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South Hill and West Hill
Water Systems
Improvements
Town of Ithaca, New York
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SOUTH HILL AND WEST HILL
WATER SYSTEMS IMPROVEMENTS
TOWN OF ITHACA, NEW YORK
Prepared for
TOWN OF ITHACA, NEW YORK
Prepared by
GHD CONSULTING SERVICES INC.
One Remington Park Drive
Cazenovia, NY 13035
October 2018
Project No. 11144172
Table of Contents
1. Introduction..........................................................................................................................................1
1.1 Purpose of Study......................................................................................................................1
1.2 Scope of Services.....................................................................................................................1
2. Existing Conditions..............................................................................................................................3
2.1 Overview...................................................................................................................................3
2.2 System Description, South Hill .................................................................................................3
2.3 System Description, West Hill...................................................................................................6
3. Data Collection....................................................................................................................................9
3.1 Record Documents...................................................................................................................9
3.2 Hydrant Flow and Pipe Condition Tests, South Hill..................................................................9
3.3 Hydrant Flow and Pipe Condition Tests, West Hill.................................................................11
4. Model Development..........................................................................................................................13
4.1 Software Selection..................................................................................................................13
4.2 Model Inputs and Boundary Conditions..................................................................................13
4.3 Evaluation of Demand Data....................................................................................................17
5. Model Calibration ..............................................................................................................................20
5.1 Calibration Methodology.........................................................................................................20
5.2 Pipe Age and Internal Roughness..........................................................................................20
5.3 Calibration Summary, South Hill.............................................................................................20
5.4 Calibration Summary, West Hill..............................................................................................22
6. System Analysis, South Hill ..............................................................................................................24
6.1 Capacity and Fire Flow Analysis of the Existing System........................................................24
6.2 Evaluation of Existing Water Storage.....................................................................................27
7. System Analysis, West Hill................................................................................................................31
7.1 Capacity and Fire Flow Analysis of the Existing System........................................................31
7.2 Evaluation of Existing Water Storage.....................................................................................34
8. Future Demands ...............................................................................................................................38
8.1 Future Water Demands, South Hill.........................................................................................38
8.2 Water System Analysis, Future Demands, South Hill ............................................................40
8.3 Future Water Demands, West Hill ..........................................................................................44
8.4 Water System Analysis, Future Demands, West Hill..............................................................46
9. Improvement Alternatives, South Hill................................................................................................52
9.1 Northview/Danby Pressure Zone............................................................................................52
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 1 i
9.2 Troy Road Pressure Zone.......................................................................................................53
9.3 Ridgecrest Pressure Zone......................................................................................................57
9.4 South Hill System Additional Recommendations ...................................................................62
10. Improvement Alternatives, West Hill.................................................................................................63
10.1 Bostwick Road Pressure Zone ...............................................................................................63
10.2 West Hill Pressure Zone .........................................................................................................66
10.3 Trumansburg Road Pressure Zone ........................................................................................69
10.4 West Hill System Additional Recommendations.....................................................................73
Tables
Table 2-1 South Hill Water System Storage
Table 2-2 South Hill Water System Pipe Summary
Table 2-3 West Hill Water System Storage
Table 2-4 West Hill Water System Pipe Summary
Table 3-1 South Hill Hydrant Flow Tests (Performed September 7, 2017 and January 18, 2018)
Table 3-2 South Hill Pipe Condition Tests (Performed September 7, 2017)
Table 3-3 West Hill Hydrant Flow Tests (Performed September 5, 2017)
Table 3-4 West Hill Pipe Condition Tests (Performed September 5, 2017)
Table 4-1 Pump Data, Coddington Road Pumps (Two Total)
Table 4-2 Pump Data, Troy Road Pumps (Two Total)
Table 4-3 Pump Data, Coy Glen Pumps (Two Total)
Table 4-4 Pump Data, Woolf Lane Pumps (Three Total)
Table 4-5 South Hill Average Daily Demands (May 2015-May 2016)
Table 4-6 West Hill Average Daily Demands (May 2015-May 2016)
Table 4-7 South Hill Summary of Modeled Demands
Table 4-8 West Hill Summary of Modeled Demands
Table 5-1 South Hill Steady-State Calibration Summary
Table 5-2 West Hill Steady-State Calibration Summary
Table 6-1 South Hill Existing Distribution System Pressures (Model Estimate)
Table 6-2 South Hill Fire Flow Analysis of Existing System (Maximum Day Demand)
Table 6-3 South Hill Required Water Storage Volume, Existing Demands
Table 7-1 West Hill Existing Distribution System Pressures (Model Estimate)
Table 7-2 West Hill Fire Flow Analysis of Existing System (Maximum Day Demand)
Table 7-3 West Hill Required Water Storage Volume, Existing Demands
Table 8-1 South Hill Additional Future Water Demands
Table 8-2 South Hill Summary of Modeled Demands, Future Conditions
Table 8-3 South Hill Distribution System Pressures, Future Demands (Model Estimate)
Table 8-4 South Hill Fire Flow Analysis (Future Maximum Day Demands)
Table 8-5 South Hill Required Water Storage Volume, Future Demands
Table 8-6 South Hill Summary of Findings, Goals Met by Existing Water System
Table 8-7 West Hill Inlet Valley Mixed Use Demand Summary
Table 8-8 West Hill Additional Future Water Demands
Table 8-9 West Hill Summary of Modeled Demands, Future Conditions
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 ii
Table 8-10 West Hill Distribution System Pressures, Future Demands (Model Estimate)
Table 8-11 West Hill Fire Flow Analysis (Future Maximum Day Demands)
Table 8-12 West Hill Required Water Storage Volume, Future Demands
Table 8-13 West Hill Summary of Findings, Goals Met by Existing Water System
Table 9-1 South Hill Improvement Alternatives, Opinion of Probable Project Cost
Table 10-1 West Hill Improvement Alternatives, Opinion of Probable Project Cost
Figures
Figure 2-1 South Hill Water System Map
Figure 2-2 West Hill Water System Map
Figure 2-3 South Hill Water System Hydrant Retest Locations
Figure 4-1 South Hill Model Schematic
Figure 4-2 West Hill Model Schematic
Figure 6-1 South Hill System Pressure, Existing Average Daily Demand
Figure 6-2 South Hill System Pressure, Existing Maximum Day Demand
Figure 6-3 South Hill System Pressure, Existing Peak Hour Demand
Figure 6-4 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand
Figure 7-1 West Hill System Pressure, Existing Average Daily Demand
Figure 7-2 West Hill System Pressure, Existing Maximum Day Demand
Figure 7-3 West Hill System Pressure, Existing Peak Hour Demand
Figure 7-4 West Hill Estimate Available Fire Flow, Existing Maximum Day Demand
Figure 8-1 South Hill System Pressure, Future Average Daily Demand
Figure 8-2 South Hill System Pressure, Future Peak Hour Demand
Figure 8-3 South Hill Estimated Available Fire Flow, Future Maximum Day Demand
Figure 8-4 West Hill System Pressure, Future Average Daily Demand
Figure 8-5 West Hill System Pressure, Future Peak Hour Demand
Figure 8-6 West Hill Estimated Available Fire Flow, Future Maximum Day Demand
Figure 9-1 South Hill System, Northview/Danby Improvement Locations
Figure 9-2 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Northview/Danby
Improvements
Figure 9-3 South Hill Estimated Available Fire Flow, Future Maximum Day Demand, Northview/Danby
Improvements
Figure 9-4 South Hill System, Troy Road Improvement Locations
Figure 9-5 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Troy Road
Improvements 1 &2A
Figure 9-6 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Troy Road
Improvements 1 &2B
Figure 9-7 South Hill Estimated Available Fire Flow, Future Maximum Day Demand, Troy Road
Improvements 1 &2A
Figure 9-8 South Hill Estimated Available Fire Flow, Future Maximum Day Demand, Troy Road
Improvements 1 &2B
Figure 9-9 South Hill System Pressure, Future Peak Hour Demand, Troy Road Improvements 1 &2A
Figure 9-10 South Hill System Pressure, Future Peak Hour Demand, Troy Road Improvements 1 &2B
Figure 9-11 South Hill System, Ridgecrest Improvement Locations
Figure 9-12 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Ridgecrest
Improvements 1A, 2, 3, &4A
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 1 iii
Figure 9-13 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Ridgecrest
Improvements 1A, 2, 3, &4B
Figure 9-14 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Ridgecrest
Improvements 1 B, 2, 3, &4A
Figure 9-15 South Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Ridgecrest
Improvements 1 B, 2, 3, &4B
Figure 9-16 South Hill System Pressure, Existing Peak Hour Demand, Ridgecrest Improvements 1 B, 2,
3, &4A
Figure 9-17 South Hill Estimated Available Fire Flow, Future Maximum Day Demand, Ridgecrest
Improvements 1A, 2, 3, &4A
Figure 9-18 South Hill Estimated Available Fire Flow, Future Maximum Day Demand, Ridgecrest
Improvements 1A, 2, 3, &4B
Figure 9-19 South Hill Estimated Available Fire Flow, Future Maximum Day Demand, Ridgecrest
Improvements 1 B, 2, 3, &4A
Figure 9-20 South Hill Estimated Available Fire Flow, Future Maximum Day Demand, Ridgecrest
Improvements 1 B, 2, 3, &4B
Figure 9-21 South Hill System Pressure, Future Peak Hour Demand, Ridgecrest Improvements 1 B, 2,
3, &4A
Figure 10-1 West Hill System, Bostwick Road Improvement Locations
Figure 10-2 West Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Bostwick Road
Improvements
Figure 10-3 West Hill Estimated Available Fire Flow, Future Maximum Day Demand, Bostwick Road
Improvements
Figure 10-4 West Hill System, West Hill Improvement Locations
Figure 10-5 West Hill Estimated Available Fire Flow, Existing Maximum Day Demand, West Hill
Improvements
Figure 10-6 West Hill System Pressure, Existing Peak Hour Demand, West Hill Improvements
Figure 10-7 West Hill Estimated Available Fire Flow, Future Maximum Day Demand, West Hill
Improvements
Figure 10-8 West Hill System Pressure, Future Peak Hour Demand, West Hill Improvements
Figure 10-9 West Hill System, Trumansburg Road Improvement Locations
Figure 10-10 West Hill Estimated Available Fire Flow, Existing Maximum Day Demand, Trumansburg
Road Improvements
Figure 10-11 West Hill System Pressure, Existing Peak Hour Demand, Trumansburg Road
Improvements
Figure 10-12 West Hill Estimated Available Fire Flow, Future Maximum Day Demand, Trumansburg
Road Improvements
Figure 10-13 West Hill System Pressure, Future Peak Hour Demand, Trumansburg Road Improvements
Appendices
Appendix A Breakdown of Opinion of Probable Project Costs for South Hill Improvement Alternatives
Appendix B Breakdown of Opinion of Probable Project Costs for West Hill Improvement Alternatives
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 1 iv
1 . Introduction
The South Hill water system is located in the south portion of the Town of Ithaca, NY and
represents only a portion of the Town's overall water system. The system supplies a total of
958 water services and has an average daily demand of 650,000 gallons per day (gpd). The system
is supplied from the Southern Cayuga Lake Intermunicipal Water Commission (SCLIWC)
transmission main from the Pearsall Place control valve/pressure reducing valve (CV/PRV)
connection.
The South Hill water system consists of three water service zones: Northview/Danby, Troy Road,
and Ridgecrest. The Northview/Danby service zone has two water storage tanks and the Troy Road
and Ridgecrest service zones each have one tank. The Danby Road, Northview, Troy Road, and
Ridgecrest water storage tanks were constructed in 2013, 2012, 1991, and 1968, respectively.
The West Hill water system is located in the west portion of the Town of Ithaca, NY and also
represents only a portion of the Town's overall water system. The system supplies a total of
537 water services and has an average daily demand of 260,000 gpd. The system is supplied from
the South Hill water system through the Stone Quarry CV/PRV connection.
The West Hill water system consists of three water service zones: Bostwick Road, West Hill, and
Trumansburg Road, each with one water storage tank. The Bostwick Road, West Hill, and
Trumansburg Road water storage tanks were constructed in 2001, 2003, and 2016, respectively.
The Town desires an analysis of the existing South and West Hill water systems using hydraulic
models so they can plan improvements as part of the Town's Capital Improvement Program.
1.1 1 Pwrpose of Study
For the study, separate computer-based hydraulic models were developed and calibrated to
perform a hydraulic analysis of the South Hill and West Hill water systems to determine their
performance under varying demand conditions and fire flow conditions. The hydraulic analysis
assisted in evaluating the adequacy of the existing water storage tanks, locating aging facilities, and
determining the adequacy of the distribution system under existing and future conditions with
estimated additional development. The models were used to identify ways to improve system
pressures and increase fire flow. They also identified and evaluated potential improvements to the
water systems which would correct system deficiencies, increase capacity for future development,
and address aging facilities.
1.2 Scope of Seiwices
GHD Consulting Services Inc. was retained to develop computer-based hydraulic models and
capital improvement alternatives for the South Hill and West Hill water systems. The models were
used to evaluate the existing water storage tanks and overall system hydraulic capacity under
existing conditions; evaluate water storage and hydraulic capacity under future conditions; assess
system adequacy; and develop alternatives for water system improvements. The scope of services
is as follows:
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 11
1. Data review of information provided by the Town.
2. Perform 2 pipe condition tests and 11 hydrant fire flow tests at strategic locations in the South
Hill distribution system to assist in calibrating the model.
3. Perform two pipe condition tests and six hydrant fire flow tests at strategic locations in the
West Hill distribution system to assist in calibrating the model.
4. Development of separate computer-based hydraulic models of the South Hill and West Hill
water distribution systems.
5. Calibration of the models based on data provided by the Town and collected in the field.
6. Evaluation of the adequacy of the South Hill and West Hill distribution systems and water
storage tanks under existing conditions and future demands.
7. Identification and evaluation of distribution system deficiencies.
8. Development and analysis of alternatives for water storage tank replacement and water
system improvements.
9. Development of opinions of cost for construction of the improvement alternatives.
10. Delivery of the calibrated water system model to the Town. Before delivery to the Town, the
South and West Hill models were combined into a single model.
11. Presentations of GHD's findings and identified improvement alternatives to the Town's Public
Works Staff, Public Works Committee, and Town Board.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 12
2. Existing Conditions
2.1 Oveiwiew
The Town of Ithaca, NY is a member of the SCLIWC, five communities formed to create a jointly
owned water supply to serve each of the member communities. Member communities include the
Towns of Ithaca, Dryden, and Lansing, and the Villages of Lansing and Cayuga Heights. The
SCLIWC water system is also commonly referred to as the Bolton Point water system (which is the
convention this report will use).
The Bolton Point water supply consists of a lake supply from Cayuga Lake, a water treatment plant,
and transmission mains to each member community. Each community owns and operates its own
water distribution system within its municipal boundaries.
The South Hill water system is located in the southern portion of the Town of Ithaca and is bordered
by the City of Ithaca (City)to the north and the Towns of Danby and Newfield to the south. Ithaca
College is supplied from, and located within, the South Hill service area, but maintains its own
separate water system. The South Hill system serves a total of 958 water services and is supplied
from the Bolton Point transmission main from the Pearsall Place CV/PRV connection (see
Figure 2-1).
The West Hill Water system is located in the west part of the Town of Ithaca and borders the City to
the west and the Town of Ulysses to the north. The West Hill service area serves a total of
537 water services and is supplied from the Stone Quarry CV/PRV connection (see Figure 2-2).
2.2 irn 11)escidpflloinn, South 111I 1111 i III III
The South Hill system consists of three service zones. The Northview/Danby area serves the lower
elevation; the Troy Road and Ridgecrest areas serve the higher elevations. The South Hill system
was originally constructed in the early 1950s and has been expanded and improved since then.
2.2.1 Northview/Danby Service Area
The Northview service area is supplied by the Pearsall Place CV/PRV station located on Pearsall
Place. The Pearsall Place CV/PRV is supplied by Bolton Point's transmission main and South Hill
tank (through the 16-inch Bolton Point transmission main). The CV/PRV supplies water into the
Northview distribution system via a series of 6-, 8-, 10-, and 12-inch water mains which fill the
Northview and Danby tanks. The Northview and Danby tanks are both 500,000-gallon glass-lined,
bolted steel, ground level water storage tanks; they each have the same base elevation and float off
of one another. The Northview/Danby service area supplies approximately 220 water services at an
average daily demand of 130,000 gpd.
The Pearsall Place CV/PRV is automatically controlled based on the water level in the Northview
and Danby tanks. The CV/PRV opens and closes based on high and low level setpoints for the
tank. The CV/PRV remains closed until the tank drops to its low level setpoint. At the tank low level
setpoint, the valve opens to fill the Northview and Danby tanks. The PRV features of the valve
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 13
reduce the pressure from the Bolton Point transmission main to prevent the distribution system from
being overpressurized while the tanks are filling.
2.2.2 Troy Road Service Area
The Troy Road service area is supplied by the Coddington Road Pump Station which pumps
directly into the Troy Road water storage tank. The Troy Road tank is a 120,000-gallon glass-lined
bolted steel ground level water storage tank which supplies water to the entire Troy Road service
area. The Coddington Road Pump Station pumps water out of the Northview/Danby service area
(near the Northview tank) into the Troy Road tank. The Coddington Road Pump Station is controlled
automatically based on low and high water level setpoints for the Troy Road tank.
The Troy Road service area supplies approximately 168 water services at an average daily water
demand of 27,100 gpd. The Coddington Road Pump Station contains two 25 HP horizontal end
suction centrifugal pumps with a capacity of about 340 gpm each.
2.2.3 Ridgecrest Service Area
The Ridgecrest Service area is primarily supplied by the Troy Road Pump Station, which pumps
into the Ridgecrest water storage tank. The Ridgecrest tank is a 500,000-gallon welded steel water
storage tank which supplies water to the Ridgecrest service area. The Troy Road Pump Station
pumps water out of the Troy Road service area and into the water storage tank. The pump station is
controlled automatically based on low and high water level setpoints for the Ridgecrest tank. The
Troy Road Pump Station contains two vertical multistage pumps (one 25 HP pump and one 40 HP
pump)with a capacity of about 230 gpm and 450 gpm, respectively. The Ridgecrest service area
supplies approximately 570 water services at an average daily water demand of 134,400 gallons.
Table 2-1 provides statistics on the water storage tanks in the South Hill service areas.
Table 2-1 South Hill Water Systern Storage
1
Northview Tank
Year constructed 2012
Type Glass-lined bolter!steel
Total capacity 500,000 gallons
Tank height to overflow 38.5 feet
Inside diameter 48.0 feet
Base elevation 981.5 feet
Overflow elevation 1,020.0 feet
Danby Road Tank
Year constructed 2013
Type Glass-lined bolter!steel
Total capacity 500,000 gallons
Tank height to overflow 38.5 feet
Inside diameter 48.0 feet
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 14
VIII 111111 II101 VIII IIIIIII II � III IIIIIIII VIII
Base elevation 981.5 feet
Overflow elevation 1,024.0 feet
Troy Road Tank
Year constructed 1991
Type Glass-lined bolted steel
Total capacity 120,000 gallons
Tank height to overflow 28.9 feet
Inside diameter 28.0 feet
Base elevation 1192.5 feet
Overflow elevation 1220.5 feet
Ridgecrest Tank
Year constructed 1968
Type Welded steel
Total capacity 500,004 gallons
Tank height to overflow 45.9 feet
Inside diameter 43.5 feet
Base elevation 1416.5 feet
Overflow elevation 1461.5 feet
The South Hill water system consists of about 23 miles of predominantly cast iron and ductile iron
water main and contains 194 hydrants. The majority of the existing pipe network is constructed of
ductile iron with a predominant diameter of 8 inches. Table 2-2 summarizes the diameter and
approximate total length of each type of pipe in the system, as obtained from Town records.
Table 22 South Hill Water System Pipe Summary
ii' VII1 13.11.MEN=
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iiil� slim�IIII11111 I1 SIR, �I I�dl�l���III3I 11�IIII�III�TI�m�I�11 1,111,Ili 11
Cast iron 6 8,304
8 22,704
10 4,894
12 2,400
Ductile iron 6 9,100
8 67,100
10 5,800
12 154
16 120
Uncertain material (2) 4 600
TOTAL 121,070
(1) Pipe lengths are according to GIS data supplied by the Town. Pipe materials are based on
available construction and record drawings.
(2) Based on conversations with Town, it is believed piping with uncertain material is
predominantly cast iron or ductile iron material.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 15
2.3 irII)esciHi ii�n, West 111I 111U11111
The West Hill system consists of three service zones. The Bostwick Road area serves the lower
elevation; the West Hill and Trumansburg Road areas serve the higher elevation. The West Hill
system was originally constructed in the early 1980s and has been expanded and improved since
that time.
2.3.1 Bostwick Road Service Area
The Bostwick Road service area is supplied by the Stone Quarry CV/PRV connection located on
Stone Quarry Road, near the intersection with Spencer Road. The Stone Quarry CV/PRV is
supplied by the Northview/Danby service area in the South Hill water system. A 16- and 12-inch
water main is routed directly from the Pearsall Place CV/PRV, which supplies the Northview/Danby
service area, to the Stone Quarry CV/PRV. The Stone Quarry CV/PRV supplies water into the
Bostwick Road distribution system via a series of 6-, 8-, 10-, and 12-inch water mains which fill the
Bostwick Road tank. The Bostwick Road tank is a 208,000-gallon glass-lined, bolted steel, ground
level water storage tank which provides storage for the entire Bostwick Road service area. The
Bostwick Road service area supplies approximately 159 water services at an average daily demand
of 56,000 gpd.
