’s Water Supply Plan (WSP) Update, which included the following information about Winsted Water Works’ (WWW) system. The WWW system is municipally owned, and includes most of the land within the Crystal Lake, Rugg Brook Reservoir and Mad River watersheds. The major water system facilities include:

Mad River Diversion Dam, Mad River Diversion Channel, Rugg Brook Reservoir, Gilbert Tunnel Aqueduct, Crystal Lake, Crystal Lake Filtration and Chemical Treatment Plant, Manchester Heights Booster Pump, Oakdale Avenue Booster Pump, The Clockmakers Hill Condos Pump Station, Gillete Road PRV Station, West Wakefield PRV Station, and Wallens Street 1.5 MG Storage Tank (Out of Service).

The WWW personnel operate and maintain all of these water supply, treatment, and storage facilities.

Sources Located west of the city limits, Crystal Lake was placed online in 1896. In preparation for use of the lake as a drinking water supply, the Town constructed a dam in 1895 to increase the storage capacity of the reservoir. The reservoir has a surface area of 146 acres and usable storage of 449 million gallons. This main source of supply is conveyed by a 24-inch ductile iron pipe to a pump

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station, and then transported with a 16- inch main directly to the Crystal Lake Water Treatment Plant (WTP).

The upstream Rugg Brook Reservoir has an area of about 45 acres and contains a usable storage volume of 163 million gallons. The Gilbert Tunnel Aqueduct conveys stored water from the Rugg Brook Reservoir to Crystal Lake.

As another source of supply, the Town constructed the Mad River diversion dam in 1893 and a canal connects the Mad River Dam and the Rugg Brook Reservoir. This Mad River raw water source provides minimal additional raw water storage to the WWW source water supply.

Treatment Facilities In 1996, the Town constructed the Crystal Lake WTP to treat water from the raw water sources described above. The raw water is conveyed from Crystal Lake through a 24 inch ductile iron intake pipe to a pump station, which pumps the raw water through a 16 inch main to the treatment facility.

The Crystal Lake WTP treatment process includes three parallel treatment trains, each with a design capacity rated at 2.0 MGD and each train consists of:

1. Chemical pre-treatment with: a. Alum for coagulation, b. Sodium bicarbonate for pH adjustment, c. Polymer for a coagulant aide,

2. Rapid mixing through an in-line static mixer, 3. Flocculation/clarification through a buoyant media in an upflow direction, 4. Gravity filtration through a mixed media rapid filter, 5. Chemical treatment with sodium hypochlorite to the filter effluent line for

disinfection/contact time (CT), 6. Storage/CT in a clearwell and standpipe,

a. sodium hydroxide and sodium bicarbonate for final pH adjustment to control lead and copper, and

b. corrosion control and sodium fluoride for water fluoridation.

After treatment, the finished water pumps lift the treated water from a clearwell to the 1 MG tank onsite via a 16 inch ductile iron main. From the tank, the water flows back through the treatment facility for final chemical addition before heading out to the distribution system.

Pumping Facilities The WWW operates three booster pump stations and both are located within Town boundaries. The pump stations are located on Oakdale Avenue, Clockmakers Hill and the last on Manchester Heights. The WWW constructed the Oakdale Avenue booster station in 1987 to improve water service and increase water pressure to their customers on Oakdale Avenue, 55 psi static. The station is a subgrade 12-feet x 6-feet x 6-feet precast concrete structure and is equipped with two pumps and six, 88 gallon hydro-pneumatic tanks, which provide pressure storage. The two booster pumps operate at a flow rate of 42 gallons per minute (gpm) at a total dynamic head (TDH) of 224 feet. Installed September 2005, these pumps operates as a simplex station using Grunfos variable

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frequency drives (VFDs) to maintain 110 psi outlet pressure. In 2019, the Town installed a backup generator with automatic transfer switch (ATS).