The Stone Quarry CV/PRV is automatically controlled based on the water level in the Bostwick
Road tank. The CV/PRV opens and closes based on high and low level setpoints for the tank.
2.3.2 West Hill Service Area
The West Hill service area is primarily supplied by the Coy Glen Pump Station which pumps directly
to the West Hill water storage tank. The West Hill tank is a 1,000,000-gallon concrete ground level
tank which supplies water to the entire West Hill service area. The West Hill service area supplies
approximately 157 water services at an average daily demand of 65,800 gpd.
The Coy Glen Pump Station is automatically controlled based on low and high water level setpoints
for the West Hill tank. The pump station contains two 75 HP centrifugal pumps with a capacity of
about 750 gpm each.
2.3.3 Trumansburg Road Service Area
The Trumansburg service area is primarily supplied by the Trumansburg Road CV/PRV, which
controls the filling of the Trumansburg Road water storage tank. The Trumansburg Road tank is a
500,000-gallon glass-lined, bolted steel, ground level water storage tank which provides storage for
the entire Trumansburg Road service area. The Trumansburg Road service area supplies
approximately 221 water services at an average daily demand of 140,400 gpd.
The Trumansburg Road CV/PRV is automatically controlled based on the water level in the
Trumansburg Road tank. The CV/PRV opens and closes based on high and low level setpoints for
the tank.
Table 2-3 provides statistics on the water storage tanks in the West Hill service areas.
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 16
Talar 2-3 West Hill Water System Storage
211.111.111111=111--,11 1-II II II 'lI� �� ��� II.,IIIII 11
Bostwick Road Tank
Year constructed 2001
Type Glass-lined bolted steel
Total capacity 208,000 gallons
Tank height to overflow 37.0 feet
Inside diameter ' 30.0 feet
Base elevation 670.0 feet
Overflow elevation 707.0 feet
West Hill Tank
Year constructed 2003
Type Prestressed concrete
Total capacity 1,000,000gallons
Tank height to overflow 30.0 feet
Inside diameter 75.0 feet
Base elevation 1,050.0 feet
Overflow elevation 1,080.0 feet
Trumansburcg Road Tank
Year constructed 2016
Type Glass-lined bolter!steel
Total capacity 500,000 gallons
Tank height to overflow 38.0 feet
Inside diameter 50.0 feet
Base elevation 1,003.0 feet
Overflow elevation 1,041.0 feet
The West Hill water system consists of about 31 miles of predominantly ductile iron and cast iron
water main and contains 243 hydrants. The majority of the existing pipe network is constructed of
ductile iron with a predominant diameter of 8 inches. Table 2-4 summarizes the diameter and
approximate total length of each type of pipe in the system, as obtained from Town records.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 17
Table 2-4 West Dill Water Systern Pipe Summary
IIIIIIrllll� �� �� illllllllfiii - � IIIIIII�° �'
i i.m of i i 1-11=1
ooi um i i i m u o i a ii.m,mi o illi i i i a umi u o 00o ui i i L...
Cast iron 4 2,300
6 13,300
8 8,200
10 2,800
12 4,000
Ductile iron 4 1,400
6 7,700
8 64,700
10 19,900
12 39,900
TOTAL 161,900
(1) Pipe lengths are according to GIS data supplied by the Town.
2.3.4 Van Dorns/Ulysses Service Area
The Town of Ulysses pumps water out of the Trumansburg service area using the Woolf Lane
Pump Station. The Woolf Lane Pump Station fills the Town of Ulysses' Iradel tank,which supplies
the Van Dorns/Ulysses distribution system. The Van Dorns/Ulysses service area was not part of
this study. The Van Dorns/Ulysses service area reportedly supplies an average of 38,000 gpd.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 18
3. Data Collection
The first task in the study was the collection of information on the existing water distribution system.
Sources of information included record documents provided by the Town, field testing, and
meetings with Town personnel to clarify any outstanding questions or uncertain items from the
record documents.
The Town maintains numerous records of the water system which were combined with field testing
data to create the water system model. The following records were provided by the Town and were
used in this study:
1. Pipe sizes, locations, and age.
2. Locations of valves and hydrants, valve status. and pressure settings.
3. Record drawings for portions of the water system installation.
4. Average water consumption for each tank zone from 2014 to 2017.
5. Pump station data and pump curves.
6. Master meter data for water entering each service area.
3.2 111I IllydimiM II1::::'111 iiid Pipe Coi�ridiflloi�ri "'1111""gists, South IIII°1111i III III
The Town assisted in conducting 11 hydrant flow tests and 2 pipe condition tests at strategic
locations in the South Hill system. Locations of the hydrant flow tests were selected to provide a
distribution across the system. Five of the hydrant flow tests and the pipe condition tests were
performed on September 7, 2017, and six of the hydrant flow tests were performed on January 18,
2018. The larger West King Road PRV had a mechanical fault during the hydrant tests performed
on September 7 which likely impacted the results of the hydrant tests; therefore, calibration of the
Troy Road and Ridgecrest service zones was unsuccessful using results of the hydrant flow tests
performed on that date. Calibration is further discussed in Section 5.
Maps of the hydrant flow test and pipe condition test locations performed on September 7, 2017
and January 18, 2018 are provided in Figures 2-1 and 2-3, respectively.
Each hydrant flow test was conducted using two adjacent hydrants. One hydrant was used as the
flowing hydrant (fully open), and the static pressure and residual pressure was measured at the
second hydrant. The hydrant flow rate was measured at the flowing hydrant using a diffuser with an
integral pitot tube and gauge. Personnel from the Town of Ithaca and Bolton Point were present and
operated the hydrants for each test. The status of all pumps, CVs, PRVs, and water levels in each
of the five water storage tanks was monitored and recorded during these tests for later use in the
model. The results of the hydrant flow tests performed in the Northview/Danby service zone on
September 7, 2017 and the results of the hydrant flow tests performed in the Troy Road and
Ridgecrest service zones on January 18, 2018 are presented in Table 3-1.
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 19
Table 3-1 South Hill Hydraint Flow Tests (Performed eptember '7, 2017 aind
Jainuary ,18, 20,18)
uo
Coddington Extension Northvie /Danby N0090 N0070 105 1,400 95
Juniper and Pineview" Northview/Danby N0260 N0270 74 1,060 66
Terrace
Danby Road(near Ridgecrest Q0200 Q0187 103 1,350 78
Danby Road tank)
East King Road Ridgecrest Q0100 Q0110 41 1,060 36
East King Road(Wes( Ridgecrest Q0090 Q0930 119 1,450 64
King PRV)
Ridgecrest Road Ridgecrest Q0070 Q0080 60 1,060 44
Troy Road Troy P0030 P0040 104 1,325 70
Coddington Road Troy P0480 P0490 108 1,060 X60
A pipe condition test is similar to a hydrant flow test, except the residual pressure is measured
across two or three adjacent hydrants and flow is restricted to one direction. The result is a
measurement of the pressure drop through a particular section of water main, which can then be
used to estimate the C-value roughness coefficient for that section of water main. To provide an
accurate measurement of flow, the test must be performed on an isolated section of pipe such that
water can only flow through the section of pipe from one source, in one direction. If the pipe is part
of a loop, one of the ends of the loop must be isolated.
The locations of the two pipe condition tests were selected because of their close representation of
the two larger pressure zones (Ridgecrest and Northview). An isolation valve was closed for both
pipe condition tests in the South Hill water system. No pipe condition test was conducted in the Troy
Road service area, as most of the water mains have been replaced since the late 1980s/early
1990s; therefore, C-value can be estimated based on age.
The two pipe condition tests were performed on Kendall Avenue/Pennsylvania Avenue and Danby
Road. The results of the pipe condition tests are presented in Table 3-2. We believe there is an
error in the data for the pipe condition test on Danby Road because the results are not realistic. The
water main on which the Danby Road pipe condition was conducted is downstream of a dual PRV
station. The two PRVs have different setpoints which likely skewed the results of the pipe condition
test.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 110
Table 3`2 South Hill lPipe Condition Tests (Performed September'7, 20,17)
I m",I' M11,11111111111 .11 .2 ,M.
Kendall N01 70 758 530
Avenue& N0160 754 461 116,9 4119 -
Pennsylvania N0150 716 1283 115,5 615 - 96
Avenue
N0140 732 963 117.4 77.4 -
N0130 738 526 118 90 -
Danby Road Q0190 950 - - - 1275
Q0200 964 491 103.1 53.1 -
Q0210 986 524 98.7 511 - 1920)
Q0220 1008 487 104.2 57.2 -
Q0230 1026 521 110 60 -
(1) This test was performed during the PRV mechanical fault. The results of this test are unreliable.
3.3 Ill IllydimiM 111::::'11Iowwid Pilpe Coi�ridiltiloi�ri 1111 estsnWest Ill 1111 il III III
The Town assisted in conducting six hydrant flow tests and two pipe condition tests at strategic
locations in the West Hill system. Locations of the hydrant flow tests were selected to provide a
distribution across the system. A map of the hydrant flow test and pipe condition test locations is
provided on Figure 2-2.
Each hydrant flow test was conducted using two od]000nt hydrants. One hydrant was used as the
flowing hydrant (fully open), and the static pressure and residual pressure was measured at the
second hydrant. The hydrant flow rate was measured at the flowing hydrant using a diffuser with an
integral pitot tube and gauge. Personnel from the Town of Ithaca and Bolton Point were present and
operated the hydrants for each test. The status of all pumps, CVs, PRVs, and water levels in each
of the three water storage tanks was monitored and recorded during these tests for later use in the
model. The results of the hydrant flow tests are presented in Table 3-3.
Table 3-3 West Hill Hydrant Flow Tests (Performed September 5, 20,17)
111111?110 11`�A� l .IIIIN
MAMMA
Enfield Falls Road Bostwick Road R0750 R0760 98 1,050 67
Glenside Road Bostwick Road R0300 R0290 104 1,026 78
West Hill Drive near West Hill Y0570 Y0520 56 750 50
Trumansburg tank
Trumansburg Road Trumansburg T0050 T0040 116 1,163 90
Road
Duboise Road Trumansburg T0530 T0540 58 920 44
Road
Trumansburg Road Van Doms VOI 70 V0040 108 1,350 78
(Iradel tank)
The locations of the two pipe condition tests were selected because of their close representation of
two pressure zones (Bostwick Rood and West Hill). No pipe condition test was conducted in the
Trumansburg Road service area, as most of the water mains have been replaced since 1987 and
therefore C-value can be estimated based on age. The two pipe condition tests were performed on
Seven Mile Drive and West Haven Rood. For both pipe condition tests in the West Hill water
systonn, the existing piping already restricted the flow ofwater toone direction, so it was not
necessary to close any valves for the test. The results of the pipe condition tests are presented in
Table 3-4.
Table 3-4 West Hill lPipe Condition Tests (Performed September 5, 20,17)
4. Model Development
A water distribution system model is used to mathematically simulate hydraulic conditions in pipe
networks. The hydraulic analysis was performed using WaterGEMS Version V8i, designed and
distributed by Bentley Systems, Inc. Figures 4-1 and 4-2 provide a schematic of the existing water
distribution system in the model for the South Hill and West Hill systems, respectively.
A steady-state simulation was performed for the existing network. This analysis is based on
constant demand and boundary conditions. To establish boundary conditions, the models include
distribution pipe information, customer demand data, pump performance curves, and storage tank
level data. The model of each system includes the following:
1. Three pressure zones (water service areas).
2. All water distribution mains sized 4 inches in diameter and larger.
3. Four ground level water storage tanks for the South Hill system model and three ground level
water storage tanks for the West Hill system model.
4. Two pump stations.
5. Existing average daily water demands and estimated maximum daily and peak hour
demands for each customer.
6. Projections for future water demand increases.
7. Elevations based on Town-supplied GIS contour data.
8. Pressure reducing and control valves.
4.1 Softwwre Sellecflloi�ri
WaterGEMS Version V8i software by Bentley Systems was selected as the preferred modeling
software. WaterGEMS allows for simultaneous integration and use of geospatial software. Since the
Town currently utilizes WaterCAD, WaterGEMS was selected based on ease of opening the model
in both WaterGEMS and WaterCAD. Also, due to the majority of the data being GIS centered,
WaterGEMS was selected based on its ability to provide a hydraulically calibrated model for system
analysis while being fully integrated with GIS data.
4.2 Modell lknputs wid1113owndwry Coi�ndiflloinns
Model inputs were based on imported data from the GIS map developed using ArcGIS. The model
incorporated all hydraulic features and relevant asset fields from the GIS map as a basis. The GIS
data was then supplemented with any additional data required for model analysis using available
Town records. Additional model inputs are summarized below.
4.2.1 System Pipe Network
Distribution pipes 4 inches in diameter and larger were included in the model. Pipes smaller than
4 inches are generally individual water services and do not have a significant impact on system
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 113
capacity. The general layout of the system pipe network was interpreted from hydraulic GIS data
provided by the Town (as discussed in Section 3). Pipe diameters were based on GIS information,
record drawings, and other input from Town personnel.
4.2.2 Hydrants
All known hydrants in each service area were provided in the form of GIS data and included in the
model. Hydrants were numbered using the WaterGEMS numbering system. The modeling software
was used to assign elevations to the hydrants based on contour GIS data provided by the Town.
4.2.3 Hydrant Branches
Hydrant branches were included in the Town-supplied GIS data and were therefore included in the
model. Hydrant branch sizes were obtained from the Town's GIS data and record drawings.
4.2.4 Mainline Valves
All of the Town's mainline valves, which were provided by the Town in the form of GIS data, were
included in the model. Valves were numbered based on the WaterGEMS numbering system. Valve
elevations were determined from the same contour data used for the hydrants. All valves were
modeled open except for those that separate the two pressure zones.
4.2.5 Junction Nodes
Junction nodes were developed automatically by the modeling software at major pipe bends, pipe
intersections, and all hydrant branches. Water demands were allocated to junctions (Section 4.3).
4.2.6 Coddington Road Pump Station, South Hill
In order to model the Coddington Road Pump Station pumps, multiple sources were reviewed,
including equipment data sheets and daily pump station readings. Physical elevations and pump
manufacturer's performance curves were entered into the model for the pump station. Table 4-1 is a
summary of additional pump details.
Table 4-1 Pump Data, Coddington Road Pumps (Two Total)
1111111 u��� 111111 II101
M.II III'I'M., �� IIIII�Ilh Vila
Pump rated speed 3,525 rpm
Shutoff head +445 feet
Operating discharge head 210 feet(')/250 feet(2)
Operating discharge flow 310 gpm(l)/572 gpm(2)
Pump horsepower 25 HP
Lead,pump start/stop tank level 20/27 feet
Lag pump start/stop tank level 18/23,5 feet
(1) Based on model analysis, with Troy Road tank at lead pump start level with a single pump
running.
(2) Based on model analysis, with Troy Road tank at lag pump start level with both pumps running.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 114
4.2.7 Troy Road Pump Station, South Hill
The Troy Road Pump Station pumps were modeled based on equipment data sheets and daily
pump station readings. Physical elevations and pump manufacturer's performance curve were
entered for the modeled pump station. Table 4-2 is a summary of additional pump details.
Table 4-2 Pump Data, Troy Road Pumps (Two Total)
Ilm i�li uioi om i i ii i i iii u i� Illi iim i oli luii
Pump 1
Pump rated'speed 3,500 rpm
Shutoff head +280 feet
Operating discharge head, Pump 1 245 feet
Operating discharge flow, Pump 1 230 gpm
Pump horsepower 25 HP
Lead,pump start/stop tank level 35/39.5 feet
Pump 2
Pump rated speed 3,500 rpm
Shutoff head +425 feet
Operating discharge head, Pump 2 260 feet
Operating discharge flow, Pump 2 430 gpm
Pump horsepower 40 HP
Lag pump start/stop tank level 34/38 feet
Both Pumps Running
Operating discharge head,total(2) 271 feet
Operating discharge flow,total (2) 525 gpm
(1) Based on model analysis, with Ridgecrest tank at pump start level with a single pump running.
(2) Based on model analysis, with Ridgecrest tank at lag pump start level with both pumps running.
4.2.8 Coy Glen Pump Station, West Hill
In order to model the Goy Glen Pump Station pumps, numerous sources were reviewed including
equipment data sheets and daily pump station readings. Physical elevations and pump
manufacturer's performance curves were entered into the model for the pump station. Table 4-3 is a
summary of additional pump details.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 115
Table 4-3 Pump Data, Coy Glen Pumps (Two Total)
Ilm 1171 moiimi i ii � Illi iim i oli lois
Pump rated speed 3,500 rpm
Shutoff head 420 feet
Operating discharge head 393 feet0)/410 feet(2)
Operating discharge flow 578 gpmM/945 gpm(2)
Pump horsepower 75 HP
Lead,pump start/stop tank level 25/28 feet
Lag pump start/stop tank level 20/25 feet
(1) Based on model analysis,with West Hill tank at lead pump start level with a single pump running.
(2) Based on model analysis, with West Hill tank at lag pump start level with both pumps running.
4.2.9 Woolf Lane Pump Station, West Hill
The Woolf Lane Pump Station pumps were modeled based on equipment data sheets and daily
pump station readings. Physical elevations and pump manufacturer's performance curve were
entered for the modeled pump station. Table 4-4 is a summary of additional pump details.
Table 4-4 Pump Data, Woolf ILane Pumps (Three Total)
Pump rated speed 3,500 rpm
Shutoff head 300 feet
Operating discharge head!(1) 233 feetM/269`feet(2)/285 feet(3)
Operating discharge flow437 gpm(3)/616 gpm(2)/680 gpm(3)
Pump horsepower 40 HP
Lead pump start/stop tank level 10/30 feet
Lag pump start/stop tank level -'-
(1) Based on model analysis, with Van Dorns tank at low level with a single pump running.
(2) Based on model analysis, with Van Dorns tank at low level with two pumps running.
(3) Based on model analysis, with Van Dorns tank at low level with all three pumps running.
4.2.10 Water Storage Tanks
The configuration and geometry of the tanks and piping arrangement at the tank site were based on
record drawings and GIS data provided by the Town. Further details on the existing water storage
tanks are provided in Section 2.3.
4.2.11 Water Supply and CV/PRVs, South Hill
The South Hill service areas are supplied by the Bolton Point transmission main and the East Hill
tank, through the Pearsall Place CV/PRV connection. This transmission main and the East Hill tank
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 116
are supplied by Bolton Point's Oakcrest Pump Station. The PRV was modeled and the downstream
pressure of each PRV was set based on the following Town-supplied setpoints:
• Pearsall Place CV/PRV Open— Northview/Danby tanks at 28 feet
• Pearsall Place CV/PRV Close— Northview/Danby tanks at 32 feet
• Downstream pressure setting when open—156 psi
The East Hill tank was modeled as a reservoir(water storage with infinite supply)to the Pearsall
Place CV/PRV. The East Hill tank was modeled with a water elevation of 1,180 feet (equivalent to
20 feet of water in tank or 10 feet below overflow).
4.2.12 Water Supply and CV/PRVs, West Hill
The West Hill service areas are supplied by the Town's transmission main, through the Stone
Quarry CV/PRV connection. This transmission main is supplied by the Northview/Danby service
area, which is supplied by the Pearsall Place CV/PRV. The Stone Quarry CV/PRV was modeled
and the downstream pressure of each PRV was set based on the following Town-supplied
setpoints:
• Stone Quarry CV/PRV Open — Bostwick Road tank at 26 feet
• Stone Quarry CV/PRV Close— Bostwick Road tank at 35 feet
• Downstream pressure setting when open—95 psi
The Trumansburg Road service area is supplied by the Trumansburg Road tank, through the
Trumansburg Road CV/PRV. The Trumansburg Road CV/PRV was modeled and the downstream
pressure of each PRV was set based on the following Town-supplied setpoints:
• Trumansburg Road CV/PRV Open—Trumansburg Road tank at 33 feet
• Trumansburg Road CV/PRV Close—Trumansburg Road tank at 36 feet
• Downstream pressure setting when open— 16 psi
4.3 Evall loinI11)eir iii 113ata
Once the model was constructed in WaterGEMS, demand data was allocated throughout the
system to simulate actual conditions. Individual customer meter demands were added to the model
according to the address/tax parcel on the account. Average daily water demands were then
allocated to water main nodes in the model based on the closest node to the meter, unless Town
records suggested otherwise.
4.3.1 Average Daily Demand, South Hill
The average daily demands for the water system were determined over the period of May 2014
through May 2017 from quarterly water billing accounts recorded by Bolton Point and flow meter
readings at the control valve and pump stations. The average daily demands were calculated for
each 12-month period as the sum of total water delivered for 12 months divided by 365 days
(366 days for the period encompassing 2016). The highest water demand for the three 12-month
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 117
periods was used in the model. The period of May 2015-May 2016 provided the highest average
daily water demands for the South Hill service areas.
The demands from this period are summarized in Table 4-5.
Table 4-5 South Hill Average Daily Demalnds (May 20,15-May 20,16)
IIII
IIIIII 1 111 II IIiiw I�II1 m IIIIII IIIIIIoI oiolWool 0000Ii0di00oI'ooI
oo1 ooqillllll `111111slim,111:111
11�11`1111111
:II IIII 11121slim,111:111N�-Iiiiili
Average daily grater produced (t) 952,200 161,500 134,400
/average daily water Consumed(2) 468,700 19,700 110,800
Average daily water transferred out 462,900(3) 134,400(4) -
by pump stations/PRVs
Unaccounted-for water 20,600 7,400 23,600
(1) Determined from the control valve and pump station meters that supply water into the zone.