Built in 1988, the Manchester Heights booster station is a subgrade, 8-feet x 14-feet x 8-feet precast concrete structure, which is located at the intersection of Manchester Heights and Spencer Street. The pump station houses two pumps (alternating operation), which provide a flow rate of 30 gpm at a TDH of 140 feet. The station also contains two, 264 gallon hydro-pneumatic tanks. The pumps will operate when the downstream pressure drops to 70 psi and go off at 90 psi. In 2016 a broken supply line flooded the chamber so the Town completely rebuilt the station with the exception of the hydro-pneumatic tanks.

The Clockmakers Hill Condominiums pump station is a 19-feet x 11-feet wooden structure located at 174 Wallens Street. The pump station houses two multistage centrifugal pumps, which provide a flow rate of 41 gpm at a TDH of 230 feet. There is a VFD microprocessor controller and a 15kw standby generator.

Pressure Reducing Valve Facilities There are two pressure reducing valves in the WWW distribution system. The Gillete Road PRV is located at 302 Winchester Road, The Dakota Pump valve vault has a diameter of 11-feet and is 7-feet high. The 12-inch Cla-Val is set to 30 psi out and the 6-inch Cla-Val is set to 33 psi out. In October 2017, the Town completely rebuilt both PRVs.

The West Wakefield PRV is located at 88 West Wakefield Boulevard. The structure is Arrow Concrete 60-inch diameter x 60-inch high manhole with slab top and 3-feet x 3-feet hatch. The 8-inch Cla-Val is set to 58 psi and the 1.5-inch Cla-Val CRD-L is set to 65 psi. In August 2017, the vault was rebuilt and the PRVs were replaced.

Distribution System Storage Facilities The WWW currently operates and maintains two storage facilities including the existing Crystal Lake WTP finished water storage tank and the Wallens Hill storage tank (currently out of service). The Town utilizes the tanks to provide equalization (i.e., peak hour) storage, fire protection and emergency water supply.

The Town is in the planning and design phases for the construction of two new water storage tanks, and also the rehabilitation of the existing tank at the Crystal Lake WTP. The Town plans on building a new redundant tank at the WTP while also demolishing and replacing the existing Wallens Hill welded steel water storage tank.

The Town constructed the Crystal Lake storage tank in 1996 as part of the WTP project. The tank is a 1.0 million gallon (MG) pre-stressed concrete water storage tank with a 16 inch inlet/out let pipe, 12 inch overflow pipe and internal baffle walls, which were installed for chlorine contact time compliance.

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During a 2017 inspection, the WWW confirmed extensive spalling on the interior walls, presumably due to ice cap formation in the tank during winter months.

Located on the eastern part of Winchester, the existing Wallens Hill Tank was constructed in 1975 to maintain distribution system pressures during high demand period. This welded steel tank has a diameter of 80 feet, height of 40 feet and provides 1.5 MGs of storage. The WWW sets the altitude valve to maintain a high water elevation of 1002.0 mean sea level (MSL). The Wallens Hill Tank was taken out of service due to coating condition, low chlorine residual and DBP concerns.

Distribution System Piping The WWW maintains a distribution system that consists of about 40 miles of water main ranging in size from 2- to 24-inch diameter. As documented in the WSP Update, the WWW has various water main materials with the oldest pipe being unlined cast iron water mains installed in the 1800s. Since 1996, the WWW has replaced or rehabilitated about 50,000 linear feet of water main or about 25 percent of the distribution system. As discussed previously, Table 1 below shows the existing water main information in the project area.

Table 1 Existing Water Main Conditions in Project Area

Street Length (in feet)

Location Pipe

Diameter (in inches)

Material Age Condition

Greenwoods Avenue

380 From Gay Street to Center

Street 4 Cast Iron 1900 Poor

Thibault Avenue

500 From Elm Street to Greenwood Avenue

6 Cast Iron 1909 Poor

Case Avenue 650 From Gay Street to Main

Street 6 Cast Iron 1908 Poor

Holabird Avenue

1,675 From Still River Bridge to

Florence Street 8 Cast Iron 1956 Poor

Center Street 750 From Elm Street to Case

Avenue 6 Cast Iron 1895 Poor

Note: 1. Table 1 includes information provided in the Town of Winchester's 2008 Water Supply Plan.

SECTION 3 NEED FOR PROJECT (NEEDS ANALYSIS) HEALTH AND SANITATION The Town and WWW officials are concerned about protecting the public health and safety of their residents and water customers. This project was developed to ensure that the water supply system can reliably and adequately produce and deliver high quality drinking water to their customers. Both the Town and EP strongly agree that the water mains in the project area have reached the end of their usable life due to their installation more than 100 years ago. Due to their age and material, we

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expect that the existing cast iron water mains are highly corroded with a substantial layer of internal tuberculation similar to other cast iron mains in the downtown area. The Town also suspects that several of the customer service lines contain lead materials in this area of the distribution system. Within the project area, the WWW encountered lead components on service connections in Main Street during a water main replacement project in the 1980s.

CONDITION AND CAPACITY OF EXISTING WATER MAINS When considering these factors, the Town has raised concerns about water quality in this portion of downtown. The Town is proceeding with this project now because the 2008 WSP Update lists the condition of the most water mains as poor with the exception of Holabird Avenue, which was in fair condition; however, the Holabird Avenue water main has deteriorated to poor condition since 2008. During our initial meeting, EP and the Town discussed their concerns about the existing high system pressures in the downtown area. Based on the WWW’s 2000 Pressure Contour Map, the project area experiences pressures exceeding 120 pounds per square inch (psi). In 2019 the Town conducted a hydrant flow test at 10 Center Street and the static pressure was measured as 135 psi. Industry standards recommend that water distribution system operating pressures range from 35 to 80 psi with no areas experiencing pressures of more than 100 psi. The Connecticut Department of Public Health (CTDPH) recommends normal operating pressures between 35 psi and 125 psi. Due to the age and anticipated conditions of the existing pipes, the elevated pressures can cause regular water main breaks along with leakage at pipe joints and services connections. Also, industry standards recommend minimum pipe diameters of 8-inch to provide needed fire protection throughout the distribution system; however, hydrants can be installed off of 6-inch water mains. As discussed previously, the WWW’s distribution system includes older, undersized 4- and 6-inch diameter piping in the project area, which may not provide adequate fire protection coincident with high water demand conditions.

SECTION 4 ALTERNATIVES ANALYSIS EP evaluated a total of three alternatives. The first is the “Do Nothing approach” where the town will not perform any improvements within the project area. The second alternative is a combination of replacing the existing pipe in the project area with 6- and 8-inch ductile iron main. This alternative also includes abandoning a short segment of water main on Greenwoods Avenue. The third alternative is to replace all the existing piping within the project area with 8-inch ductile iron water main.

ALTERNATIVE 1 – DO NOTHING APPROACH EP evaluated the “Do Nothing” alternative where the Town would not perform any improvements to the water distribution system in the project area.

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Advantages For the “Do Nothing” alternative, the Town will not incur any new capital costs, disrupt residents or traffic patterns in the area because there would be no construction. This approach eliminates any potential, short-term construction-related problems.

Disadvantages Without replacing the existing water mains in the project area, the WWW will continue to experience ongoing and potential new problems with the existing distribution system. If the recommended improvements are delayed, the Town risks potential water quality related problems due to tuberculation and associated biofilm issues that may adversely impact the quality of the water provided to its customers. This approach will also perpetuate public safety concerns related to limited fire protection during high water demands conditions due to limited pipe capacity.

With the “Do Nothing” alternative, the Town increases the likelihood of future water main breaks and leaks in the downtown area. As discussed previously, the existing cast iron water mains were installed over 100 years ago and have far surpassed their useful life expectancy. ALTERNATIVE 2 – NEW 8-INCH WATER MAINS AND NEW 6-INCH WATER MAIN EP evaluated Alternative 2, which would replace most of the existing water mains in the downtown project area. This alternative would replace the existing, unlined cast iron pipes with new 8-inch and 6-inch ductile iron main. The one exception to this is the segment of water main on Greenwoods Avenue between Thibault Avenue and Center Street, which will be abandoned. These improvements would significantly reduce potential water quality issues while also improving fire protection by increasing the hydraulic capacity in the project area.