(2) Determined as the sum of all customer water meters in the service area.
(3) Determined as the sum of water meters for the Coddington Road Pump Station and Stone
Quarry CV/PRV.
(4) Determined as the sum of the Troy Road Pump Station water meter.
4.3.2 Average Daily Demand, West Hill
The average daily demands for the water system were determined over the period of May 2014
through May 2017 from quarterly water billing accounts recorded by Bolton Point and flow meter
readings at the control valve and pump stations. The average daily demands were calculated for
each 12-month period as the sum of total water delivered for 12 months divided by 365 days
(366 days for the period encompassing 2016). The period of May 2015-May 2016 was used in the
model. This period did not provide the highest water demand for the three 12-month periods, but
was used to be consistent with the data used for the South Hill model.
The demands from this period are summarized in Table 4-6.
Table 4-6 West Hill Average Daily Demands (May 20,15-May 20,16)
IR11,11:1111
F'111111111iiiiiii,
111
0'..
!!!!!!IIII11111 i 11 ml I I �I 11,,,,,, I:111�IIII I11 1 �Il1
Average daily water produced(') 301,400 245,500 179,700
Average daily water consumed(2) 48,300 59,400 125,000
/average daily water transferred 245,400(3) 179,700(4) 39,300(5) '
out by pump stations/PRVs
Unaccounted-for water 7,700' 6,400 15,400
(1) Determined from the control valve and pump station meters that supply water into the zone.
(2) Determined as the sum of all customer water meters in the service area.
(3) Determined as the sum of the Coy Glen Pump Station meter.
(4) Determined as the sum of the Trumansburg Road CV/PRV meter.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 118
(5) Determined as the sum of the Woolf Lane Pump Station meter.
4.3.3 Demand Allocation
The water demands were distributed throughout the piping network based on GIS parcel data
provided by the Town. The model incorporates both metered water and unaccounted-for water. This
was accomplished by allocating actual meter demands to parcels throughout the distribution system
using tax ID information. The unaccounted-for water was then evenly distributed throughout the
model to each parcel. This distributes the water demand across the system in a way which best
represents the demand conditions in the Town.
4.3.4 Demand Conditions
The maximum day and peak hour demands were estimated by applying commonly used peaking
factors to average daily demands. The maximum day demand factor used was 1.7 times the
average daily demand. The peak hour demand factor was 2.0 times the maximum day demand.
These maximum day and peak hour factors were used to create the demands in the model.
Tables 4-7 and 4-8 summarize the modeled average daily, maximum day, and peak hour demands
in the South Hill and West Hill water models, respectively.
Table 4-7 South Hill Summary of I odeled Demainds(')
11111,
will,
11111 I 1111111slim
I��I III ��I11,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 111 111111 1111 111111111 11 111 1111 111111 11r,111111 11111 ami
Average daily demand (average 489,300 27,100 134,400
of quarterly data from 2015-2016)
Estimated maximum day 831,810 46,070 228,480
(1.7 times average daily)
Estimated peak hour(2.0 times
maximum day) 1,663,$20 92,140 456,960
(1) Demands are based on water used as measured by the master meters for each service area
(includes metered water and unaccounted-for water).
Table 4-6 West Hill Summary of I odeled Demainds(')
1111111 111 111111111 1111 111 M111,111M9,1111111111111111,
0111��11111111111111
R111"i,1111111111111
M. '
1111F-1111r,11II
1111� !11���III � �;Y� �� I,IV,��1�.IIi ,�VII11111111 114111
Average daily demand (average 56,000 65,800 140,400
of quarterly data from 2015-2016)
Estimated maximum day
(1.7 times average daily) 95 200 111,860' 238 680'
Estimated peak hour(2.0 times 190,400 223,720 477,360
maximum day)
(1) Demands are based on water used as measured by the master meters for each service area
(includes metered water and unaccounted-for water).
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 119
5. Model Calibration
5.1 Ca III ilbimflloinn IMethodollogy
After the model was constructed and demand was allocated to appropriate meters in the model, the
model was calibrated based on field-obtained test data. Hydrant flow tests and pipe condition tests,
performed as discussed in Section 3, were used to compare the model output versus actual system
conditions. This data was used to calibrate the model based on static and residual pressures.
Calibration was performed by adjusting model parameters until model outputs generally agreed with
field-measured information.
The model was calibrated for a steady-state scenario, which models a single point in time and is
used to check static and residual pressures in the water system. Both demand and SCADA records
received from the Town were used as criteria for the steady-state calibration. The calibration goal
used for the model was to be within +10 percent of the static and residual pressures from field tests
for pressures above 50 psi and ±5 psi for pressures less than 50 psi.
5.2 11INIpe Age widIlli�ritei�riria 111 Ftouglhiness
An important parameter in calibrating the system model is the Hazen-Williams roughness
coefficient, or C-value. This factor represents the roughness of the pipe interior and the pipe's
resistance to flow. A lower C-value represents more friction and greater resistance to flow. The
C-value tends to decrease with pipe age due to corrosion and deposition inside the pipe, although
studies have shown that cement-lined piping can maintain a higher C-value for longer when
compared to unlined piping.' The C-value for new cement-lined ductile iron pipe is typically 130. As
the pipe ages, this value could potentially decrease, resulting in greater resistance to flow and
reduction in system capacity. In general, the greater the pipe age, the lower the modeled C-value.
5.3 Ca III i llbimfll i�ri Suirnirnwry, South 111I 1111 i III III
The calibration used the results of two hydrant flow tests and two pipe condition tests performed on
September 7, 2017 and six hydrant flow tests performed on January 18, 2018. Hydrant flows
measured in the field were simulated in WaterCAD using modeled hydrants corresponding to field-
tested hydrants. Model parameters were adjusted to achieve simulated hydrant flow test results
within the goal of±10 percent of field test data for steady-state model calibration.
The model was calibrated based on the average daily demand condition. First, the water storage
tank level information at the time of field testing was entered from SCADA monitored data.
Following static calibration, the second calibration effort used residual pressure data from fire flow
testing to calibrate the model under the field-recorded fire flow (see Table 3-1). The Hazen-Williams'
C-values were modified as needed across the system to correlate model residual pressures with
those observed in the field.
' Ductile Iron Pipe Research Association (DIPRA). 2016. Cement-Mortar Linings for Ductile Iron Pipe.
Golden, CO.
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 120
Table 5-1 presents the results from final model calibration and ocomparison ofmodel values with
fire flow test results. All of the modeled static and residual pressures are within the ±1 0 percent goal
for steady-state model calibration.
Table 5-1 South Hill Steady-State, Calibration Summary
Coddington Northview/ N0070 105 105 1,400 95 92 3%
Extension Danby
Juniper& Northview/ N0270 74 73 1,060 66 60 9%
Pineview Danby
Terrace
Danby Road Ridgecrest Q0187 103 104 1,350 78 77 1%
(near Danby
Road tank)
East King Road Ridgecrest Q0110 41 39 1,060 36 38 6%
East King Road Ridgecrest Q0930 119 123 1,450 64 66 3%
(West King
Ridgecrest Ridgecrest Q0080 60 62 1,060 44 42 5%
Road
Troy Road Troy P0040 104 105 1,325 70 64 9%
Coddington Troy P0490 108 109 1,060 60 61 2%
Road
(1) Field-measured residual pressures are +�1psi.
Model calibration was undertaken separately in each pressure zone. The typical C-value used in the
model was 130; the maximum C-vo|uo used was 150. which was considered reasonable based on
literature published bythe Ductile Iron Pipe Research Assooiotion.,
For the East King Rood (West King PRV) hydrant test, the model initially predicted osignifioont|y
lower residual pressure than measured in the field. After additional hydrant testing to confirm these
nasu|ta, the pipe size for the vvotor main on the portion of East King Rood between Ridgoonast Rood
to the east and Hydrant No. Q0930 to the west was increased from 8-to 1 O-inch. With an 8-inch
pipe size, the modeled residual pressure for this test was lower than the field measured data by
39 percent. With a 1 0-inch pipe size, the modeled residual pressure for this test is higher than the
field measured data by3percent.
For the Coddington Rood hydrant test, the model initially predicted osignificantly lower residual
pressure than nnoosunad in the field. As o nasu|t, the pipe size for the water main on the portion of
Coddington Road between Troy Road to the north and East King Road to the south was increased
fronnD-to 1O-inoh. With on 8-inch pipe size, the modeled residual pressure for this test was lower
than the field measured data by 42 percent. With a 10-inch pipe size, the modeled residual pressure
for this test is higher than the field measured data by 2 percent. Additional hydrant tests were
performed to confirm these results.
For both the Coddington Road and East King Road pipes, Town records indicate the pipe sizes are
8-inch diameter. Site investigations were unable to confirm the presence of 10-inch diameter piping
or any other conditions that might cause the discrepancy between the model and field data. To
increase the accuracy of the modeled hydraulic results, it was decided to configure the model to
match field test conditions.
With hydraulic models, there are inaccuracies in pressure gauges, variations in field measurements,
and variations in the distribution system that cannot be easily quantified, making it impractical to
achieve an accuracy of 100 percent in all cases. Based on the results presented in Table 5-1, the
model was deemed calibrated and adequate for completing further analysis on the South Hill water
system.
5.4 Ca III illbimt i i�ri Suirnirnwry, West IIII°IllliIII III
The calibration used the results of the six hydrant flow tests and two pipe condition tests performed
on September 5, 2017. Hydrant flows measured in the field were simulated in WaterCAD using
modeled hydrants corresponding to field-tested hydrants. Model parameters were adjusted to
achieve simulated hydrant flow test results within the goal of±10 percent of field test data for
steady-state model calibration.
The model was calibrated based on the average daily demand condition. First, the water storage
tank level information at the time of field testing was entered from SCADA monitored data.
Following static calibration, the second calibration effort used residual pressure data from fire flow
testing to calibrate the model under the field-recorded fire flow (see Table 3-3). The Hazen-
Williams' C-values were modified as needed across the system to correlate model residual
pressures with those observed in the field.
Table 5-2 presents the results from final model calibration and a comparison of model values with
hydrant flow test results. All except one of the six modeled static and residual pressures are within
the ±10 percent goal for steady-state model calibration.
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 122
Table 5`2 West HiUSteadCalibration Summary
�"F". 0a,M".
1��11111101 li,11 1111 1��1; 111111101 111,1 nw, 11
1111111,1611i I'll l I'lli 11 111111111111 11 11��11111101 li,11
III
Enfield Falls Bostwick R0760 98 94 1,050 67 63 6%
Road
Glenside Bostwick R0290 104 101 1,026 78 79 1%
Road
West Hill Drive West Hill Y0520 56 58 750 50 49 2%
near Trumans-
burgtank
Trumansburg Trumansburg T0040 116 117 1,163 90 97 8%
Road
Duboise Road Trumansburg T0540 58 59 920 44 44 0%
(1) Field-measured residual pressures are +�1psi.
Model calibration was undertaken separately in each pressure zone. The typical C-value used for
new ductile iron pipes is 130. For the Trumansburg Road hydrant test, the model initially predicted a
higher residual pressure than nnoosunad in the field. As o result, the C-value for the water main on
the portion ofTrunnonsburg Rood between Hoyts Rood (County Road 130)tothe north and Hillcrest
Drive to the south was decreased to 110. This is reasonable because rocks and debris were flushed
out ofthe water main during the hydrant test, increasing the hood|oss in the pipe. With oC-vo|uoof
130, the modeled residual pressure for this test was higher than the field-measured data by
12 percent. With a C-value of 110, the modeled residual pressure for this test is higher than the
field-measured data by 8 percent. This resulted in the model outputs for all tested hydrants
performing within 10 percent of the field-measured data with the exception of one hydrant discussed
below. Using a C-value lower than 110 for the water main was considered to be unreasonable
based on the pipe age and material, so no further changes were made to the model. The remainder
of the Trumansburg service area did not require changing of the pipe C-values from the original
130.
The Woolf Lane Pump Station and Iradel tank were included in the model to account for the
demand of the Woolf Lane Pump Station on the Trumansburg tank area. A hydrant test was
performed on the Iradel tank zone, the results of which are presented in Table 3-3. The Iradel tank
is located in the Van Dorris service area in the Town of Ulysses,just north of the Trumansburg
Road service area, and was not included in the scope of the calibration and analysis.
For the reasons provided in Section 5.3, it is impractical to achieve an accuracy of 100 percent in all
cases. Based on the results presented in Table 5-2, the model was deemed calibrated and
adequate for completing further analysis on the West Hill water system.
6. System Analysis, South Hill
Once the South Hill model was deemed to be calibrated, it was utilized to analyze the existing water
system and identify areas of improvement. The calibrated model was used to analyze overall water
system capacities and pressures, fire flow capacities, and suitability of the existing water storage
tanks. The analysis for the South Hill water system is discussed in more detail below.
6.1 Capacity iii Illi:::]Nr Illi:::'lll �n 111 suis of theIIIE' iiiri stele
The model was used to simulate the existing water system under average daily, maximum day, and
peak hour demand conditions. It was then evaluated based on system pressure and available fire
flow for each of these demand conditions. The distribution system was evaluated against the
following criteria:
Pressure Evaluation Criteria
• Minimum of 35 psi at all customer connections in the distribution system, under normal
operating conditions.
• Minimum of 20 psi at all points in the distribution system, under fire flow conditions.
• Maximum of 100 psi at all points in the distribution system, or pressure reducing valves for
any homes over 100 psi, under all operating conditions.
• These pressures are in accordance with the Recommended Standards for Water Works
(Ten-States Standards, 2012).
Fire Flow Evaluation Criteria
• Minimum fire flow of 500 gpm at all hydrants in accordance with Insurance Services Office
(ISO)guidelines and Ten-States Standards.
• Minimum fire flow of 1,500 gpm at all hydrants, as requested by the Town.
It should be noted that ISO provides a general guideline that all hydrants provide a minimum fire
flow of 500 gpm; however, ISO is able to perform a more detailed evaluation of the distribution
system to determine location-specific"needed fire flows"for individual hydrants. Often the ISO's
location-specific needed fire flows are greater than 500 gpm. An ISO evaluation of the South Hill
water system was not available at the time of this report. The evaluation of the existing system and
improvement alternatives discussed in the next section will be based on the fire flow criteria listed
above. It is recommended the Town request an ISO evaluation of the South Hill water system in
order to obtain specific needed fire flow criteria for these areas.
6.1.1 Water Distribution System Pressures
Based on the calibrated model, few areas of low pressure exist and are generally located in the
vicinity of the tank in the Northview/Danby, Troy Road, and Ridgecrest pressure zones. These three
pressure zones each have areas with high pressures reaching over 100 psi. Figures 6-1, 6-2, and
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 124
6-3 show the existing pressures across the distribution system under average daily, maximum day,
and peak hour demand conditions, respectively. As can be seen in the figures, the Coddington
Road and Troy Road Pump Stations are off, the Pearsall Place PRV/CV is closed; the larger PRVs
(West King 2, Stone Quarry 1 B, Stone Quarry 2B, Stone Quarry 3B) are closed; and the smaller
PRVs (West King 1, Stone Quarry 1 A, Stone Quarry 2A, Stone Quarry 3A)are active.
Based on this analysis, the following observations have been made:
1. The Northview/Danby service area has no customers with pressures below 35 psi under
normal conditions, maximum day demand conditions, or peak hour demand conditions. There
are some pipes adjacent to the Northview and Danby tanks with less than 20 psi of pressure,
but these water mains do not serve any customers.
2. The Northview/Danby service area has several areas that exceed 100 psi, predominately
located in the northern portion of the service area.
3. The Troy Road service area has no customers with pressures below 35 psi under normal
conditions, maximum day demand conditions, or peak hour demand conditions. There are
some pipes adjacent to the Troy Road tank with less than 35 psi of pressure, but these water
mains do not serve any customers.
4. The Troy Road service area has several areas that exceed 100 psi throughout the service
area.
5. There are five customers in the Ridgecrest service area with pressures below 20 psi and
seven customers with pressures below 35 psi under normal conditions. There is one
additional customer with pressures below 35 psi under peak hour demand conditions. These
customers (13 total)are served by water mains adjacent to the Ridgecrest tank. There are
some additional pipes adjacent to and downstream of the West King PRVs with less than
35 psi of pressure, but these water mains do not serve any customers.
6. The Ridgecrest service area has several areas that exceed 100 psi, predominately located in
the southern portions of the area.
7. The distribution system pressures do not vary significantly from average daily demands up to
peak hour demands. This suggests that the water main capacity is not the limiting factor
causing low system pressures. The low system pressures are a result of the elevations of the
existing tanks with respect to the customers they serve.
Table 6-1 summarizes the maximum and minimum distribution system pressures observed in the
model. Pressures are reported under their worst case demand conditions (i.e., minimum pressures
under peak hour demand and maximum pressures under average demands). However, as noted
above, the majority of pressures do not vary significantly from average to peak demands. Maximum
static pressures are also provided, since static conditions can be achieved at night when demands
are at their minimum.
Pressures exceeding 100 psi have been shown to result in a greater occurrence of breaks in water
mains and residential water services. Pressures over 100 psi can also cause damage to water
heaters and pipes in residences. For this reason, the Town of Ithaca requires customers with high
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 125
pressures to install PRVs on their water service connections in accordance with the Ten-States
Standards. These individual PRVs can mitigate potential damage to the customer's water piping,
but they do not reduce the risk of breaks in the water distribution mains serving these areas. In
some cases, it is not feasible to reduce system pressures to below 100 psi due the elevation
change and layout of the distribution system. Where possible, it is recommended to reduce system
pressures to below 100 psi.
Table -1 South Dill (Existing Distribution Systern Pressures (IModel Estimate)
IIIIIIIIIIIIIIIIIIIIIIII� II,,,IIII,IIII,�IIIIII��IIIII II, ��
111111 IIII IIII ��IIIa I .InII II101 III� teit �II�
���� liIIII "
Northview/Danby 37 139 139
Troy Road 35 150 150
Ridgecrest 17 158 158
6.1.2 Available Fire Flow
The model is able to separately estimate the available fire flow at each hydrant in the system.
Available fire flows were estimated during the maximum day demand. The analysis does not model
the duration of each fire flow with respect to distribution system capacity. The duration of available
fire flow is impacted more by the volume of water storage than by the pipe capacity. An analysis of
the fire flow duration is discussed in greater detail in Section 6.2.
The maximum available fire flows were estimated in the model based on maintaining a minimum
pressure of 20 psi at all points in the distribution system, in accordance with Ten-States Standards.
The available fire flows are also estimated with the Pearsall Place PRV/CV closed; the Coddington
Road and Troy Road Pump Stations off; the larger PRVs (West King 2, Stone Quarry 1 B, Stone
Quarry 2B, Stone Quarry 3B)active; and the smaller PRVs (West King 1, Stone Quarry 1 A, Stone
Quarry 2A, Stone Quarry 3A)closed. Figure 6-4 provides a map of the distribution system hydrants,
color coded based on their available fire flow.
Table 6-2 is a summary of the available fire flows in the three service areas.
Table 6-2 South Dill Fire Flow Analysis of (Existing Systern (I aximurn Day Demand)
1�1il
MC.,
I ......-I 1.1 „II °
I�U.”,
I
Northview/Danby 40 2 22(55%)
Troy Road 41 6 0(0%)
Ridgecrest 113 4 0(0%)
The majority of hydrants in the Northview/Danby provide fire flows greater than 1,500 gpm. The
majority of hydrants in the Troy Road and Ridgecrest pressure zones provide fire flows less than
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 126
1,500 gpm. Fifty-five percent of the hydrants in the Northview/Danby zone provide fire flows greater
than 1,500 gpm, while no hydrants in the Troy Road or Ridgecrest zones provide more than
1,500 gpm. Twelve hydrants provide less than 500 gpm fire flow--two in the Northview/Danby
pressure zone, six hydrants in the Troy Road pressure zone, and four hydrants in the Ridgecrest
pressure zone. The two hydrants in the Northview/Danby pressure zone are located adjacent to the
water storage tanks where water pressure is low. The six hydrants in the Troy Road pressure zone
are located on Southwoods Drive and Eldridge Circle. The four hydrants in the Ridgecrest pressure
zone are located adjacent to the water storage tank where water pressure is low. Alternatives to
increase fire flow in the Northview/Danby, Troy Road, and Ridgecrest service areas are discussed
in Section 9.
Evaluation of the existing fire flows in this report is based on the criteria noted above. The report
does not provide recommendations for what the minimum fire flows should be in the distribution
system. It is common to reference the ISO's indication of needed fire flow rates as a baseline for
comparing water system performance. ISO recommends needed fire flow rates based on building
size, construction materials, and use in the area. For one-and two-family residences, ISO's needed
fire flows are typically within a range of 500 to 1,500 gpm, but can be significantly higher for other
building types and uses. As noted in Section 6.1, it is recommended the Town obtain an ISO
evaluation of the Northview/Danby, Troy Road, and Ridgecrest zones for the purpose of comparing
ISO's needed fire flows to existing fire flows.
IE va ll li inn of IIA' ik i�r Stam9e
Water storage in the distribution system must meet two basic requirements: (1) provide adequate
pressure to all water services; and (2) provide an adequate volume of water to meet worst case
demands.
The pressure requirements for the distribution system are defined in Section 6.1. These
requirements dictate the minimum and maximum water elevations for water storage. The volume of
water storage necessary to meet Ten-States Standards is based on supplying fire flow and
maximum day demands concurrently without interruption of supply to water services. The
distribution system must meet these demands without dropping below 20 psi at any point in the
system. The Town also desires to provide three days of water storage for all of their water storage
tanks. These criteria were used to evaluate the existing water storage tanks in the three pressure
zones. The minimum required storage volume is equal to the higher value of either three days of
storage or the volume needed to meet water and fire demands.