In this alternative we propose installing a 6-inch diameter ductile iron pipe along Thibault Avenue and on Greenwoods Avenue between Gay Street and Thibault Avenue. Due to the relatively short length and no high demand industrial water consumers, a 6-inch water main would provide adequate size for water demand and also minimize problems created by a larger water retention time in the pipe. EP would recommend that only one hydrant be placed along this 6-inch water main stretch due to the 6-inch water main sizing, and we recommend that this hydrant be placed on the corner of Greenwoods Avenue and Thibault Avenue.

In addition to this 6-inch water main installation, the Town will abandon the existing 4-inch water main on Greenwoods Avenue between Thibault Avenue and Center Street. In the remaining roads of the project area, the Town will install new 8-inch ductile water main.

For Alternative 2, the proposed work would include the following:

Greenwoods Avenue (From Gay Street to Thibault) – about 210 feet o 6-inch Class 52 ductile iron with double thickness cement lining

Thibault Avenue (From Elm Street to Greenwoods Avenue) – about 500 feet o 6-inch Class 52 ductile iron with double thickness cement lining

Case Avenue (From Gay Street to Main Street) – about 650 feet

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o 8-inch Class 52 ductile iron with double thickness cement lining Center Street (From Elm Street to Case Avenue) – about 750 feet

o 8-inch Class 52 ductile iron with double thickness cement lining Holabird Avenue (From Still River Bridge to Florence Street) – about 1,675 feet

o 8-inch Class 52 ductile iron with double thickness cement lining

Advantages The water main improvements listed above will provide the Town with the following:

Enhancing water quality by removing any lead services and the old, corroded, unlined cast iron pipes

Minimizing potential for water main breaks and leaks Enhancing fire protection within the project area by installing properly sized 6- and 8-inch

water main Limiting project costs by installing a 6-inch diameter ductile iron water main, where it makes

sense hydraulically. Reducing the problems related to larger water retention times in the mains by installing the

6-inch pipe. This approach will reduce the potential for the formation of disinfection by products, low chlorine residual and the formation of cloudy water.

Abandoning the segment of water main along Greenwoods Avenue between Thibault Avenue and Center Street simplifies the water system and removes a portion of water main with no services.

Disadvantages As with any construction project, the residents and water customers will be affected by water supply shutdowns, construction activities, noise and the disruption of traffic patterns due to construction detours in and around the project area. The Contractor will also be installing temporary, above-grade water mains and service connections to the customers’ houses which will affect service and increase water temperature during warm weather months. With regard to the traffic detours, EP understands that a recent gas company construction project implemented similar traffic control detours with no major problems to the local residents.

Cost Estimate Table 2 presents the total planning-level, opinion of probable cost for the capital improvements recommended in Alternative 2. For this cost estimate, EP averaged the three low bidders from a recent, similar water main replacement project. The project is of similar size and complexity to the Town’s proposed project, with primarily 8-inch ductile iron water main and some 6-inch ductile water main replacement. The planning-level project cost estimate is current (October 2020) and we have included a 35 percent escalation (20% for construction contingencies and 15% for engineering costs).

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Table 2 Alternative 2 Water Main Improvements

Street Length (in feet) Location

Pipe Diameter (in inches)

Material Recommended Improvement

Opinion of Probable Cost

Greenwoods Avenue

210 From Gay Street to

Thibault Avenue 6

Ductile Iron

Replacement $61,803.00

Thibault Avenue

500 From Elm Street to

Greenwoods Avenue 6

Ductile Iron


Case Avenue 650 From Gay Street to

Main Street 8

Ductile Iron


Holabird Avenue

1,675 From Still River Bridge

to Florence Street 8

Ductile Iron


Center Street 750 From Elm Street to

Case Avenue 8

Ductile Iron


Total $1,155,438.00 EP based our cost estimate on recent water main replacement bid pricing for similar construction.