The minimum storage volume for each tank to meet water and fire demands, as defined by Ten-
States Standards, is calculated based on the combined fire flow and maximum day water system
demands. For the Northview/Danby, Troy Road, and Ridgecrest pressure zones, this calculation will
be based on the following assumptions:
1. The fire flow rate is equal to 1,500 gpm, as desired by the Town.
2. The duration of the fire flow is 2 hours (this is the duration selected by ISO for fire flow rates
up to 2,500 gpm).
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 127
3. The water demand during a fire is at the maximum day rate (the analysis also assumes that
one hour of the fire occurs during the peak hour demand of the maximum day).
4. The maximum and peak hour demands for Northview/Danby do not include Ithaca College,
as the college has their own tank for fire protection.
5. When calculating the volume for Northview/Danby, we assume the Pearsall Place CV/PRV is
open for the entire duration of a fire, supplying water to the tanks.
6. When calculating the volume for Northview/Danby, we assume the Coddington Road Pump
Station is running both pumps (pumping out of the Northview and Danby tanks)for the entire
duration of a fire. This is an added demand on the Northview and Danby tanks.
7. When calculating the volume for Northview/Danby, the demand necessary to fill the Bostwick
Road tank is included. The Bostwick Road tank is filled from the Stone Quarry CV/PRV.
Since it takes less than 2 hours for the Stone Quarry CV/PRV to fill the Bostwick Road tank,
and the minimum storage volume calculations are based on a 2-hour period, the Bostwick
demand is based on the volume required to fill the Bostwick tank, as opposed to using the
Stone Quarry CV/PRV demand over a period of 2 hours.
8. When calculating the volume for Troy Road, we assume the Coddington Road Pump Station
is running both pumps for the entire duration of a fire, supplying water to the tank.
9. When calculating the volume for Troy Road, we assume the Troy Road Pump Station is
running both pumps (pumping out of the Troy Road tank)for the entire duration of a fire. This
is an added demand on the Troy Road tank.
10. When calculating the volume for Ridgecrest, we assume the Troy Road Pump Station is
running both pumps for the entire duration of a fire, supplying water to the tank.
11. The water storage tanks start at their maximum water level.
Once the total required water storage volume is calculated, it must be compared to the actual
usable volume in the existing water storage tanks. As noted above, the pressure in the distribution
system must not drop below 20 psi during a fire. The usable water storage in a tank is based on
providing this 20 psi minimum pressure to all customers. For the Northview, Danby, and Troy Road
tanks, at least 20 psi of pressure is provided to all customers when the water level is at the bottom
of the tank, so the entire storage volume is usable in these tanks. For practicality, we have
calculated the usable water storage volume as the water above 1 foot from the bottom of the tank.
In other words, the bottom 1 foot of water was subtracted from the usable storage volume.
For the Ridgecrest tank, there are customers with less than 20 psi of pressure under normal
conditions. For this reason, customers (13 total) adjacent to the Ridgecrest tank with less than
35 psi when the tank level is at the pump setpoint (35 feet of water in the tank) under normal and
peak hour conditions are not included in determining the usable water storage volume. A primary
recommendation to the Town (discussed later) is to provide a booster pump system to increase the
pressure to these customers. The water storage analysis herein assumes that the booster system
has been provided. Excluding these customers, at least 20 psi of pressure is provided to all other
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 128
customers when the water level is 1 foot above the bottom of the tank, meaning the usable water
storage volume in the Ridgecrest tank is the water above 1 foot from the bottom of the tank.
Table 6-3 summarizes the water storage required for each pressure zone, based on water and fire
demands and providing three days of storage. The table also shows the usable water storage
available in the existing tanks.
Fable 6-3 South Dill Required Water Storage Volume, (Existing Demands
Northview/Danby Tanks
Peak hour demand(1-hour duration) 18,400
Maximum day demand (1-hour duration) 9,200
Fire flow demand(1) 180,000
Coddington Road Pump Station demand(2) 71,000
Bostwick Road tank demand (3) 47,600
Supplied to tank from PearsallPlace PRV(4) (178,600)
Water storage volume required,water and fire demands 152,600
Water storage volume, 3 days'storage(5) 390,000
Minimum water storage volume required 390,400
Usable storage available in existing tanks(6) 1,015,200
Troy Road Tank
Peak hour demand(1-flour duration) 3,900
Maximum day demand (1-hour duration) 1,900
Fire flow demand(t) 180,000
Troy Road Pump Station demand (7) 53,200
Supplied to tank from Coddington Road Pump Station(2) (71,000)
Water storage volume required,water and fire demands 168,000
Water storage volume, 3 days'storage(5) 81,300
Minimum water storage volume required 168,000
Usable storage available in existing tankM 124,400
Ridgecrest Tank
Peak hour demand(1-hour duration) 19,100
Maximum day demand (1-hour duration) 9,500
Fire flow demand(1) 180,000
Supplied to tank from Troy Road Pump Station (7) (53,200)
Water storage volume required,water and fire demands 155,400
Water storage volume, 3 days'storage(5) 403,200
Minimum water storage volume required 403,200
Usable storage available in existing tank 09) 489,200
(1) Fire Flow- 1,500 gpm for 2 hours.
(2) Coddington Road Pump Station - 592 gpm for 2 hours, based on model with both pumps on.
(3) Volume of water necessary to fill the Bostwick Road tank from the low level setpoint to the
high level setpoint.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 129
(4) PRV flows estimated in model.
(5) Under average daily demand conditions, not including Ithaca College demand.
(6) Storage available with 1 foot of water remaining in the Northview and Danby tanks.
(7) Troy Road Pump Station -443 gpm for 2 hours, based on model with one pump on.
(8) Storage available with 1 foot of water remaining in the Troy Road tank.
(9) Storage available with 1 foot of water remaining in the Ridgecrest tanks.
The existing Northview/Danby and Ridgecrest tanks provide enough storage to meet current water
and fire demands with the PRV and pumps operational. The estimated water storage for the
Northview/Danby and Ridgecrest tanks under these conditions is 152,600 and 155,400 gallons,
respectively. The existing Troy Road tank does not provide sufficient storage to meet current water
and fire demands with the pumps operational. The estimated water storage for the Troy Road tank
under these conditions is 168,000 gallons and the usable storage available is 124,400 gallons.
The Town also seeks to provide three days of storage in each tank under average daily demand
conditions, in the event of a large power failure. During a power failure, the pumps and PRVs will
not operate normally to fill the tanks. Having three days of storage provides the Town time to fill the
tanks under emergency operations.
The minimum water storage volume required for the Northview/Danby pressure zone to provide
three days of storage is 390,000 gallons. The existing tanks provide a usable volume of
1,015,200 gallons; therefore, the Northview/Danby tanks have sufficient storage volume to meet the
Town's desired storage capacity. The minimum water storage volume required for the Troy Road
pressure zone to provide three days of storage is 81,300 gallons. The existing tank provides a
usable volume of 124,400 gallons; therefore, the Troy Road tank has sufficient storage volume to
meet the Town's desired storage capacity. The minimum water storage volume required for the
Ridgecrest pressure zone to provide three days of storage is 403,200 gallons. The existing tank
provides a usable volume of 489,200 gallons; therefore, the Ridgecrest tank has sufficient storage
volume to meet the Town's desired storage capacity.
The Town should consider providing additional storage for the Troy Road service area to meet
current water and fire demands. Since pressures in the Troy Road service areas are adequate, the
new storage can use the same elevations as the existing Troy Road tank.
Section 8 provides an evaluation of the South Hill system under projected future water demands,
and improvement alternatives are discussed in more detail in Section 9.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 130
7. System Analysis, West Hill
Once the West Hill model was deemed to be calibrated, it was utilized to analyze the existing water
system and identify areas of improvement. The calibrated model was used to analyze overall water
system capacities and pressures, fire flow capacities, and suitability of the existing water storage
tanks. The analysis for the West Hill water system is discussed in more detail below.
7 I Capacity widIlli:::]Nr Illi:::'lll �n 111 suis of theIIIE' iiiri stele
The model was used to simulate the existing water system under average daily, maximum day, and
peak hour demand conditions. The water system was then evaluated based on system pressure
and available fire flow for each of these demand conditions. The distribution system was evaluated
against the following criteria:
Pressure Evaluation Criteria
• Minimum of 35 psi at all customer connections in the distribution system, under normal
operating conditions.
• Minimum of 20 psi at all points in the distribution system, under fire flow conditions.
• Maximum of 100 psi at all points in the distribution system, or pressure reducing valves for
any homes over 100 psi, under all operating conditions.
• These pressures are in accordance with the Recommended Standards for Water Works
(Ten-States Standards, 2012).
Fire Flow Evaluation Criteria
• Minimum fire flow of 500 gpm at all hydrants in accordance with ISO guidelines and Ten-
States Standards.
• Minimum fire flow of 1,500 gpm at all hydrants, as requested by the Town.
As stated in Section 6, ISO provides a general guideline that all hydrants provide a minimum fire
flow of 500 gpm; however, ISO is able to perform a more detailed evaluation of the distribution
system to determine location-specific"needed fire flows" for individual hydrants. Often the ISO's
location-specific needed fire flows are greater than 500 gpm. An ISO evaluation of the West Hill
water system was not available at the time of this report. The evaluation of the existing system and
improvement alternatives discussed in the next section will be based on the fire flow criteria listed
above. It is recommended the Town request an ISO evaluation of the West Hill water system in
order to obtain specific needed fire flow criteria for these areas.
7.1.1 Water Distribution System Pressures
Tanks Draining(Pumps Off and Control Valves Closed)
Based on the calibrated model, few areas of low pressure exist and are generally located in the
vicinity of the tank in the Bostwick Road, West Hill, and Trumansburg Road pressure zones. These
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 131
three pressure zones each have areas with high pressures reaching over 100 psi. Figures 7-1, 7-2,
and 7-3 show the existing pressures across the distribution system when all CV/PRVs are closed
and pump stations are off under average daily, maximum day, and peak hour demand conditions,
respectively.
Based on this analysis, the following observations have been made:
1. The Bostwick Road service area has no customers with pressures below 35 psi under normal
conditions. There are some pipes adjacent to the Bostwick Road tank with less than 35 psi of
pressure, but these water mains do not serve any customers.
2. The Bostwick Road service area has several areas that exceed 100 psi, predominately
located in the eastern portion of the service area.
3. There are six customers in the West Hill service area with pressures below 35 psi under
normal conditions. In addition, the water main that serves the Ithaca Ecovillage has less than
35 psi of pressure but the Ecovillage is not included as one of the six customers stated above
since the Ecovillage has its own pump station (not shown in model).
4. The West Hill service area has few areas that exceed 100 psi, predominately located in the
southernmost portion of the service area.
5. There is one customer in the Trumansburg Road service area with pressure below 35 psi
under normal conditions.
6. The Trumansburg Road service area has several areas that exceed 100 psi, predominately
located in the northern and southern portions of the service area.
7. The distribution system pressures do not vary significantly from average daily demands up to
peak hour demands. This suggests the water main capacity is not the limiting factor causing
lower system pressures. The low system pressures are a result of the elevations of the
existing tanks with respect to the customers they serve.
Tanks Filling(Pumps On and Control Valve Open)
Typically when pumps/control valves are on/open, the storage tanks are filling and system
pressures are higher than when the pumps and control valves are off/closed. However, as
discussed below, that is not always the case for the West Hill service area. The following
observations have been made under average daily demand conditions with the smaller Stone
Quarry control valve active (not closed), the larger Stone Quarry control valve closed, the Coy Glen
Pump Station with one pump on, the larger Trumansburg control valve active (not closed), the
smaller Trumansburg control valve closed, and the Woolf Lane Pump Station with one pump on:
1. The number of customers with pressures below 35 psi does not change in the Bostwick Road
and Trumansburg Road service areas.
2. The number of customers with pressures below 35 psi increases from 6 customers to
11 customers in the West Hill service area. Under these conditions, there is approximately
580 gpm of flow out of the Coy Glen Pump Station and approximately 990 gpm of flow
through the Trumansburg PRV. Based on this, flow out of the West Hill tank is greater than
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 132
flow into the West Hill tank, causing the water level in the tank to drop and the number of
customers with less than 35 psi to increase.
3. When the Trumansburg CV/PRV is open, the high flow rate it draws decreases the pressures
in the West Hill service area.
Discussio
Table 7-1 summarizes the maximum and minimum distribution system pressures observed in the
model with CV/PRVs closed and pump stations off. Pressures are reported under their worst case
demand conditions (i.e., minimum pressures under peak hour demand and maximum pressures
under average demands). However, as noted above, the pressures do not vary significantly from
average to peak demands. Maximum static pressures are also provided, since static conditions can
be achieved at night when demands are at their minimum.
Pressures exceeding 100 psi have been shown to result in a greater occurrence of breaks in water
mains and residential water services. Pressures over 100 psi can also cause damage to water
heaters and pipes in residences. The Town of Ithaca requires customers with high pressures to
install PRVs on their water service connections in accordance with the Ten-States Standards.
These individual PRVs can mitigate potential damage to the customer's water piping, but they do
not reduce the risk of breaks in the water distribution mains serving these areas. In some cases, it
is not feasible to reduce system pressures to below 100 psi, due the elevation change and layout of
the distribution system. Where possible, it is recommended to reduce system pressures to below
100 psi.
Table T-1 West Hill I Existing Distribution System Pressures (IModel Estimate)
Il i9!!iiipl!iiiili IV�I IIIIIf�lllllllllllll IIIIIIIIIIIIIIII
I
IIIAI uu IIIA p IIIA r In.
I
Bostwick Road 57 128 128
West Hill 32 181 181
Trumansburg Road 29 137 137
7.1.2 Available Fire Flow
The model is able to separately estimate the available fire flow at each hydrant in the system.
Available fire flows were estimated during the maximum day demand. The analysis does not model
the duration of each fire flow with respect to distribution system capacity. The duration of available
fire flow is impacted more by the volume of water storage than by pipe capacity. An analysis of the
fire flow duration is discussed in greater detail in Section 7.2.
The maximum available fire flows were estimated in the model based on maintaining a minimum
pressure of 20 psi at all points in the distribution system, in accordance with Ten-States Standards.
The available fire flows are also estimated with the Stone Quarry PRV/CV closed, the Coy Glen and
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 133
Woolf Lane Pump Stations off, and the Trumansburg control valve closed. Figure 7-4 provides a
map of the distribution system hydrant, color coded based on their available fire flow.
Table 7-2 is a summary of the available fire flows in these two service areas.
Tab|eT-2 West Hill Fire Flow Analysis of Existing Syste00 (IMaxi00u00 Day Demand)
Bostwick Road 84 1 22 (26%)
Trumansburg Road 53 2 0(0%)
The majority of hydrants in the Bostwick Road, West Hill, and Trumansburg Road pressure zones
do not provide fire flows greater than 1,500 gpm. Twenty-six percent of the hydrants in the Bostwick
Road zone provide fire flows greater than 1,500 gpm; 6 percent of the West Hill hydrants provide
more than 1.500 gpnn, and no hydrants in the Trunnonsburg Rood zone provide more than
1,500 gpm. Seven hydrants provide less than 500 gpm: one hydrant in the Bostwick Road pressure
zone, four hydrants in the West Hill pressure zone, and two hydrants in the Trumansburg Road
pressure zone. All hydrants that provide less than 500 gpm are located adjacent to the water
storage tank in the pressure zone, where water pressure is low. Alternatives to increase the fire flow
in the Bostwick Rood. West Hill, and Trunnonsburg Rood service are discussed in Section 10.
Evaluation ofthe existing fire flows inthis report is based onthe criteria noted above. The report
does not provide recommendations for what the minimum fire flows should be in the distribution
system. It is oonnnnon to reference the ISO's indication of needed fire flow rates as o baseline for
comparing water system performance. ISO r000nnnnonds needed fire flow rates based on building
sizo, construction nnotorio|s, and use in the area. Forono-ond two-family residences, ISO's needed
fire flows are typically within a range of 500 to 1,500 gpm, but can be significantly higher for other
building types and uses. As noted in Section 7.1, it is recommended the Town obtain an ISO
evaluation of the Bostwick Road, West Hill, and Trumansburg Road zones for the purpose of
comparing ISO's needed fire flows toexisting fire flows.
7.2 IlEvalluatioin of IlExisfiling Wateir Stoirage
Water storage in the distribution system must meet two basic requirements: (1) provide adequate
pressure to all water services; and (2) provide an adequate volume of water to meet worst case
demands.
The pressure requirements for the distribution system are defined in Section 7.1. These
requirements dictate the nnininnunn and maximum water elevations for the water storage. The
volume of water storage necessary to meet Ten-States Standards is based on supplying fire flow
and maximum day demands concurrently without interruption of supply to water services. The
distribution system must meet these demands without dropping below 20 psi at any point in the
system. The Town also desires to provide three days of water storage for all of their water storage
tanks. These criteria were used to evaluate the existing water storage tanks in both pressure zones.
The minimum required storage volume is equal to the higher value of either three days of storage or
the volume needed to meet water and fire demands.
The minimum storage volume for each tank to meet water and fire demands, as defined by Ten-
States Standards, is calculated based on the combined fire flow and maximum day water system
demands. For the Bostwick Road, West Hill, and Trumansburg Road pressure zones, this
calculation will be based on the following assumptions:
1. The fire flow rate is equal to 1,500 gpm, as desired by the Town.
2. The duration of the fire flow is 2 hours (this is the duration selected by ISO for fire flow rates
up to 2,500 gpm).
3. The water demand during a fire is at the maximum day rate (the analysis also assumes that
one hour of the fire occurs during the peak hour demand of the maximum day).
4. When calculating the volume for Bostwick Road, we assume the smaller Stone Quarry
CV/PRV is open for the entire duration of a fire, supplying water to the tank. It is assumed the
smaller CV/PRV is open because the modeled pressure downstream of the CV/PRVs is not
low enough to result in the opening of the larger Stone Quarry CV/PRV. Based on the
SCADA data provided by Bolton Point, the large Stone Quarry CV/PRV never opened during
the period of July, August, and September 2017.
5. When calculating the volume for the Bostwick Road tank, we assume the Coy Glen Pump
Station is running one pump (pumping out of the Bostwick Road tank)for the entire duration
of a fire. This is an added demand on the Bostwick Road tank.
6. When calculating the volume for West Hill, we assume the Coy Glen Pump Station is running
one pump for the entire duration of a fire, supplying water to the tank.
7. When calculating the volume for West Hill, we assume the Trumansburg Road CV/PRV is
open (drawing out of the West Hill tank)for the entire duration of a fire. This is an added
demand on the Bostwick Road tank.
8. When calculating the volume for Trumansburg Road, we assume the Trumansburg Road
CV/PRV is open for the entire duration of a fire, supplying water to the tank.
9. When calculating the volume for Trumansburg Road, we assume the Woolf Lane Pump
Station is running one pump (pumping out of the Trumansburg Road tank)for the entire
duration of a fire. This is an added demand on the Trumansburg Road tank.
10. The water storage tanks start at their maximum water level.
Once the total required water storage volume is calculated, it must be compared to the actual
usable volume in the existing water storage tanks. As noted above, the pressure in the distribution
system must not drop below 20 psi during a fire. The usable water storage in a tank is based on
providing this 20 psi minimum pressure to all customers. There is at least 20 psi of pressure
provided to all customers when the water level is at the bottom of the Bostwick Road and West Hill
tanks, and 12 feet above the bottom of the Trumansburg Road tank. For practicality, we have
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 135
calculated the usable water storage volume in the Bostwick Rood and West Hill tanks as 1 foot
above the bottom ofthe tank.
Table 7-3 sunnnnorioas the water storage required for each pressure zono, based on vvotor and fire
demands and providing three days of storage. The table also shows the usable water storage
ovoi|ob|o inthe existing tanks.
Tab|eT-3 West Hill Required Water Storage Volume, Existing Demands
Bostwick Road Tank
Peak hour demand(I-hour duration) 7,900
Maximum day demand (1-hour duration) 4,000
Fire flow demand (1) 180,000
Supplied to tank from Stone Quarry CWPRV(2) (56,200)
Coy Glen Pump Station demand(3) 71,600
Water storage volume required,water and fire demands 207,300
Water storage volume, 3 days'storage(4) 168,000
Minimum water storage volume required 207,300
Usable storage available in existing tank(5) 190,400
West Hill Tank
Peak hour demand(I-hour duration) 9,400
Maximum day demand (1 hour duration) 4,700
Fire flow demand(1) 180,000
Supplied to tank from Coy Glen Pump Station(3) (71,600)
Trumansburg Road CWPRV demand(2) 116,800
Water storage volume required,water and fire demands 239,300
Water storage volume, 3 days' storage(4) 197,400
Minimum water storage volume required 239,300
Usable storage available in existing tank(6) 968,600
Trumansburg Road Tank
Peak hour demand(I-hour duration) 19,900
Maximum day demand (1 hour duration) 9,900
Fire flow demand(1) 180,000
Supplied to tank from Trumansburg Road CWPRV(2) (116,800)
Woolf Lane Pump Station demand(7) 52,300
Water storage volume required,water and fire demands 145,300
Water storage volume, 3 days' storage(4) 421,200
Minimum water storage volume required 421,200
Usable storage available in existing tankM 381,900
(1) Fire Flow- 1.SOOgpnnfor 2hours.