ALTERNATIVE 3 – NEW 8-INCH WATER MAINS In Alternative 3, the Town would replace all existing pipes as defined in Alternative 2 with new 8-inch class 52 ductile iron with double thickness cement lined water main, including Thibault Avenue and all of Greenwoods Avenue. This would include installing new 8-inch ductile iron main along Greenwoods Avenue between Thibault Avenue and Center Street, maintaining the 8-inch water main coverage throughout the entire project area. This alternative will enhance fire protection throughout the entire project area because all fire hydrants will be connected to 8-inch water mains.

Alternative 3 advantages and disadvantages would be similar to Alternative 2 with the added benefit of increased hydraulic capacity and enhanced fire protection along Greenwoods Avenue. However, the larger diameter mains are not necessary for adequate fire protection and could lead to an increase chance of water quality problems due to larger water retention time in the larger sized mains. Alternative 3 would have a higher construction cost with new 8-inch pipe for the total length of both Greenwoods Avenue and Thibault Avenue.

Cost Estimate Table 3 below provides the total planning-level, opinion of probable cost for the capital improvements recommended in Alternative 3. EP derived this cost estimate with the same methodology as described in Alternative 2 with the exception being the installed cost of an 8-inch water main in Greenwoods Avenue instead of a 6-inch water main.

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Table 3 Alternative 3 Water Main Improvements

Street Length (in feet) Location

Pipe Diameter (in inches)

Material Recommended Improvement

Opinion of Probable Cost

Greenwoods Avenue

380 From Gay Street to

Thibault Avenue 8

Ductile Iron


Thibault Avenue

500 From Elm Street to

Greenwoods Avenue 8

Ductile Iron


Case Avenue 650 From Gay Street to

Main Street 8

Ductile Iron


Holabird Avenue

1,675 From Still River Bridge

to Florence Street 8

Ductile Iron


Center Street 750 From Elm Street to

Case Avenue 8

Ductile Iron


Total $1,217,349.00 EP based our cost estimate on recent water main replacement bid pricing for similar construction.

Evaluation of the Alternatives EP does not recommend Alternative 1 because the “Do Nothing” approach does not improve the condition of the existing water main, increase hydraulic capacity or enhance water quality and fire protection. With this alternative, the Town will still be maintaining the current deficient piping in the project area so we will not consider the “Do Nothing” approach any further in this report.

Both Alternative 2 and 3 will properly replace the WWW’s aging piping and provide new infrastructure which will satisfy their water customers’ needs for another 75 to 100 years. While the construction phase will cause some temporary impacts on residents and water customers, the Town needs to upgrade its existing infrastructure in an effort to provide an acceptable water supply and high quality water to its customers.

We have identified certain construction-related issues such as noise, the need for traffic detour and water supply shutdowns; however, they will be short-term. The Town’s main concern is the sustainability of the water distribution system, and only the selection and implementation of Alternatives 2 and 3 will improve the water distribution system to industry standards. As documented previously, there is a cost difference of approximately $60,000 between Alternatives 2 and 3. This cost difference is represented by the installation of 6-inch or 8-inch ductile iron main in Greenwoods Avenue and the varying length of water main replacement on Greenwoods Avenue. The 8-inch diameter pipe would also require increased operation and maintenance costs due to larger quantities of water and corresponding non-revenue water when flushing the main.

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SECTION 5 PROPOSED PROJECT (RECOMMENDED ALTERNATIVE) Alternatives 2 and 3 will replace the aging, unlined, cast iron water mains, improve water quality and enhance fire protection. As stated previously, the water main replacement approach will limit future pipe breaks and leaks within the project area. These issues will be more likely to occur if no improvements are made (Alternative 1) given the condition of the existing pipes and with significantly high system pressures in the downtown neighborhoods.

Given the cost difference between Alternatives 2 and 3 and no substantial increase to fire protection in the area, EP recommends that Alternative 2 would be the most desirable approach, subject to agreement by the WWW technical staff. This alternative address the aforementioned deficiencies while also providing the best hydraulic conditions in conjunction with limiting the water retention time in the project area.