(2) PRV flows estimated in nnodoi
(3) Coy Glen Pump Station -597 gpm for 2 hours, based on model with one pump on.
(4) Under average daily demand conditions.
(5) Storage available with 1 foot of water remaining in Bostwick Road tank.
(6) Storage available with 1 foot of water remaining in West Hill tank.
(7) Woolf Lane Pump Station —436 gpm for 2 hours, based on model with one pump on.
(8) Storage available with 12 feet of water remaining in Trumansburg Road tank.
The existing Bostwick Road tank does not provide enough storage to meet current water and fire
demands with the pump and PRVs operational. The estimated water storage for the Bostwick Road
tank under these conditions is 207,300 gallons. The usable storage available in the Bostwick Road
tank is 190,400 gallons. The existing West Hill and Trumansburg Road tanks provide enough
storage to meet current water and fire demands with the pump and PRV operational. The estimated
water storage for the West Hill and Trumansburg Road tanks under these conditions is 239,300 and
145,300 gallons, respectively.
The Town also seeks to provide three days of storage in each tank under average daily demand
conditions, in the event of a large power failure. During a power failure, the pumps and PRV will not
operate normally to fill the tanks. Having three days of storage provides the Town time to fill the
tanks under emergency operations.
The minimum water storage volume required for the Bostwick Road pressure zone to provide three
days of storage is 168,000 gallons. The existing tank provides a usable volume of 190,400 gallons;
therefore, the Bostwick Road tank has sufficient storage volume to meet the Town's desired storage
capacity under existing demands. The minimum water storage volume required for the West Hill
pressure zone to provide three days of storage is 197,400 gallons. The existing tank provides a
usable volume of 958,500 gallons; therefore, the West Hill tank has sufficient storage volume to
meet the Town's desired storage capacity. The minimum water storage volume required for the
Trumansburg Road pressure zone to provide three days of storage is 421,200 gallons. The existing
tank provides a usable volume of 381,900 gallons; therefore, the Trumansburg Road tank does not
have sufficient storage volume to meet the Town's desired storage capacity.
The Town should consider providing additional storage for the Bostwick Road service area to meet
current water and fire demands and additional storage for the Trumansburg Road service area to
meet the Town's desired storage capacity.
Section 8 provides an evaluation of the West Hill system under projected future water demands,
and improvement alternatives are discussed in more detail in Section 10.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 137
8. Future Demands
The Town anticipates additional development in the South Hill and West Hill water systems. The
additional water demands from these potential developments were estimated and added to the
calibrated models. The models were then used to analyze overall water system capacity and
pressures, fire flow capacity, and suitability of the existing water storage tanks under the future
demand conditions. The anticipated developments, calculated additional water demands, and
analysis of the water systems under these higher water demands are discussed in more detail
below.
Future demands were determined based on two sources of information: (1)current development
proposals under review by the Town, and (2) using the Town's Comprehensive Plan. The Town's
Comprehensive Plan was used to determine how much development could occur in the
undeveloped portions of the water service areas. Tax parcel data was used to establish lands that
are already developed (if a tax parcel exists, it was assumed the land was already developed).
Undeveloped lands were then compared with the existing water storage tank elevations to
determine whether the undeveloped areas could be served by the existing tanks (at a minimum
pressure of 35 psi). There is an area of land in the western portion of the West Hill service area that
was not included in this analysis because it is above the elevation that can be served by the West
Hill tank. Any undeveloped land that could be served by the existing tanks was then matched with
the future land use designations in the Comprehensive Plan to establish the type of development
that could occur. The total acreage of undeveloped land for each land use was calculated and then
matched with the average development densities identified in the Town's Comprehensive Plan. The
majority of the undeveloped land is designated for residential use, so this analysis provided a
quantity of potential new residences that could be developed in each service area. In locations
where commercial development was identified, the Town provided quantities for potential new
commercial developments. Once quantities of new residential and commercial development were
established, additional water demands were determined (discussed below) and were input into the
model for analysis. Figures 8-1 and 8-2 show the undeveloped lands included in this analysis.
It should be noted that this analysis for the quantity of future development is conservative, as it
assumes that all undeveloped lands will be developed at the average densities identified in the
Comprehensive Plan. Actual future development may be less. Many pieces of water infrastructure
remain in service for 25 to 50 years. Therefore, it is important for municipalities to consider and
balance short-term and potential long-term needs when designing and constructing water
infrastructure. The hydraulic analysis provided herein under these future conditions, combined with
the analysis under existing conditions (discussed in Sections 6 and 7) allows the Town to compare
a range of demand conditions when planning for capital improvements.
8.1 Illf:::'utwre Watei�r113eirnmids, South IIII°I11H11ll 111
The following potential additional developments were identified:
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 138
1. Chain Works District (CWD). This is envisioned as a mixed used development area, including
residential and office uses, in the Northview/Danby service zone. It is anticipated the
development in this area will include 471 apartments and 1 office.
2. 58 residential homes in the Northview/Danby service zone.
3. 466 residential homes in the Troy Road service zone.
4. 2,193 residential homes in the Ridgecrest service zone.
Water demands were assigned to the CWD based on information provided by the Town. For the
apartments and office in the CWD, an average daily water usage of 220 gpd per dwelling and
1,600 gpd per office were used. The CWD demand data provided by the Town included a peaking
factor of 8 on the average day demands of 220 gpd and 1,600 gpd. The peaking factor of 8 was not
included in the CWD additional demand. For consistency, a peaking factor of 1.7 was used for
additional maximum day demand, and a peaking factor of 3.4 (two times maximum day demand)
was used for additional peaking hour demand (see Table 8-2). Water demands were assigned to
residential homes based on the latest industry studies on water usage. For single-family
residences, an average daily water usage of 180 gpd per dwelling was used. This is based on the
results of the latest Water Research Foundation report on water usage in North America.2 The
procedure used to extract this average daily water usage is discussed in the previous modeling
report by GHD, "East Hill Water System Improvements,"dated February 2017.
Since water usage can vary significantly with geography and climate, the average water usage for
four utilities from the study, located in the Northeastern U.S., was considered (Philadelphia, PA;
New Haven, CT; Waterloo, Ontario; and Peel, Ontario). To determine an average water usage for
the South Hill water system, the daily household water usage for the four utilities, which equaled
179 gpd per household and was rounded to 180 gpd, was averaged. On a per capita basis, the
average water usage for the entire study was 95 gpd per capita and the average for the four
Northeastern utilities was 65 gpd per capita.
Table 8-1 summarizes the water usage for each development.
Talar 8-1 South Hill Additional Future Water Demands
"', R111 Iiiim uo i i uioi i m iiii
CWD apartments, Northview/Danby zone 471 103,620
CWD office, Northview/Danby zone 1 1,600
Residential homes, Northvie /Danby zone 58 10,440
Residential homes, Troy Road zone 466 83,880
Residential homes, Ridgecrest zone 2,,193 394,740
Total Additional Demand,Average Daily 594,280
2 Water Research Foundation, (2016). Residential End Uses of Water, Version 2. Denver: Water
Research Foundation.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 139
8.2 WateirSysteirn Ainallysis, Illi:::' iir I11)eir ind , South 111I 111U11111
The future additional demands were added to the model at their respective locations in the
distribution system. The resulting total water demands for the Northview/Danby, Troy Road, and
Ridgecrest service areas are presented in Table 8-2. The model was then used to simulate the
water system under the future average daily, maximum day, and peak hour demand conditions. The
water system was evaluated based on system pressure and available fire flow for each of these
demand conditions. The same evaluation criteria discussed in Section 6 was used to evaluate the
system under future demand conditions.
Table 8-2 South Dill Summary of I odeled Demalnds, Future Conditions
1�111MIMM
1�11111111111111MillM` 1�1111��11111
11111,11II.Im llllllll l I�i nll IWIIIIA II�IIIIIIIII'lllll II IWI a
Existing average daily demand 489,300 27,100 134,400
Additional average daily demand 115,660 83,880 394,740
Total future average daily 604,960 110,980 529,140
demand
Future maximum day(1.7 times 1,028,400 188,7100 899,500
average daily)
Future peak hour(2.0 times 2,056,800 377,400 1,799,000
maximum day):
8.2.1 Water Distribution System Pressures, Future Demands
In the Northview/Danby service area, the additional demands had a negligible impact on water
system pressures during average day conditions. Under peak hour conditions, there were some
reductions in system pressures, but they remained above 35 psi for all customers in this service
area.
In the Troy Road service area, the additional demands caused some reductions in system
pressures under average day conditions, but pressures remained above 35 psi for all customers.
Under peak hour conditions, there were some additional reductions in system pressures in this
service area. Pressures reduced below 35 psi for four customers.
In the Ridgecrest service area, the additional demands caused some reductions in system pressure
under average day conditions, but the number of customers with less than 35 psi of pressure did
not increase. As discussed in Section 6.1.1, there are five customers in the Ridgecrest service area
with pressures below 20 psi and seven customers with pressures below 35 psi under existing
average day demands. Under peak hour conditions, there were additional reductions in system
pressures in this service area. Pressures reduced below 35 psi for over 56 customers under future
peak hour conditions in addition to the customers with pressures below 35 psi under existing
demand conditions.
Table 8-3 provides a summary of the system pressures under future demands. Figures 8-1 and 8-2
show the pressures across the distribution system under future average daily and future peak hour
demand conditions, respectively.
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 140
Table 6-3 South Dill DistributionSys-tern Pressures, Future Demands
(I oriel Estimate)
IIIIIII rill illi I oi o
oIIII �u �III I V�Ii I�ii iiiiiIiIiI(Ai^i(IIpIlllliliYlfllilIilIilIilAililllili-iii Ii IIIIIiIuIIi�IiIiIIIiIIII ii 11� IIIr I k
VI�II IIIII IIIIII,!II,!I,IIII II IIIIIIII III IIIIIIIII IIII IIIrIl IIII,IIII II IIIIIIIIIII
IIIIIII
I. iil ._Q........i................L!..i........@..............�1......o........ III Ill .N......1...........................�.....................
Northview/Danby 37 140 140
Troy Road 33 ' 140 140
Ridgecrest 16 157 157
8.2.2 Available Fire Flow, Future Demands
Similar to the analysis performed on the existing water system, the maximum available fire flows
under future demands were estimated in the model based on maintaining a minimum pressure of
20 psi at all points in the distribution system. Figure 8-3 provides a map of the distribution system
hydrants, color coded based on their available fire flow. Table 8-6 is a summary of the available fire
flows in the Northview/Danby, Troy Road, and Ridgecrest service areas.
Table 6-4 South Dill Fire Flow Analysis (Future Maximurn Day Demands)
1�1)IRM
IM"I".
9111 '
I�so.", �� I
Northview/Danby 40 2 22 (55%)
Troy Road 41 22 0(0%)
Ridgecrest 113 5 0(0%)
Under future demand conditions, there is not a significant drop in available fire flows in the
Northview/Danby service area. The number of hydrants in the Northview/Danby pressure zone that
provide fire flows less than 500 gpm and the number of hydrants that provide fire flows greater than
1,500 gpm under future demand conditions are the same as existing demand conditions.
There is a drop in available fire flows in the southwestern portion of the Troy Road service area
under future demand conditions. Similar to existing demand conditions, there are no hydrants in the
Troy Road pressure zone that provide fire flows greater than 1,500 gpm under future demand
conditions. There are 16 additional hydrants, located in the southern portion of the Troy Road
pressure zone that provide less than 500 gpm of fire flow under future demand conditions.
Under future demand conditions, there is a slight drop in available fire flows throughout the
Ridgecrest service area. Similar to existing demand conditions, there are no hydrants in the
Ridgecrest pressure zone that provide fire flows greater than 1,500 gpm under future demand
conditions. There is one additional hydrant located in the southeastern portion of the Ridgecrest
pressure zone that provides less than 500 gpm of fire flow under future demand conditions.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 141
8.2.3 Evaluation of Existing Water Storage
The minimum required water storage for the Northview/Danby, Troy Road, and Ridgecrest service
area was calculated using the future water demands and the same criteria discussed in Section 6.
Table 8-5 summarizes the water storage required for each pressure zone, based on water and fire
demands and providing three days of storage. The table also shows the usable water storage
available in the existing tanks.
The existing Northview/Danby and Ridgecrest tanks provide enough storage to meet future water
and fire demands with the PRV and pumps operational. The estimated water storage for the
Northview/Danby and Ridgecrest tanks under these conditions is 167,600 and 238,100 gallons,
respectively. The existing Troy Road tank does not provide enough storage to meet future water
and fire demands with the pumps operational. The estimated water storage for the Troy Road tank
under these conditions is 186,700 gallons and the usable storage available is 124,400 gallons.
As stated previously, the Town also seeks to provide three days of storage in each tank under
average daily demand conditions. The minimum water storage volume required for the
Northview/Danby pressure zone to provide three days of storage under future average day demand
conditions is 737,000 gallons. The existing tanks provide a usable volume of 1,015,200 gallons;
therefore, the Northview/Danby tanks have sufficient storage volume to meet the Town's desired
storage capacity. The minimum water storage volume required for the Troy Road pressure zone to
provide three days of storage under future average day demand conditions is 332,900 gallons. The
existing tank provides a usable volume of 124,400 gallons; therefore, the Troy Road tank does not
have sufficient storage volume to meet the Town's desired storage capacity. The minimum water
storage volume required for the Ridgecrest pressure zone to provide three days of storage under
future average day demand conditions is 1,587,400 gallons. The existing tank provides a usable
volume of 489,200 gallons; therefore, the Ridgecrest tank does not have sufficient storage volume
to meet the Town's desired storage capacity.
In summary, additional storage is needed to meet future water and fire demands in the Troy Road
service area and to meet the Town's desired storage capacity in the Troy Road and Ridgecrest
service areas. Improvement alternatives are discussed in more detail in Section 9.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 142
Table 8-5 South Dill Required Water Storage Volume, Future Demands
Northview/Danby Tanks
Peak hour demand(1-hour duration) 34,800
Maximum qday demand (1-hourduration) 17,400
Fire flow demand (t) 180,000
Coddington Road Pump Station demand(2) 71,400
Bostwick Road tank demand (3) 47,600
Supplied to tank from Pearsall Place PRV(4) (183,600)
Water storage volume required,water and fire demands 167,600
Water storage volume, 3 days'storage(5) 737,000
Minimumwater storage volume required 737,000
Usable storage available in existing tank(s) 1,015,200
Troy Road Tank
Peak hour demand(1-hour duration) 15,800
Maximumday demand (1-hourduration) 7,900
Fire flow demand (t) 180,000
Tray Roan Pump Station demand(7) 54,400
Supplied to tank from Coddington Road Pump Station(2) (71,400)
Water storage volume required,water and fire demands 186,700
Water storage volume, 3 days'storage(5) 332,900
Minimum water storage volume required 332,900
Usable storage available in existing tank cad 124,400
Ridgecrest Tank
Peak hour demand(1-hour duration) 75,000
Maximum day demand (1-hour duration) 37,500
Fire flow demand(1) 180,000
Supplied to tank from Troy Road Pump Station (7) (54,400)
Water storage volume required,water and fire demands 238,100
Water storage volume, 3 days'storage(5) 1,587,400
Minimum water storage volume required 1,587,400
Usable storage available in existing tank ; 489,200
(1) Fire Flow- 1,500 gpm for 2 hours.
(2) Coddington Road Pump Station -595 gpm for 2 hours, based on model with both pumps on.
(3) Volume of water necessary to fill the Bostwick Road tank from the low level setpoint to the
high level setpoint.
(4) PRV flows estimated in model.
(5) Under future average daily demand conditions, not including Ithaca College demand.
(6) Storage available with 1 foot of water remaining in the Northview and Danby tanks.
(7) Troy Road Pump Station -453 gpm for 2 hours, based on model with one pump on.
(8) Storage available with 1 foot of water remaining in the Troy Road tank.
(9) Storage available with 1 foot of water remaining in the Ridgecrest tanks.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 143
8.2.4 Summary of Findings
Table 8-6 provides a summary of the critical water system goals that were met for the existing
Northview/Danby, Troy Road, and Ridgecrest water systems under existing and future demands.
Section 9 discusses improvement alternatives to meet the needs of the existing and future water
demands inthe South Hill water system.
Table 8-6 South Hill Summary of Findings, Goals Met by Existing Water Syste00
MHUH,11,"11111 11
........ -lar ma......
Minimum 35 psi,all
customers, normal Yes Yes Yes No0) No(2) NoM
operating conditions
1,500 gpm
available, all No No No No No No
Water storage for
fire and three days Yes Yes No No Yes No
of storaae
(1) There are more than four customers with less than 35 psi ofwater pressure.
(2) There are five customers with less than 20 psi of water pressure and eight customers with less
than 35 psi ofwater pressure.
(3) There are 7 customers with less than 20 psi of water pressure and more than 62 customers
with less than 35 psi ofwater pressure.
(4) Calculated while maintaining o nnininnunn pressure of2O psi at all points in the distribution
system inaccordance with Ten-States Standards.
8.3 111::::'utuilIre WateilIr 11)eirnaindsnWest 111�1111 i III III
The Town identified the following locations where additional development could occur:
1Inlet Valley Corridor (IVC). Envisioned as o mixed-use development area in the Bostwick
service zone, including o hotel, office, roorootiono|, and retail uses. |tisanticipated the near-
term commercial development in this area will include 70 hotel rooms and approximately
10 mixed-use units (offioo, roorootiono|, and retail).
2. G4Sresidential homes inthe Bostwick Road service zone.
3. 1.006 residential homes in the West Hill service zone.
4. GDsenior housing units inCayuga Meadows inthe West Hill service zone.
S. 3S3residential homes inthe TrunnonsburgRoad service zone.
G. 1OStovvnhonnosinthe TrunnonsburgRoad service zone (241 bods).
Water demands of 31 gpd per room were assigned to the hotel rooms in the IVC based on the
average daily demand of the Rodeway Inn &Suites located on Elmira Road in the Bostwick Road
service zone. Water demands were assigned to the IVC mixed-use units based on
recommendations of the Inlet Valley Ithaca Plan provided by the Town. An average daily water
usage of 830 gpd per unit was used for the mixed-use units in the IVC.
Table 8-7 presents the information provided by the Town and how the average daily water usage
for the mixed-use units in the IVC was determined.
Talar 8-7 West Hill (Inlet ValleyMixed-Use, (-Unit Demand Summary
1�111FMI
'" oiiio illi o Ili oil o i illli viol Ili m NU .I I
Small to medium sized Agava Restaurant located in the East Hill water 2,603
restaurant/coffee shop/bar system
Wedding/events venue Six Mile Creek Vineyard located in the East Hill 492
water system
Food manufacturer with Six Mile Creek Vineyard located in the East Hill 492
retail water system
Convenience store Manley's Mighty Mart located in the South Hill 723
water system
Campground Approximately 25 spaces,seasonal use 1376 (3)
Bike/skirepair/rental shop Average 35 customers/day, 3 employees at any, 33 (4)
one time, open year round
Artist studio/art retail store Bennet Die&Tool located in the West Hill water 207
system
Office/retail general GreerTree Garden Supply'in the West Hill 356
water system
Average Estimate"Demand,Average Daily(5) 830
(1) Information provided by the Town.
(2) Average day demand estimated by GHD using demand data provided by the Town, unless
otherwise noted.
(3) Estimated 55 gpd per campsite per the requirements of NYSDOH Part 7, Subpart 7-3
Campground, 7-3.13(e)(1).
(4) Estimate 11 gpd per employee3
(5) In order to estimate average demand, Six Mile Creek Vineyard's demand was rounded to
500 gpd and used once.
As discussed in Section 8.1, an average daily water usage of 180 gpd per dwelling was assigned to
residential homes. Water demands of 165 gpd per dwelling were assigned to the Cayuga Meadows
senior housing units based on the average day demand provided in the developer's Department of
Health application for the apartments. Water demands were assigned to the townhomes based on
3 Tchobanoglous, G., & Burton, F. L. (1991). Wastewater Engineering, Treatment, Disposal, and
Reuse(Third ed.). McGraw-Hill. Metcalf& Eddy.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 145
the number ofbeds. kisanticipated the townhomoswill include 0. 1-bedroom apartments,
56, 2-bedroom apartments, and 40, 3-bedroom apartments. A demand value of 75 gpd per bed was
assigned tothe tovvnhonnos.
Table D-Dsummarizes the water usage for each development.
Table 8-8 West Hill Additional Future Water Demands
mi" ..1"... 1': "!1111,11 'IF........N' M""111
IVC hotel, Bostwick Road zone 70 2,170
IVC businesses, Bostwick Road zone 10 8,300
Residential homes, Bostwick Road zone 645 116,100
Residential homes,West Hill zone 1,906 343,080
Cayuga Meadows senior housing units,West Hill zone 68 11,220
Residential homes, Trumansburg Road zone 353 63,540
Townhomes, Trumansburg Road zone 241 18,075
Total Additional Demand,Average Daily 662,486
8.4 Water Systeirn Airiallysisn 1111::::'utuire 113eirnaindsn West 111�111i111111
The future additional demands were added to the model at their respective locations in the
distribution system. The resulting total water demands for the Bostwick Road, West Hill, and
Trumansburg Road service areas are presented in Table 8-9. The model was then used to simulate
the water system under future average daily, maximum day, and peak hour demand conditions. The
water system was evaluated based on system pressure and available fire flow for each of these
demand conditions. The same evaluation criteria discussed in Section 7 was used to evaluate the
system under future demand conditions.
Table 8-9 West Hill Summary of IMode|ed Demands, Future Conditions
8.4.1 Water Distribution System Pressures, Future Demands
In the Bostwick Road service area, the additional demands had negligible impact on water system
pressures during average day conditions. Under peak hour conditions, there were some reductions
in system pressures, but the pressures remained above 35 psi for all customers in the Bostwick
Road service area.
In the West Hill service area, the additional demands resulted in some reductions in system
pressures under average day conditions and peak hour conditions. As discussed in Section 7.1.1,
there are six customers in the West Hill service area with pressures below 35 psi under existing
average day and peak hour demands. Pressures reduced below 35 psi for over 12 customers under
future peak hour conditions in addition to the customers with pressures below 35 psi under existing
demand conditions.
In the Trumansburg Road service area, the additional demands had negligible impact on water
system pressures during average day conditions. Under peak hour conditions, there were some
reductions in system pressures, but the number of customers with less than 35 psi of pressure did
not increase. As discussed in Section 7.1.1, there is one customer in the Trumansburg service area
with pressure below 35 psi under existing average day and peak hour demands.
Table 8-10 provides a summary of the system pressures under future demands. Figures 8-4 and
8-5 show the pressures across the distribution system under future average daily and future peak
hour demand conditions, respectively.
Table 8-10 West Hill Distribution ystenn Pressures, Future Demainds
(IModel Estimate)
Ill C II � ��� Illn IIIA��IIII��!I���nl����lllllllll
nn z C
u uo illi o iii of uioi of uioi nhi i�����i h loll it iii o LAI III i i uro o uoi�a Afftli�oli i�o
�
Im illli m ilu of i
Bostwick Road 56 128 128
West Hill 28 196 196
Trumansburg Road 29 137 137
8.4.2 Available Fire Flow, Future Demands
Similar to the analysis performed on the existing water system, maximum available fire flows under
future demands were estimated in the model based on maintaining a minimum pressure of 20 psi at
all points in the distribution system. Figure 8-6 provides a map of the distribution system hydrants,
color coded based on their available fire flow. Table 8-11 is a summary of the available fire flows in
the Bostwick Road, West Hill, and Trumansburg Road service areas.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 147
Table 8-11 West Hill Bre Flow Analysis (Future Maxi00u00 Day Demands)
Bostwick Road 84 1 9(11%)
Trumansburg Road 53 2 0(0%)
Under future demand conditions, there is a drop in available fire flows in the southwestern portion of
the Bostwick Road service area. The number of hydrants in the Bostwick Road service area that
provide fire flows less than 500 gpm is the same under future demand conditions as existing
demand conditions. The number ofhydrants that provide fire flows greater than 1.500 gpnn
decreased from 22 hydrants under existing maximum day demand conditions to 9 hydrants under
future nnoxinnunn day demand conditions.
There is o drop in ovoi|ob|o fire flows throughout the West Hill service area under future demand
conditions. The number of hydrants in the West Hill service area that provide fire flows less than
500 gpm is the same under future demand conditions as existing demand conditions. The number of
hydrants that provide fire flows greater than 1,500 gpm decreased from five hydrants under existing
maximum day demand conditions to no hydrants under future maximum day demand conditions.
Under future demand oonditions, there is o slight drop in ovoi|ob|o fire flows in the Trunnonsburg
Road service area. The number of hydrants in the Trumansburg Road pressure zone that provide
fire flows less than 500 gpm and the number of hydrants that provide fire flows greater than
1,500 gpm under future demand conditions are the same as existing demand conditions.
8.4.3 Evaluation of Existing Water Storage
The nnininnunn required water storage for the Bostwick Rood, West Hill, and Trunnonsburg Rood
service areas was calculated using the future water demands and the same criteria discussed in
Section 7. Table 8-12 summarizes the water storage required for each pressure zone, based on
water and fire demands and providing three days of storage. The table also shows the usable water
storage ovoi|ob|o in the existing tanks.
Talar 8-12 West Hill Required Water Storage Volume, Future Demands
Bostwick Road Tank
Peak hour demand(1-hour duration) 25,940
Maximum qday demand (1-hourduration) 12,940
Fire flow demand (1) 180,040
Supplied to tank from Stone Quarry CWPRV(2) (35,300)
Coy Glen Pump Station demand(3) 70,000
Water storage volume required.,water and fire demands 253,500
Water storage volume, 3 days'storage(4) 547,740
Minimumwater storage volume required 547,700
Usable storage available in existing tank(5) 190,400
West Hill Tank
Peak hour demand(1-hour duration) 59,600
Maximum qday demand (1 hour duration) 29,800
Fire flow demand(1) 180,040
Supplied to tank from Coy Glen Pump Station(3) (70,000)
Trumansburg Road CWPRV demand(2) 102,600
Water storage volume required.,water and fire demands 302,000
Water storage volume, 3 days'storage(4) 1,260,300
Minimumwater storage volume required 1,260,300
Usable storage available in existing tank(6) 958,600
Trumansburg,Road Tank
Peak hour demand(1-hour duration) 31,500
Maximum qday demand (1 hour duration) 15,700
Fire flow demand(') 180,000
Supplied to tank from Trumansburg Road CWPRV(2) (102,600)
Woolf Lane Pump Station Demand(7) 52,100
Water storage volume required,water and fire demands 176,700
Water storage volume, 3 days'storage(4) 666,000
Minimumwater storage volume required 666,000
Usable storage available in existing tank cat 381,900
(1) Fire Flow- 1,500 gpm for 2 hours.
(2) PRV flows estimated in model.
(3) Coy Glen Pump Station - 583 gpm for 2 hours, based on model with one pump on.
(4) Under average daily demand conditions.
(5) Storage available with 1 foot of water remaining in Bostwick Road tank.
(6) Storage available with 1 foot of water remaining in West Hill tank.
(7) Woolf Lane Pump Station —434 gpm for 2 hours, based on model with one pump on.
(8) Storage available with 12 feet of water remaining in Trumansburg Road tank.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 149
The existing Bostwick Road tank does not provide enough storage to meet current water and fire
demands with the pump and PRVs operational. Estimated water storage for the Bostwick Road tank
under these conditions is 253,500 gallons. The usable storage available in the tank is
190,400 gallons. The existing West Hill and Trumansburg Road tanks provide enough storage to
meet current water and fire demands with the pump and PRV operational. The estimated water
storage for the West Hill and Trumansburg Road tanks under these conditions is 302,000 gallons
and 176,700 gallons, respectively.
As stated previously, the Town also seeks to provide three days of storage in each tank under
average daily demand conditions. The minimum water storage volume required for the Bostwick
Road pressure zone to provide three days of storage is 547,700 gallons. The existing tank provides
a usable volume of 190,400 gallons; therefore, the Bostwick Road tank does not have sufficient
storage volume to meet the Town's desired storage capacity under existing demands. The
minimum water storage volume required for the West Hill pressure zone to provide three days of
storage is 1,260,300 gallons. The existing tank provides a usable volume of 958,500 gallons;
therefore, the West Hill tank does not have sufficient storage volume to meet the Town's desired
storage capacity. The minimum water storage volume required for the Trumansburg Road pressure
zone to provide three days of storage is 666,000 gallons. The existing tank provides a usable
volume of 381,900 gallons; therefore, the Trumansburg Road tank does not have sufficient storage
volume to meet the Town's desired storage capacity.
Additional storage is needed to meet future water and fire demands in the Bostwick Road and West
Hill service areas and to meet the Town's desired storage capacity in the Bostwick Road, West Hill,
and Trumansburg Road service areas. Improvement alternatives are discussed in more detail in
Section 10.
8.4.4 Summary of Findings
Table 8-13 provides a summary of which critical water system goals were met for the existing
Bostwick Road, West Hill, and Trumansburg Road water systems under existing and future
demands. Section 10 discusses improvement alternatives to meet the needs of the existing and
future water demands in the West Hill water system.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 150
Table 8-13 West Hill Summary of Findings, Goals Met by Existing Water Systeim
Bar'I,R. 9"la Wiffil.
Minimum 35 psi, all
customers, normal Yes Yes NoM NO(2) No(3) No(3)
operating conditions
1,500 gpm
available,all No No No No No No
Water storage for
fire and three days No No Yes No No No
of storage
(1) There are six customers with less than 3Spsi ofwater pressure.
(2) There are more than 12 customers with less than 35 psi ofwater pressure.
(3) There isone customer with less than 3Spsi ofwater pressure.
(4) Calculated while maintaining o nnininnunn pressure of2O psi at all points in the distribution
system inaccordance with Ten-States Standards.
9. Improvement Alternatives, South Hill
Capital improvements were identified based on analysis results of the existing system and the
future system. Based on existing and future conditions in the system, improvements are suggested
to ensure the following goals are met:
1. Provide a minimum pressure of 35 psi to customers in the Ridgecrest pressure zone under
existing and future demands and to customers in the Troy Road pressure zone under future
demands.
2. Provide a minimum available fire flow of 500 gpm for the Northview/Danby, Troy Road, and
Ridgecrest pressure zones under existing and future demands.
3. Increase available fire flow to the minimum recommended 1,500 gpm for the maximum
practical number of Town hydrants in the Northview/Danby, Troy Road, and Ridgecrest
pressure zones under existing and future demands.
4. Increase the usable water storage in the Troy Road pressure zone to meet the minimum
storage requirements under existing and future conditions and in the Ridgecrest pressure
zone to meet the minimum storage requirements under future conditions.
As noted in Section 8, the future demands used for this analysis are conservative. Improvement
recommendations have been provided to meet the Town's water system goals under these
conservative future demand conditions. When planning capital improvements for future demands,
the Town should consider the amount of development actually anticipated over a time horizon that
is appropriate for the infrastructure under consideration.
Improvements were added to the water system model and their effects on the distribution system
were evaluated and are discussed in the following sections. Improvement alternatives are prioritized
based on the magnitude of their impact to the distribution system and meeting Department of
Health requirements. Improvements are assigned a high, medium, or low priority. High priority
improvements are required to meet minimum Department of Health standards or result in
widespread improvements under existing conditions; medium priority improvements result in
moderate improvements under existing conditions; and low priority improvements result in localized
improvements or are improvements that are based on future demand.
IlNresswre ,Zoinne
Under existing and future conditions, the Northview/Danby zone is able to meet minimum pressure
requirements of 35 psi to all customers. Twenty-two hydrants provide more than 1,500 gpm of fire
flow and 18 hydrants provide less than 1,500 gpm of fire flow, 2 of which provide less than
500 gpm. These two hydrants are located adjacent to the water storage tanks.
9.1.1 Northview/Danby Fire Flow Improvements (Existing Conditions)
Fire flow is limited in the Northview/Danby pressure zone due to the size of the existing water
mains. To improve fire flows in this pressure zone, Improvement Nos. 1 and 2 are presented for the
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 152
Town's consideration. In addition, the Town should consider removing the unused altitude valve on
the water main from the Northview water storage tank.
The locations of Improvement Nos. 1 and 2 are shown on Figure 9-1. Figure 9-2 presents the fire
flow under existing conditions resulting from Improvement Nos. 1 and 2. As shown in Figure 9-2,
Improvement Nos. 1 and 2 result in three hydrants providing less than 1,500 gpm of fire flow, one
hydrant providing less than 1,000 gpm of fire flow, and no hydrants providing less than 500 gpm of
fire flow. It is not practical for these four hydrants to provide more than 1,500 gpm of fire flow, and
hydrants adjacent to these four hydrants provide sufficient fire flow.
Improvement No. I
This improvement includes switching the water mains on Northview Road from the Northview/
Danby pressure zone to the Troy Road pressure zone. This would be done by disconnecting the
water main on Northview Road from the water main in the Northview/Danby pressure zone on
Coddington Road, and installing a new 8-inch diameter water main (approximately 100 linear feet of
pipe)to connect the water main on Northview Road to the water main in the Troy Road pressure
zone on Coddington Road. This results in fire flow improvements along Northview Road. Since the
impacts of this improvement are more localized than widespread, it is a medium priority
improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed breakdown of
these costs is provided in Appendix A.
Improvement No. 2
This improvement consists of replacing the existing 6-inch water main in the Pennsylvania Avenue
and Kendall Avenue neighborhoods with an 8-inch diameter water main (approximately 6,100 linear
feet of pipe), which will result in fire flow improvements along Pennsylvania Avenue and Kendall
Avenue. Since the impacts of this improvement are more localized than widespread, it is a medium
priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed breakdown of
these costs is provided in Appendix A.
9.1.2 Northview/Danby Improvements (Future Conditions)
Under future conditions, with Improvement Nos. 1 and 2, there are three hydrants providing less
than 1,500 gpm of fire flow, one hydrant providing less than 1,000 gpm of fire flow, and no hydrants
providing less than 500 gpm of fire flow. Similar to existing conditions, it is not practical for these
hydrants to provide more than 1,500 gpm of fire flow. For these reasons, no additional
improvements are recommended for future conditions.
Figure 9-3 presents the fire flows under future conditions resulting from Improvement Nos. 1 and 2.
1111 roy lRoad llhrrinn
Under existing conditions, the Troy Road zone is able to meet minimum pressure requirements of
35 psi to all customers. All hydrants provide less than 1,500 gpm of fire flow and six hydrants
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 153
provide less than 500 gpm of fire flow. The usable volume in the Troy Road water storage tank is
sufficient to provide three days of storage under average daily demand conditions; however, it is not
sufficient to meet current water and fire demands. The estimated volume to meet current water and
fire demands for the Troy Road tank is 184,100 gallons and the usable volume available is
124,400 gallons.
Under future conditions, there are more than four customers with less than 35 psi of pressure. All
hydrants provide less than 1,500 gpm of fire flow and 22 hydrants provide less than 500 gpm of fire
flow. The usable volume available in the Troy Road water storage tank is 124,400 gallons and is not
sufficient to provide three days of storage under future average daily demand conditions or to meet
future water and fire demands. The estimated volume to provide three days of storage under future
average daily demand conditions and to meet future current water and fire demands is 332,900 and
206,900 gallons, respectively.
9.2.1 Troy Road Improvements (Existing Conditions)
Fire Flow Improvements
Fire flow is limited throughout the Troy Road pressure zone for the following reasons:
1. The existing water main from the Troy Road water storage tank is 8 inches in diameter.
2. The elevation of hydrants on Southwoods Drive, Eldridge Circle, and Old Gorge Road in
relation to the elevation of the Troy Road water storage tank. Water pressures in this area
are just above 35 psi of pressure and fire flows elsewhere in the Troy Road pressure zone
cause these pressures to drop lower.
The following is offered for the Town's consideration for improving fire flows throughout the Troy
Road pressure zone.
Figure 9-4 presents the locations of Improvement Nos. 1, 2A, and 2B. Figure 9-5 presents the fire
flows under existing conditions resulting from Improvement Nos. 1 and 2A. Figure 9-6 presents the
fire flows under existing conditions resulting from Improvement Nos. 1 and 2B.
As shown in Figure 9-5, Improvement Nos. 1 and 2A result in two hydrants providing less than
1,500 gpm of fire flow and no hydrants providing less than 500 gpm of fire flow. As shown in
Figure 9-6, Improvement Nos. 1 and 2B result in six hydrants providing less than 1,500 gpm of fire
flow and no hydrants providing less than 500 gpm of fire flow. It is not practical for the hydrants
noted above to provide more than 1,500 gpm of fire flow under these improvement alternatives.
llimlpiroveirneint IlNo„ ,t
This improvement includes switching the water mains on Southwoods Drive, Eldridge Circle,
and Old Gorge Road from the Troy Road pressure zone to the Ridgecrest pressure zone since
this neighborhood is the first to drop to an available pressure of 20 psi when there are fire flows
in other parts of the Troy Road zone. This would be done by installing a new 8-inch diameter
water main (approximately 1,800 linear feet of pipe)on East King Road between Southwoods
Drive and Troy Road. Supplying this neighborhood from the Ridgecrest tank elevation would
result in water pressures of over 150 psi along Southwoods Drive, Eldridge Circle, and Old
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 154
Gorge. This improvement subsequently includes installing a new PRV along the new 8-inch
diameter water main. A PRV with a 60 psi setpoint would reduce water pressures in the
neighborhood to below 100 psi of pressure.
Fire flow and pressure improve along Southwoods Drive, Eldridge Circle, Old Gorge Road and
along the south end of Coddington Road with this option. Since the existing fire flow is less than
500 gpm of fire flow, some customers in this neighborhood have low pressures Oust above
35 psi of pressure), limiting fire flow in the rest of the zone and making it a high priority
improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
llimlpiro°veirneint IlNo„ 2A
This improvement includes replacing the existing 8-inch diameter water main between the Troy
Road water storage tank and Troy Road and the existing 8-inch diameter water main along Troy
Road between the water main from the water storage tank and Coddington Road with a 12-inch
diameter water main (approximately 5,000 linear feet of pipe). Increasing the size of these water
mains results in widespread fire flow improvements in the Troy Road pressure zone. For this
reason, it is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
llimlpiro°veirneint IlNo„ 211:3
This improvement includes replacing the existing 8-inch diameter water main between the Troy
Road water storage tank and Troy Road with a 12-inch diameter water main (approximately
2,000 linear feet of pipe)and installing a PRV along the existing 8-inch diameter water main on
East King Road between Southwoods Drive and Coddington Road. This is a modification and
expansion of Improvement No. 1. This option results in widespread fire flow improvements in
the Troy Road pressure zone and is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
Writer Storage Improvements
The existing Troy Road water storage tank does not have sufficient storage to meet current water
and fire demands. The estimated volume to meet current water and fire demands is
184,100 gallons and the usable volume available is 124,400 gallons. Improvement No. 3 for
increasing water storage in the Troy Road pressure zone is presented below for the Town's
consideration.
llimlpiro°veirneint IlNo„ 3
This improvement includes installing a manual PRV in the Troy Road Pump Station. Since the
Ridgecrest pressure zone has surplus storage, the manual PRV would be utilized to backfeed
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 155
water from the Ridgecrest pressure zone to the Troy Road pressure zone when necessary. This
improvement would provide the Troy Road service area with sufficient storage to meet the
current water and fire demands as defined by the Ten-States Standards. For this reason, it is a
high priority improvement.
The location of Improvement No. 3 is shown on Figure 9-4. An opinion of probable cost is
presented in Table 9-1. A detailed breakdown of costs is provided in Appendix A.
9.2.2 Troy Road Improvements (Future Conditions)
Fire Flow Improvements
Under future conditions with Improvement Nos. 1 and 2A, there are four hydrants providing less
than 1,500 gpm of fire flow and no hydrants providing less than 500 gpm of fire flow. Under future
conditions with Improvement Nos. 1 and 2B, there are six hydrants providing less than 1,500 gpm
of fire flow and no hydrants providing less than 500 gpm of fire flow. Similar to existing conditions, it
is not practical for the hydrants noted above to provide more than 1,500 gpm of fire flow. For these
reasons, no additional improvements are recommended for future conditions.
Figure 9-7 presents the fire flows under future conditions resulting from Improvement Nos. 1 and
2A, and Figure 9-8 presents the fire flows under future conditions resulting from Improvement
Nos. 1 and 2B.
Pressure Improvements
Under future peak hour demand with Improvement Nos. 1 and 2A and Improvement Nos. 1 and 2B,
there are no customers in the Troy Road service area with less than 35 psi of pressure. For this
reason, no additional improvements are recommended for future conditions.
Figure 9-9 presents water system pressures under future peak hour demand conditions resulting
from Improvement Nos. 1 and 2A, and Figure 9-10 presents water system pressures under future
peak hour demand conditions resulting from Improvement Nos. 1 and 2B.
Writer Storage Improvements
If all of the development discussed in Section 8 were to occur, the usable volume in the Troy Road
water storage tank would not be sufficient to provide three days of storage under future average
daily demand conditions or to meet future water and fire demands. The estimated volume to provide
three days of storage under future average daily demand conditions and to meet future water and
fire demands is 332,900 and 206,900 gallons, respectively. The usable volume available in the Troy
Road tank is 124,400 gallons.
Since pressures under existing conditions in the Troy Road service area are adequate, new storage
for the area can use the same elevations as the existing Troy Road tank. If all future development
described in Section 8 were constructed in the Troy Road zone, an additional 209,000 gallons of
water storage would be required. However, the Town should select a storage volume that is based
on the actual amount of development anticipated. Alternatives for increasing water storage in the
Troy Road pressure zone are presented below for the Town's consideration and are based on the
development discussed in Section 8.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 156
llimlpiroveirneint IINo„ 4A
This improvement includes installing a new water storage tank adjacent to the existing Troy
Road water storage tank. The new tank would need to meet the following criteria:
• Minimum water level under normal conditions - 1,912.50 feet
• Minimum usable water storage above elevation 1,913.50 feet-209,000 gallons
• Overflow elevation -As needed to meet the above two criteria
This improvement would provide the Troy Road service area with sufficient storage to meet
future water and fire demands as defined by the Ten-States Standards. It is a low priority
improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
llimlpiroveirneint IINo„ 411:3
This improvement includes replacing the existing Troy Road water storage tank. The new water
storage tank would need to meet the following criteria:
• Minimum water level under normal conditions - 1,912.50 feet
• Minimum usable water storage above elevation 1,913.50 feet- 333,000 gallons
This improvement would provide the Troy Road service area with sufficient storage to meet
future water and fire demands and to provide three days of storage under future average daily
demand conditions. It is a low priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
9.3 Ftidqecimst IlNresswre ,Zoinne
Under existing peak hour conditions, there are five customers with less than 20 psi of pressure and
eight customers with less than 35 psi of pressure, all located adjacent to the Ridgecrest water
storage tank. All hydrants provide less than 1,500 gpm of fire flow and four hydrants provide less
than 500 gpm of fire flow. The four hydrants are located adjacent to the water storage tank. The
usable volume in the Ridgecrest water storage tank (excluding customers adjacent to the water
storage tank) is sufficient to provide three days of storage under existing average daily demand
conditions and to meet current water and fire demands.