Water Main Improvements As previously described, Alternative 2 will replace approximately 3,800 linear feet of cast iron water main on the project streets as shown in Figure 1. Based on our review of information provided by the Town, both the 2008 Water Supply Plan and the 2000 Water Distribution System Hydraulic Model Report, EP recommends that the Town replace these old degraded cast iron water mains with new ductile iron water mains. In summary, EP recommends the implementation of Alternative 2, which provides for 6- and 8-inch ductile iron water replacement on the following streets:

Greenwoods Avenue (From Gay Street to Thibault Avenue ) – about 210 feet o 6-inch Class 52 ductile iron with double thickness cement lining

Thibault Avenue (From Elm Street to Greenwoods Avenue) – about 500 feet


Case Avenue (From Gay Street to Main Street) – about 650 feet o 8-inch Class 52 ductile iron with double thickness cement lining

Center Street (From Elm Street to Case Avenue) – about 750 feet


Holabird Avenue (From Still River Bridge to Florence Street) – about 1675 feet o 8-inch Class 52 ductile iron with double thickness cement lining

Total Cost Estimate Table 4 on page 17 presents the total planning-level, opinion of probable cost for the capital improvements recommended in Alternative 2. The planning-level project cost estimate is current (October 2020) and includes a 35 percent escalation for engineering services and construction

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contingencies as shown in the table. EP anticipates that the project will be constructed in the spring of 2021. In Table 4, the quantities shown are estimates based on available information at the time and do not constitute a design cost estimate. Since these values have been developed prior to design, unit prices are estimated from an average of bids obtained for an August 2020 water main design project, which is similar in complexity and scope and currently under construction.

1 8-inch DI, CL 52 pipe lf. 3,200.00 3,200 $80.00 256,000.00$ 2 6-inch DI, CL 52 pipe lf. 845.00 850 $70.00 59,500.00$ 3 8-inch Valves and boxes ea. 16.00 17 $2,000.00 34,000.00$ 4 6-inch Valves and boxes ea. 12.00 12 $1,800.00 21,600.00$ 5 12" x 8" Tapping Sleeve and Valve ea. 2.00 2 $11,500.00 23,000.00$ 6 12" x 6" Tapping Sleeve and Valve ea. 1.00 1 $11,000.00 11,000.00$ 7 8" x 8" Tapping Sleeve and Valve ea. 1.00 1 $9,000.00 9,000.00$ 8 8" x 6" Tapping Sleeve and Valve ea. 1.00 1 $8,500.00 8,500.00$ 9 Fire hydrants ea. 8.00 9 $3,750.00 33,750.00$

10 1-inch service taps ea. 39.00 53 $1,100.00 58,300.00$ 11 1-inch water services lf. 916.75 1,000 $32.00 32,000.00$ 12 1-1/2 inch service taps ea. 3 3 $1,300.00 3,900.00$ 13 1-1/2 inch water services lf. 50 50 $38.00 1,900.00$ 14 2-inch service taps ea. 3 3 $1,500.00 4,500.00$ 15 2-inch water services lf. 50 50 $45.00 2,250.00$ 16 Cut and Cap Existing Water Mains ea. 5.00 7 $800.00 5,600.00$ 17 Exploratory Excavations cy. 120.00 50 $15.00 750.00$ 18 Rock Excavation cy. 227.24 225 $80.00 18,000.00$ 19 Additional Excavation cy. 168.32 200 $25.00 5,000.00$ 20 Gravel Borrow cy. 2,272.38 2,000 $15.00 30,000.00$ 21 Processed Gravel cy. 762.96 820 $15.00 12,300.00$ 22 Crushed Stone cy. 18.00 20 $20.00 400.00$ 23 Trench Pavement - 4" thick sy. 2,288.89 2,400 $35.00 84,000.00$ 24 Pavement of Sidewalks and Driveway Aprons sy. 15.00 100 $30.00 3,000.00$ 25 Additional Fittings lbs. 1,000.00 1,500 $1.00 1,500.00$ 26 Additional Restrained Joints joints 20.00 12 $1.00 12.00$ 27 Temporary Bypass Piping ls. 1.00 1 $80,000.00 80,000.00$ 28 Hydrant Decommissioning ea. 6.00 6 $400.00 2,400.00$ 29 Erosion Control Devices - Filter Sock lf. 150.00 150 $10.00 1,500.00$ 30 Erosion Control Devices - Silt Sacks ea. 9.00 20 $100.00 2,000.00$ 31 Traffic Management and Signage ls. 1.00 1 $10,000.00 10,000.00$ 32 Mobilization and Demobilization ls. 1.00 1 $10,000.00 10,000.00$ 33 Miscellaneous Items ls. 1.00 1 $10,000.00 10,000.00$