Under future conditions, there are 7 customers with less than 20 psi and more than 62 customers
with less than 35 psi. All hydrants provide less than 1,500 gpm of fire flow and five hydrants provide
less than 500 gpm of fire flow. Four of the hydrants are located adjacent to the water storage tank
and one hydrant is located at a dead end on Chase Lane. The usable volume in the Ridgecrest
water storage tank (excluding customers adjacent to the water storage tank) is sufficient to meet
future water and fire demands but is not sufficient to provide three days of storage under future
average daily demand conditions. The estimate volume to provide three days of storage under
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 157
future average daily demand conditions is 1,587,400 gallons and the usable volume available in the
Ridgecrest water storage tank is 489,200 gallons.
9.3.1 Ridgecrest Improvements (Existing Conditions)
Fire Flow Improvements
Fire flow is limited throughout the Ridgecrest pressure zone due to water main size and the
elevation of hydrants with respect to the Ridgecrest water storage tank. The following is offered for
the Town's consideration for improving fire flow throughout the Ridgecrest pressure zone.
Figure 9-11 presents the locations of Improvement Nos. 1A, 1 B, 2, 3, 4A, and 4B. Figures 9-12
through 9-15 present the fire flows under existing conditions resulting from the following
Improvements:
• Figure 9-12: Improvement Nos. 1A, 2, 3, and 4A
• Figure 9-13: Improvement Nos. 1A, 2, 3, and 4B
• Figure 9-14: Improvement Nos. 1 B, 2, 3, and 4A
• Figure 9-15: Improvement Nos. 1 B, 2, 3, and 4B
The four hydrants with less than 500 gpm adjacent to the Ridgecrest water storage tank are
excluded from the fire flow analysis in Figures 9-12 through 9-15. Since there is less than 20 psi at
these hydrant locations, it is assumed the customers near these hydrants will be removed from the
pressure zone and connected to a separate booster pump.
As shown in Figure 9-12, Improvement Nos. 1A, 2, 3, and 4A result in six hydrants providing less
than 1,500 gpm of fire flow and no hydrants providing less than 500 gpm of fire flow. As shown in
Figure 9-13, Improvement Nos. 1A, 2, 3, and 4B result in six hydrants providing less than
1,500 gpm of fire flow and no hydrants providing less than 500 gpm of fire flow. As shown in
Figure 9-14, Improvement Nos. 1 B, 2, 3, and 4A result in three hydrants providing less than
1,500 gpm of fire flow, one hydrant providing less than 1,000 gpm of fire flow, and no hydrants
providing less than 500 gpm of fire flow. As shown in Figure 9-15, Improvement Nos. 1 B, 2, 3, and
4B result in six hydrants providing less than 1,500 gpm of fire flow, one hydrant providing less than
1,000 gpm of fire flow, and no hydrants providing less than 500 gpm of fire flow. It is not practical for
the hydrants noted above to provide more than 1,500 gpm of fire flow under these improvement
alternatives.
llimlpiroveirneint IlNo„ to
This improvement includes replacing the existing 8-inch diameter water main on Ridgecrest
Road between the Ridgecrest water storage tank and East King Road with a 12-inch diameter
water main (approximately 3,000 linear feet of pipe). This would result in widespread fire flow
improvements in the Ridgecrest pressure zone upstream of the West King PRVs. For this
reason, it is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 158
llirnlpiroveirnent IlNo„ 11:3
This improvement includes installing a new 10-inch diameter water main between the
Ridgecrest water storage tank and the water main on Chase Lane (approximately 1,800 linear
feet of pipe). This would result in widespread fire flow improvements in the Ridgecrest pressure
zone upstream of the West King PRVs, and for this reason, is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
llimlpiroveirneint IlNo„ 2
This improvement includes installing a new 8-inch diameter water main on Troy Road between
the existing 8-inch diameter water main on Troy Road and the existing 8-inch diameter water
main on East King Road (approximately 1,500 linear feet of pipe). This would result in fire flow
improvements on Troy Road, to the east of the Ridgecrest water storage tank. Since the
impacts of this improvement are more localized than widespread, it is a medium priority
improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
llimlpiroveirneint IlNo„ 3
This improvement includes replacing the following 8-inch diameter water mains with a 10-inch
diameter water main (approximately 6,100 linear feet of pipe):
• Existing water main on East King Road between Danby Road and the West King PRVs
• Existing water main on Danby Road between East King Road and College Circle
• Existing water main on College Circle
This would result in widespread fire flow improvements along Danby Road, north of East King
Road. For this reason, it is a medium priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
llimlpiroveirneint IlNo„ 4A
This improvement includes installing a new 8-inch diameter water main between the existing
water main on Larisa Lane and the existing water main on East King Road (approximately
2,300 linear feet of pipe). Installing this new water main would result in widespread fire flow
improvements along Danby Road, south of East King Road. For this reason, it is a medium
priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 159
llimlpiroveirneint No., 441:3
There is potential future development between Larisa Lane and East King Road which could
necessitate installing the new water main described in Improvement No. 4A. If the Town plans
to install this new water main in the near future, Improvement No. 4B is not recommended.
However, if the water main proposed in Improvement No. 4A may not be installed for an
extended period of time, Improvement No. 4B is an alternative that can provide similar
improvement in fire flows.
This improvement includes replacing the existing 8-inch diameter water mains on East King
Road between Danby Road and the West King PRVs and on Danby Road between East King
Road and approximately 750 feet north of Schickle Road with a 12-inch diameter water main
(approximately 3,000 linear feet of pipe). Replacing these water mains would result in
widespread fire flow improvements along Danby Road, south of East King Road and along
Larisa Lane. For this reason, it is a medium priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
Pressure Improvements
Improvement Nos. 1A through 4B do not have a significant impact on pressure. With the
improvements, there are still five customers with less than 20 psi of pressure and eight customers
with less than 35 psi of pressure. Figure 9-16 presents the system pressures under existing peak
hour demand resulting from Improvement Nos. 1 B, 2, 3, and 4A. To improve pressure to these
customers, Improvement No. 5 is offered below for the Town's consideration. Figure 9-11 presents
the location of Improvement No. 5.
llimlpiroveirneint IlNo„ 5
This improvement includes installing a booster pump station for the customers adjacent to the
Ridgecrest water storage tank. This would involve a small pump station, hydropneumatic tank,
and water main to connect each of the customers. These customers have less than 35 psi of
pressure. For this reason, this is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
9.3.2 Ridgecrest Improvements (Future Conditions)
Fire Flow Improvements
Figures 9-17 through 9-20 present the fire flows under future conditions resulting from the following
improvements:
• Figure 9-17: Improvement Nos. 1A, 2, 3, and 4A
• Figure 9-18: Improvement Nos. 1A, 2, 3, and 4B
• Figure 9-19: Improvement Nos.1 B, 2, 3, and 4A
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 160
• Figure 9-20: Improvement Nos.1 B, 2, 3, and 4B
As shown in Figure 9-17, Improvement Nos. 1A, 2, 3, and 4A result in seven hydrants providing
less than 1,500 gpm of fire flow, one hydrant providing less than 1,000 gpm of fire flow, and no
hydrants providing less than 500 gpm of fire flow. As shown in Figure 9-18, Improvement Nos. 1A,
2, 3, and 4B result in 12 hydrants providing less than 1,500 gpm of fire flow, 1 hydrant providing
less than 1,000 gpm of fire flow, and no hydrants providing less than 500 gpm of fire flow. As shown
in Figure 9-19, Improvements Nos. 1 B, 2, 3, and 4A result in four hydrants providing less than
1,500 gpm of fire flow, one hydrant providing less than 1,000 gpm of fire flow, and no hydrants
providing less than 500 gpm of fire flow. As shown in Figure 9-20, Improvements Nos. 1 B, 2, 3, and
4B result in nine hydrants providing less than 1,500 gpm of fire flow, one hydrant providing less
than 1,000 gpm of fire flow, and no hydrants providing less than 500 gpm of fire flow. Similar to
existing conditions, it is not practical for the hydrants noted above to provide more than 1,500 gpm
of fire flow. For this reason, no additional improvements are recommended for future conditions.
Pressure Improvements
Under future peak hour demands with Improvement No. 5, there are no customers in the Ridgecrest
service area with less than 35 psi of pressure. For this reason, no additional improvements are
recommended for future conditions. Figure 9-21 presents the system pressures under future peak
hour demand resulting from Improvement Nos. 1 B, 2, 3, and 4A.
Writer Storage Improvements
If all of the development discussed in Section 8 were to occur, the existing Ridgecrest water storage
tank would not have sufficient volume to provide three days of storage under future average daily
demand conditions. The estimated volume to provide three days of storage under future average
daily demand conditions is 1,587,400 gallons and the usable volume available in the Ridgecrest
water storage tank is 489,200 gallons.
Since the pressures under future conditions in the Ridgecrest service area with the above
improvements are adequate, new storage for the Ridgecrest service area can use the same
elevations as the existing Ridgecrest tank. If all future development described in Section 8 were
constructed in the Ridgecrest zone, an additional 1,100,000 gallons of water storage would be
required. However, the Town should select a storage volume that is based on the actual amount of
development anticipated. Improvement No. 6 for increasing water storage in the Ridgecrest
pressure zone is presented below for the Towns consideration and is based on the development
discussed in Section 8.
llimlpiroveirneint IlNo„ 6
This improvement includes installing a new water storage tank adjacent to the existing
Ridgecrest water storage tank. The new tank would need to meet the following criteria:
• Minimum water level under normal conditions - 1,416.50 feet
• Minimum usable water storage above elevation 1,398 feet- 1,100,000 gallons
• Overflow elevation -As needed to meet the above two criteria
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 161
This improvement would provide the Ridgecrest service area with sufficient storage to provide
three days of storage under future average daily demand conditions. For this reason, it is a low
priority improvement.
An opinion of probable cost for this improvement is presented in Table 9-1.A detailed
breakdown of these costs is provided in Appendix A.
9.4 South IIII°Illi ii 111 111 Systeirn Addifiloinall lFtecoirninneindatioins
Under existing conditions and with the above improvements, there are several areas throughout the
South Hill water system with high pressures (greater than 100 psi of pressure). To prevent these
pressures from reaching the customer, all customer service lines are required to be equipped with
PRVs. The presence of these valves ensures pressures within customers' plumbing are within
accepted ranges according to Ten-States Standards. It is also recommended the Town obtain an
ISO water system evaluation to determine the ISO needed fire flows specific to the South Hill water
system to assist in prioritizing future water main replacements.
Talar 9-1 South Hill Improvement Alternatives, Opinion of Probable Project Cost
I I h�II SII IIIIIII111
4.1 I121111I lllla" 1IS1I. I1I1�11 1m I'll
I 1IIII
11 I
EXISTING CONDITIONS
High Troy 1 $870,000
2A $2,500,040
2B $860,000
3 $30,000
Ridgecrest 1A $1,800,000
16 $590,000
5 $1,400,000
Medium Nerthview?Danby, 1 $70,000
2 $3,100,040
Ridgecrest 2 $810,000
3 $3,200,000
4A $660,000
46 $1,700,000
FUTURE CONDITIONS
Low Troy 4A $730,000
4B $1,300,000
Ridgecrest 6 $2,40,000
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 162
10. Improvement Alternatives, West Hill
Capital improvements were identified based on analysis results of the existing system and the
future system. Based on existing and future conditions in the system, improvements are suggested
to ensure the following goals are met:
1. Provide a minimum pressure of 35 psi to customers in the West Hill and Trumansburg Road
pressure zones under existing and future demands.
2. Provide a minimum available fire flow of 500 gpm for the Bostwick Road, West Hill, and
Trumansburg Road pressure zones under existing and future demands.
3. Increase available fire flow to the minimum recommended 1,500 gpm for the maximum
practical number of Town hydrants in the Bostwick Road, West Hill, and Trumansburg Road
pressure zones under existing and future demands.
4. Increase the usable water storage in the Bostwick Road, West Hill, and Trumansburg Road
pressure zones to meet the minimum storage requirements under existing and future
conditions.
As noted in Section 8, the future demands used for this analysis are conservative. Improvement
recommendations have been provided to meet the Town's water system goals under these future
demand conditions. When planning capital improvements for future demands, the Town should
consider the amount of development actually anticipated over a time horizon that is appropriate for
the infrastructure under consideration.
Improvements were added to the water system model and their effects on the distribution system
were evaluated and are discussed in the following sections. Improvement alternatives are prioritized
based on the magnitude of their impact to the distribution system and meeting Department of
Health requirements. Improvements are assigned a high, medium, or low priority. High priority
improvements are required to meet minimum Department of Health standards or result in
widespread improvements under existing conditions, medium priority improvements result in
moderate improvements under existing conditions, and low priority improvements result in localized
improvements or are improvements that are based on future demand.
10.I 1113ostwiclk lRoad llNresswr inn
Under existing and future conditions, the Bostwick Road zone is able to meet minimum pressure
requirements of 35 psi to all customers. Under existing and future conditions, the majority of
hydrants provide less than 1,500 gpm of fire flow (but greater than 1,000 gpm of fire flow); one
hydrant, located adjacent to the water storage tank, provides less than 500 gpm of fire flow.
The usable volume in the Bostwick Road water storage tank is sufficient to provide three days of
storage under existing average daily demand conditions but is not sufficient to meet current water
and fire demands. The estimated volume to meet current water and fire demands is
207,300 gallons and the usable volume available in the Bostwick Road water storage tank is
190,400 gallons.
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 163
The usable volume in the Bostwick Road water storage tank is not sufficient to meet future water
and fire demands or to provide three days of storage under future average daily demand conditions.
The estimated volume to meet future water and fire demands and to provide three days of storage
under future average daily demand conditions is 253,500 and 547,700 gallons, respectively. The
usable volume available in the Bostwick Road water storage tank is 190,400 gallons.
10.1.1 Bostwick Road Improvements (Existing Conditions)
Fire Flow Improvements
Fire flow is limited throughout the Bostwick Road pressure zone due to the size of some existing
water mains. To improve fire flows, improvements are offered below for the Town's consideration.
The locations of Improvement Nos. 1 and 2 are shown on Figure 10-1. Figure 10-2 presents the fire
flows under existing conditions resulting from these improvements. As shown in Figure 10-2,
Improvement Nos. 1 and 2 result in five hydrants providing less than 1,500 gpm of fire flow and no
hydrants providing less than 500 gpm of fire flow. It is not practical for these hydrants to provide
more than 1,500 gpm of fire flow.
llimlpiroveirneint IlNo„ ,t
This improvement includes replacing the existing 8-inch diameter water main on Bostwick Road
between the Bostwick Road water storage tank and Seven Mile Drive with a 10-inch diameter
water main (approximately 1,200 linear feet of pipe). Increasing the size of this water main
results in widespread fire flow improvements throughout the Bostwick Road pressure zone.
Existing fire flows are not substantially below 1,500 gpm, however, and only moderate
improvements are needed. For this reason, it is a medium priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1 (found at the end of
Section 10). A detailed breakdown of these costs is provided in Appendix B.
llimlpiroveirneint IlNo„ 2
This improvement includes replacing the existing 8-inch diameter water main on Seven Mile
Drive between Elmira Road and Bostwick Road with a 10-inch diameter water main
(approximately 5,500 linear feet of pipe). Increasing the size of this water main results in fire
flow improvements in the southwestern portion of the Bostwick Road pressure zone. Since the
impacts of this improvement are more localized than widespread, it is a low priority
improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is provided in Appendix B.
Writer Storage Improvements
The existing Bostwick Road water storage tank does not have sufficient volume to meet current
water and fire demands. The estimated volume to meet current water and fire demands for the
Bostwick Road tank is 207,300 gallons and the usable volume available in the tank is
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 164
190,400 gallons. Improvement No. 3 for increasing water storage in the Bostwick Road pressure
zone is presented for the Town's consideration.
llimlpiroveirneint No., 3
This improvement includes utilizing the existing Stone Quarry CV/PRV to feed water from the
Northview/Danby pressure zone to the Bostwick Road pressure zone when necessary. The
Bostwick Road tank requires an additional 16,900 gallons of water to meet current water and
fire demands. Under existing water and fire demands, the Northview/Danby pressure zone has
862,600 gallons of excess storage. Utilizing the existing Stone Quarry CV/PRV would provide
the Bostwick Road service area with sufficient storage to meet the current water and fire
demands as defined by the Ten-States Standards. For this reason, it is a high priority
improvement.
This improvement involves operation of the existing system and does not require construction;
therefore, it is considered a no cost improvement.
10.1.2 Bostwick Road Improvements (Future Conditions)
Fire Flow Improvements
Figure 10-3 presents the fire flows under future conditions resulting from Improvement Nos. 1 and
2. As shown in Figure 10-3, these improvements result in nine hydrants providing less than
1,500 gpm of fire flow and no hydrants providing less than 500 gpm of fire flow. It is not practical for
these hydrants to provide more than 1,500 gpm of fire flow. For this reason, no additional
improvements are recommended for future conditions.
Writer Storage Improvements
If all of the development discussed in Section 8 were to occur, the usable volume in the Bostwick
Road water storage tank would not be sufficient to meet future water and fire demands or to provide
three days of storage under future average daily demand conditions. The estimated volume to meet
future water and fire demands and to provide three days of storage under future average daily
demand conditions is 253,500 and 547,700 gallons, respectively. The usable volume available in
the Bostwick Road water storage tank is 190,400 gallons. Improvement No. 4 for increasing water
storage in the Bostwick Road pressure zone is presented for the Town's consideration.
llimlpiroveirneint IlNo„ 4
This improvement includes utilizing the existing Stone Quarry CV/PRV to feed water from the
Northview/Danby pressure zone to the Bostwick Road pressure zone when necessary. If all
future development described in Section 8 were constructed in the Bostwick Road zone, an
additional 358,000 gallons of water storage would be required. Under future water and fire
demands, the Northview/Danby pressure zone has 847,600 gallons of excess storage. Utilizing
the existing Stone Quarry CV/PRV would provide the Bostwick Road service area with sufficient
storage to meet the future water and fire demands as defined by the Ten-States Standards. For
this reason, it is a low priority improvement.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 165
This improvement involves operation of the existing system and does not require construction;
therefore, it is considered a no cost improvement.
10.2 West 111I 11H1111111 Pressure ,Zoine
Under existing conditions, there are six customers with less than 35 psi of pressure. The majority of
hydrants provide less than 1,500 gpm of fire flow and four hydrants provide less than 500 gpm of
fire flow; however, these four hydrants are located adjacent to the water storage tank. The usable
volume in the West Hill water storage tank is sufficient to provide three days of storage under
average daily demand conditions and to meet current water and fire demands.
Under future conditions, there are more than 12 customers with less than 35 psi of pressure. All
hydrants provide less than 1,500 gpm of fire flow and four hydrants provide less than 500 gpm of
fire flow; however, these four hydrants are located adjacent to the water storage tank. The usable
water volume in the West Hill water storage tank is sufficient to meet future water and fire demands
but is not sufficient to provide three days of storage under future average daily demand conditions.
The estimated volume to provide three days of storage under future average daily demand
conditions is 1,260,300 gallons. The usable volume available in the West Hill water storage tank is
958,500 gallons.
10.2.1 West Hill Improvements (Existing Conditions)
Fire Flow Improvements
Fire flow is limited throughout the West Hill pressure zone due to the size of the existing water
mains and customers with low water pressures under normal conditions. To improve fire flows
throughout the West Hill pressure zone, improvements are offered below for the Town's
consideration.
The locations of Improvement Nos. 1 through 6 are shown on Figure 10-4. Figure 10-5 presents the
fire flows under existing conditions resulting from these improvements. As shown in Figure 10-5,
Improvement Nos. 1 through 6 result in 16 hydrants providing less than 1,500 gpm of fire flow and
no hydrants providing less than 500 gpm of fire flow. It is not practical for these hydrants to provide
more than 1,500 gpm of fire flow. For this reason, Improvement No. 6 provides sufficient fire flow to
a portion of the area in which the 16 hydrants are located.
llimlpiroveirneint IlNo„ ,t
This improvement consists of replacing the existing 10-inch diameter water main between the
West Hill water storage tank and the water main on West Haven Road with 14-inch diameter
water main (approximately 1,750 linear feet of pipe). Increasing the size of this water main
results in widespread fire flow improvements in the West Hill pressure zone. For this reason, it
is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is presented in Appendix B.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 166
llimlpiroveirneint IINo„ 2
This improvement includes installing a booster pump station for the two customers located at
the northern end of Valley View Road. These customers have less than 35 psi of pressure and
less than 500 gpm of available fire flow under existing conditions. For this reason, this is a high
priority improvement. If a new pressure zone were implemented west of the West Hill system to
serve future development, the customers located at the northern end of the Valley View Road
could be included in the new zone.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is presented in Appendix B.
llimlpiroveirneint IINo„ 3
This improvement includes installing a new PRV along the existing 8-inch diameter water main
between Conifer Circle and Hector Street in addition to the existing Oakwood PRV off Oakwood
Lane. The new PRV should have a 90 psi setpoint. Installing a new PRV results in fire flow
improvements throughout the eastern portion of the West Hill pressure zone (hydrants located
in the City). Since the impacts of these improvements are widespread in the eastern portion of
the pressure zone, it is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is presented in Appendix B.
llimlpiroveirneint IINo„ 4
This improvement consists of switching three existing hydrants on Trumansburg Road between
Candlewyck Drive and Brookfield Road from the West Hill pressure zone to the Trumansburg
Road pressure zone by opening and closing existing isolation valves. Switching the pressure
zone of these hydrants improves fire flow in the three hydrants. Since the impacts of this
improvement are more localized than widespread, it is a low priority improvement.