Subtotal 835,662.00$

167,132.40$ 125,349.30$

90,000.00$ *Assumes a construction duration of 14 weeks 1,218,143.70$

20% Construction Contingency15% Engineering Services

Total Estimate

Estimated Quantity

Winsted Water Works Water Main ReplacementTown of Winsted, CT

Planning Level Construction Cost Estimate

Item No.

Description Units Bid Quantity Unit Price Extended Amount

Police Details ( 2 Details @ $65/hr)

Table

1900 Crown Colony Drive, Suite 402

Quincy, MA 02169

P: 617.657.0200 F: 617.657.0201

envpartners.com

213 Court Street, 6th Floor

Middletown, CT 06457

P: 860.740.6260 F: 860.343.9613

envpartners.com

Town of Winchester Public Works Department

189 Rowley Street Winsted, CT 06098

Phone: (860) 379-4101 Fax: (860) 738-3509

M E M O R A N D U M

Date: 10/20/2020

To: Bart Clark

From: Marty Cormier

Re: Employees/ Licenses

Town of Winchester, Water Sewer Commission has 15 employees who serve a population of

approximately 7,780 with 2500 Residential customers, 209 Commercial customers and 32 Industrial

Customers. The water distribution system has approximately 35 miles of water main, 3 booster

station 2 pressure reducing vaults. The sewage collection and treatment system has 40 miles of

gravity sewers, 6 miles of force main, 9 sewer lift stations and 310 individual grinder pumps.

The following employees support operation of the Winsted Water Works and Sewage Collection and

Treatment systems:

Water Distribution Sewer Collection - 5 employees

Martin Cormier Dept. Superintendent

Water Treatment Class IV OIT

Distribution Class III

Michael Girolamo Dept. Foreman

Water Treatment Class II

Distribution Class II

Cross Connection Survey Inspector

Backflow Prevention Device Tester

Mark Lombardo Utility Man Meter Specialist


Shane Gilbert Utility Man III

Water Treatment Class IV OIT


Winsted Water Works Page 2 of 2

Employees/Licenses October 20, 2020

Town of Winchester Public Works Department

Victor Dubourg


Crystal Lake Treatment Plant - +2 employees

Jeffrey Rines Dept. Superintendent Chief Operator

Water Treatment Class IV


Cross Connection Survey Inspector

Backflow Prevention Device Tester

Thomas Hayes WTP Operator IV/ Utility Man II



Winsted Wastewater Treatment Plant - 4 employees

Alex Combes Superintendent/ Chief Operator

Operator Class III Wastewater

Michael Griffin, Plant Operator

Operator Class III Wastewater

Wade Curtis, Plant Operator

Operator Class I Wastewater

John Rhoads, Plant Operator

Operator Class I Wastewater

Department of Public Works - 4 employees

James Rollins

Director of Public Works

Bart Clark

Project Administrator

Sandra Phelps / Caitlyn McSherry (= 1 full time)?

Secretarial Support Staff

Winsted Water Works consistently performs within the CTDPH Water Quality Monitoring and

Compliance Schedule.

PER Draft-Final to Client (11-2-2020) Final

Documents

Transcript of PER Draft-Final to Client (11-2-2020) Final