This improvement involves operation of the existing system and does not require construction;
therefore, it is considered a no cost improvement.
llimlpiroveirneint IINo„ 5
This improvement consists of replacing the existing 6-inch diameter water main on
Trumansburg Road between Candlewyck Drive and Brookfield Road with an 8-inch diameter
water main (approximately 2,200 linear feet of pipe). Increasing the size of this water main
improves fire flow to two hydrants in the eastern portion of the West Hill pressure zone
(hydrants located in the City). Since the impacts of this improvement are more localized than
widespread, it is a low priority improvement.
llimlpiroveirneint IINo„ 6
This improvement includes installing a new hydrant on the existing water main on Hayts Road
(County Road 139) northwest of West Hill Circle. The hydrant would be installed in the
Trumansburg Road pressure zone on the existing water main between the Trumansburg Road
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 167
water storage tank and Trumansburg Road. The hydrant could be utilized to provide fire flow to
the West Hill Circle neighborhood (it is not practical for hydrants in this neighborhood which are
served off of the West Hill tank to provide greater than 1,500 gpm of fire flow). Since the
impacts of this improvement are more localized than widespread, it is a low priority
improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is presented in Appendix B.
Pressure Improvements
Improvement Nos. 1 and 2 result in all customers in the West Hill pressure zone having at least
35 psi of pressure under existing conditions. For this reason, no additional improvements are
recommended.
Figure 10-6 presents the system pressures under existing peak hour demand resulting from
Improvement Nos. 1 through 6.
10.2.2 West Hill Improvements (Future Conditions)
Fire Flow Improvements
Under future conditions with Improvement Nos. 1 through 6, there are 16 hydrants providing less
than 1,500 gpm of fire flow and no hydrants providing less than 500 gpm of fire flow. Due to their
elevation and location, it is not practical for these hydrants to provide more than 1,500 gpm of fire
flow. For this reason, no additional improvements are recommended for future conditions.
Figure 10-7 presents the fire flows under future conditions resulting from Improvement Nos. 1
through 6.
Pressure Improvements
Under future peak hour demand with Improvement Nos. 1 through 6, there are more than eight
customers in the West Hill service area with less than 35 psi of pressure. To improve pressure to
these customers, water storage improvements are provided below for the Town's consideration.
Figure 10-8 presents the system pressures under future peak hour demand resulting from
Improvement Nos. 1 through 6.
Writer Storage Improvements
If all of the development discussed in Section 8 were to occur, then the existing West Hill water
storage tank would not have sufficient storage to provide three days of storage under future
average daily demand conditions. The estimated volume to provide three days of storage under
future average daily demand conditions is 1,260,300 gallons and the usable volume available in the
West Hill water storage tank is 958,500 gallons.
Since pressures under future conditions in the West Hill service area are not adequate, new storage
for the West Hill service area should use a greater elevation than the existing West Hill water
storage tank. If all future development described in Section 8 were constructed in the West Hill
zone, an additional 302,000 gallons of water storage would be required. However, the Town should
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 168
select a storage volume that is based on the actual amount of development anticipated. Alternatives
for increasing water storage in the West Hill pressure zone are presented below for the Town's
consideration and are based on the development discussed in Section 8.
llimlpiroveirneint Ilio„ '7A
This improvement includes installing a new water storage tank adjacent to the existing West Hill
water storage tank. The new water storage tank would need to meet the following criteria:
• Minimum water level under normal conditions - 1,080 feet
• Minimum usable water storage above elevation 1,081 feet-302,000 gallons
• Overflow elevation -As needed to meet the above two criteria
This improvement would provide the West Hill service area with sufficient storage to meet the
future water and fire demands as defined by the Ten-States Standards. For this reason, it is a
low priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is provided in Appendix B.
llimlpiroveirneint Ilio„ '7111:3
This improvement includes replacing the existing West Hill water storage tank. The new tank
would need to meet the following criterial
• Minimum water level under normal conditions - 1,080 feet
• Minimum usable water storage above elevation 1,081 feet- 1,300,000 gallons
• Overflow elevation -As needed to meet the above two criteria
This improvement would provide the West Hill service area with sufficient storage to meet the
future water and fire demands as defined by the Ten-States Standards. For this reason, it is a
low priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is provided in Appendix B.
10.3 1111'"'im i r risi r lRoad llNresswr i�q
Under existing and future conditions, there is one customer with less than 35 psi of pressure. All
hydrants provide less than 1,500 gpm of fire flow and two hydrants provide less than 500 gpm of
fire flow; however, these two hydrants are located adjacent to the water storage tank.
The usable volume in the Trumansburg Road water storage tank is sufficient to meet current water
and fire demands but is not sufficient to provide three days of storage under existing average daily
demand conditions. The estimated volume to provide three days of storage under existing average
daily demand conditions is 421,200 gallons and the usable volume available in the Trumansburg
Road water storage tank is 337,800 gallons.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 169
The usable volume in the Trumansburg Road water storage tank is sufficient to meet future water
and fire demands but is not sufficient to provide three days of storage under future average daily
demand conditions. The estimated volume to provide three days of storage under existing future
daily demand conditions is 666,000 gallons and the usable volume available in the Trumansburg
Road water storage tank is 337,800 gallons.
10.3.1 Trumansburg Road Improvements (Existing Conditions)
Fire Flow Improvements
Fire flow is limited throughout the Trumansburg Road pressure zone due to the size of the existing
water mains. To improve fire flows throughout the Trumansburg Road pressure zone,
improvements are offered below for the Town's consideration.
The locations of Improvement Nos. 1 and 2 are shown on Figure 10-9. Figure 10-10 presents the
fire flows under existing conditions from these improvements. As shown in Figure 10-10,
Improvement Nos. 1 and 2 result in no hydrants with less than 1,500 gpm of fire flow.
llimlpiroveirneint IlNo„ ,t
This improvement consists of replacing the existing 10-inch diameter water main along Hayts
Road (County Road 139) between the Trumansburg Road storage tank and Trumansburg Road
with 12-inch diameter water main (approximately 1,300 linear feet of pipe). Increasing the size
of this water main results in widespread fire flow improvements in the Trumansburg Road
pressure zone. However, existing fire flows are not substantially below 1,500 gpm of fire flow
and only moderate improvements are needed. For this reason, it is a medium priority
improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is presented in Appendix B.
llimlpiroveirneint IlNo„ 2
This improvement consists of replacing the existing 8-inch diameter water main along Dubois
Road between Trumansburg Road and Woolf Lane with 10-inch diameter water main
(approximately 3,700 linear feet of pipe). Increasing the size of this water main results in fire
flow improvements in the northern portion of the Trumansburg Road pressure zone. Since the
impacts of this improvements are localized in the northern portion of the pressure zone, it is a
low priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is presented in Appendix B.
Pressure Improvements
Under existing peak hour demands, there is one customer with less than 35 psi of pressure. To
improve pressure to this customer, Improvement No. 3 is offered below for the Town's
consideration.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 170
The location of Improvement No. 3 is shown in Figure 10-9. Figure 10-11 presents the system
pressures under current peak hour demands resulting from Improvement Nos. 1 through 3.
llimlpiroveirneint No., 3
This improvement consists of switching one customer on Trumansburg Road just south of
Dubois Road from the Trumansburg Road pressure zone to the Van Dorns pressure zone by
opening and closing existing isolation valves, installing a new isolation valve, and installing
approximately 500 linear feet of new 10-inch diameter water main. Switching the pressure zone
of this customer provides greater than 35 psi of pressure. Since the existing customer has less
than 35 psi of pressure, it is a high priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is presented in Appendix B.
Writer Storage Improvements
The existing Trumansburg Road water storage tank does not have sufficient volume to provide
three days of storage under existing average daily demand conditions. The estimated volume to
provide three days of storage under existing average daily demand conditions is 421,200 gallons
and the usable volume available in the Trumansburg Road water storage tank is 337,800 gallons.
Improvement No. 4 for increasing water storage in the Trumansburg Road pressure zone is
presented below for the Town's consideration.
llimlpiroveirneint IlNo„ 4
This improvement includes using the existing Trumansburg Road PRV to feed water from the
West Hill pressure zone to the Trumansburg Road pressure zone when necessary. This
improvement would provide the Trumansburg Road service area with sufficient storage to meet
the current water and fire demands as defined by the Ten-States Standards. For this reason, it
is a high priority improvement.
This improvement utilizes the existing system and does not require construction; therefore, it is
considered a no cost improvement.
10.3.2 Trumansburg Improvements (Future Conditions)
Fire Flow Improvements
Under future conditions with Improvement Nos. 1 through 3, there are no hydrants providing less
than 1,500 gpm of fire flow. For this reason, no additional improvements are recommended for
future conditions. Figure 10-12 presents the fire flows under future conditions resulting from
Improvement Nos. 1 through 3.
Pressure Improvements
Under future peak hour demands with Improvement Nos. 1 through 3, there are no customers in the
Trumansburg Road service area with less than 35 psi of pressure. For this reason, no additional
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 171
improvements are recommended for future conditions. Figure 10-13 presents system pressures
under future peak hour demand resulting from Improvement Nos. 1 through 3.
Writer Storage Improvements
The usable volume in the Trumansburg Road water storage tank is not sufficient to provide three
days of storage under future average daily demand conditions. The estimated volume to provide
three days of storage under existing future daily demand conditions is 666,000 gallons and the
usable volume available in the Trumansburg Road water storage tank is 337,800 gallons.
Since pressures under existing conditions in the Trumansburg Road service area are adequate with
Improvement No. 3 described above, new storage for the Trumansburg Road service area can use
the same elevations as the existing Trumansburg Road tank. If all future development described in
Section 8 were constructed in the Trumansburg Road zone, an additional 330,000 gallons of water
storage would be required. However, the Town should select a storage volume that is based on the
actual amount of development anticipated. Alternatives for increasing water storage in the West Hill
pressure zone are presented below for the Town's consideration and are based on the
development discussed in Section 8.
llimlpiroveirneint IlNo„ 5A
This improvement includes installing a new water storage tank adjacent to the existing
Trumansburg Road water storage tank. The new water storage tank would need to meet the
following criteria:
• Minimum water level under normal conditions- 1,003.00 feet
• Minimum usable water storage above elevation 1,015.00 feet- 330,000 gallons
• Overflow elevation -As needed to meet the above two criteria
This improvement would provide the Trumansburg Road service area with sufficient storage to
provide three days of storage under future average daily demand conditions. For this reason, it
is a low priority improvement. An opinion of probable cost for this improvement is presented in
Table 10-1.A detailed breakdown of these costs is provided in Appendix B.
llimlpiroveirneint IlNo„ 511:3
This improvement includes replacing the existing Trumansburg Road water storage tank. The
new tank would need to meet the following criteria:
• Minimum water level under normal conditions - 1,003.00 feet
• Minimum usable water storage above elevation 1,015.00 feet- 670,000 gallons
This improvement would provide the Trumansburg Road service area with sufficient storage to
provide three days of storage under future average daily demand conditions. For this reason, it
is a low priority improvement.
An opinion of probable cost for this improvement is presented in Table 10-1. A detailed
breakdown of these costs is provided in Appendix B.
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 172
10.4 West IIII°Il1Hi 111 111 Systeirn Additioiriall Ftecoirnirneinndaflloinns
In addition to the above improvements, it is recommended that all 4-inch diameter water mains in
the West Hill water system be replaced with 8-inch diameter water mains. An opinion of probable
cost is presented in Table 10-1. A detailed breakdown of these costs is provided in Appendix B.
Under existing conditions and with the above improvements, there are several areas throughout the
West Hill water system with high pressures (greater than 100 psi of pressure). To prevent these
pressures from reaching the customer, all customer service lines are required to be equipped with
PRVs. The presence of these valves ensures pressures within customers' plumbing are within
accepted ranges according to Ten-States Standards.
It is also recommended the Town obtain an ISO water system evaluation to determine the ISO
needed fire flows specific to the West Hill water system to assist in prioritizing future water main
replacements.
GHD i South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 173
Table "10-1 West Hill IllrnprovernentAlternatives, Opinion of Probable (Project Cost
= ii
1=1111111�11111rllm I,I III 1111111"W1.11111111,11M,0=112
EXISTING CONDITIONS
High Bostwick 3 No cost
West Hill 1 $740,000
2 $1,$00,000
3 $100,000
Trumansburg 3 $180,000
4 No cost
Medium Bostwick 1 $670,000
Trumansburg 1 $650,000
Low Bostwick 2 $2,900,000
West Hill 4 No cost
5 $1,200,000
6 $20,000
Trumansburg 2 $2,000,000
All Replace 4-inch $700,000
water mains
FUTURE CONDITIONS
Low Bostwick 4 No cost
West Hill 7A $980,000
7B $2,500,000
Trumansburg 5A $1,100,000
5B $1,600,000
GHD I South Hill and West Hill Water Systems Improvements,Town of Ithaca, NY- 11144172.1 174
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_--_--_--_--~---------------TOWN OF OANBV
--------------
I N11
Ll NIH PLAN
°�'u
—LE-R—RIGNIKE
TOWN OF ITHACA,NEW YORK Project o. 1
No. 111-44172
SOUTH HILL WATER SYSTEM IMPROVEMENTS RepoIt N
_ToNALDFT_mooELscHENr.TIG EtiENTSREPORT wR /// Date 05-2018
f MODEL SCHEMATIC
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--------------
I NIH
INLH
PLAN
INLH —E 1-DD
—E 1-1-ATERGINALKE
TOWN OF ITHACA,NEW YORK Project Noo. 1
. 111-44172
WEST HILL WATER SYSTEM IMPROVEMENTS Repod N
_LONL.LDEruLON ME LSHE Nr.TIc MENTsaEPoaT Eai ' /// Date 05-2018
f MODEL SCHEMATIC
lllll��lli nln
Figure 4-2
Figure 6-1
South Hill System Pressure
Existing Average Day Demand
Pearsall Place PRV/CV
Color Coding Legend
�p
�, quVi muuuu
muutiyfitiw e Ipl �„ Junction:Pressure(psi)
��fi4u
m�u»� eillll�,
�o
Stone Quarry3B PRV tI°Ifi� <= 20
egg Ithaca College Tank ui Ititude Valve
Stone Quarry3A PRV �, a <= 34
rt
Ithaca CoII PS � ,nP
Stone Quarry2B PRV Northview Tank c `= 60
o, Coddington Rd pump static n
Stone Quarry 2A PRV muo, <= 80
Danby Rd Tank V°" ru <= 100
<= 150
Stone Quarry 1B PRV �i�l} T <_
Troy Rd Tank 165
Stone Quarry 1A PRV " „Ilii, �� �r,
uu ,, mala Other
7 ,
�rw
W King 2 PRV
„„,„,,„,•'fitimu,� W King 1 PRV �,,,,
�� Troy Rd pump„station
°ill +i�lllll° "Ilk
e, tlp
atil4mtim.w �
nmy
Ridgecrest Tank
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 6-2
South Hill System Pressure
Existing Maximum Day Demand
Elea all pump ltatlo n T. „ .....
Pearsall Place PRVt CT
CVS'
Color Coding Legend
� o1lo�mm' iM°P .function:Pressure(psi)
muu
m m
— 34
Stone Quarry 3B PRVN rt i�� Ititude Valve s' < 20'
Ithaca College Tank t arm t Ithaca Colleg6,PS as,
Stone Quarry 3A PRV ..... "�. , <= 40
a e
Stone QuarryNorthview Tank � �� e <= 60
2B PRV Coddington Rd pump static n
<= 80Stone Quarry 2A PRV mint
Danby Rd Tank V°" <_ 100
m <= 150
Stone Quarry 1 B PRVIIP� �iu� T
<= 165
Stone Quarry 1A PRV
Troy Rd Tank
°,,, � Other
ut uta touu�umuo�-�] ® ,,
fill �oiu
W King 2 PRV e B
W King 1 PRV Troy Rd pump's
atlon
Y
i
mit ,e��,w.muuuiouuuiiuuu w
loon it �
r ��� muIlllUt V
w V )3' s
04
Ridgecrest Tank
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 6-3
South Hill System Pressure
Existing Peak Hour Demand
I:learsall pump sltatlo,rrt
4ii,,,, Pearsall Place PRV/
.. � CVS
y,
ANN; Color Coding Legend
:'^
�0110� Junction:Pressure(psi)
mm
g 34
Stone Quarry 3B PRVN rt im� Ititude Valve a' < 20,
Ithaca College Tank t arm <=m Ithaca Colle6,PS as,Stone Quarry 3A PRV ..... "�. , <= 40
a a
Stone QuarryNorthview Tank � �� e <= 60
2B PRV Coddington Rd pump static n
<= 80Stone Quarry 2A PRV mui�
Danby Rd Tank V°" loo
Stone Quarry 1 B PRV <= 150IIP� �iu� T
Stone Quarry 1A PRV
Troy Rd Tank <= 165
Other
ri uu4��um� aouu�u� ® ,,
lil �oiu
W King 2 PRV e g B
W Kin1 PRV Troy I i Y Rd pum p"s,,,
r ,
q,�... ttiono
��� +a�IIIIIUt
� titiu�, a
�ti�ooiow'al
� � e mlm
e ....,aailos
„ it a
Ridgecrest Tank
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 6-4
South Hill Available Fire Flow
Existing Maximum Day Demand
ft7 r1 y Hydrant:
Coding Legend
'lealwall i l(rilp stag 1 drant.Fire Flow(Available){gpm)
4Pearsall Place PRV/CV
uuxl Vm 10l pm — 500
mIIIIIV'''ll
mul�luo Vo u l im .. — 1,499
l
— 1,750
lc= 2,500
<= 3,000
Stone Quarry 3B PRV — 3,500
rtha
Ithaca C Ithaca College Tank v Al lfpde Valve
Stone Quarry 3A PRV r 9 Ir <= 4,500ollege�' ,,,
� � Other
Northvlew Tank
Stone Quarry 2B PRV "' f� Coddington Rd pump station
Tank y an
DbRd Tkrfll
F• X111
Stone Quarry 2A PRV � ' (f�
�ll�Illl�7
Stone Quarry1B PRV Troy Rd Tank
Stone Quarry 1A PRV
d
'�,((0jl"
W King King
W Kin ��. irl
Troy Rd pump s�tl ,
1 PRV �e,^��l��,,
lig
j�)I
�'�'",
����rj���
�ll�, l
Jill
Ridgecrest ank
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 7-1
West Hill System Pressure
Existing Average Day Demand
Woolf Lane pump station
Color Coding Legend
oui uuiu��uui
Junction:Pressure(psi)
Trumansburg Rd Tank ,ohii
Trumansburg Rd PRV V <= 20
<= 34
D
<= 40
Oakwood PRV <= 60
a C
uummu,u�_ 'Oakwood PRV 2
<_
_ 80
\ 114U
<= 100
<= 150
West Hill Tank Ll\ < 210
I Other
West Hill PRV
Coy Glen Rd pump station
Bostwick Rd Tank ,
/"" Stone Quarry PRVICV
fir` i StoneQuarry PRV/CV 2
r
I
iu VI"uif
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 7-2
West Hill System Pressure
Existing Maximum Day Demand
�uu� •- ,.-
Woolf Lane pump station
Color Coding Legend
umi "upu6-iuuw
m-muu�sa Junction; Pressure(psi)
o
Trumansbur Rd Tank ��h�����um
1 �IIS ll�Xu� uu
Trumansburg Rd PRV <= 20
<= 34
0
<= 40
_
Oakwood PRV <= 60
\.Qakwood PRV 2
<= 100
<= 150
West Hill Tank LI, < 210
[ Other
West Hill PRV
PIF—
i
ru
Coy Glen Rd pump station
Bostwick Rd Tank
r"" Stone Quarry PRV/CV
i StoneQuarry PRV/CV 2
I ' •
I
mu im�i
—u¢w—
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 7-3
West Hill System Pressure
Existing Peak Hour Demand
�uu� •- ,.-
Woolf Lane pump station
Color Coding Legend
ami "upu6-iuuw
m muu�sa Junction; Pressure(psi)
Trumansbur Rd Tank ��h������um
1 �IIS ll�Xu� uu
Trumansburg Rd PRV <= 20
<= 34
0
<= 40
_ Oakwood PRV <= 40
�S�
\.Oakwood PRV 2
su� ,: mati4 <= 80
,�— <= 100
<= 150
fm
<= 210
West Hill Tank
- Other
West Hill PRV
PIF—
i
ru
Coy Glen Rd pump station
Bostwick Rd Tank
r"" Stone Quarry PRV/CV
i StoneQuarry PRV/CV 2
I ' •
I
i
mu mi I III'
—u¢w—
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 7-4
West Hill Available Fire Flow
Existing Maximum Day Demand
1 Woolf Lane pump station
Color Coding Legend
Hydrant: Fire Flow(Available)(gpm)
Trumansburg Rd Tank
1T'i ' \• .
Trumansburg Rd PRV <- 500°
1,000
<_ 1,500
Oakwood PRV <= 1,750
`t56akwood PRV 2
\ <= 2,500
i�
<= 3,000
<= 3,500
d
/(aProp, "llrm
West Hill Tank <= 4,000
♦
� West Hill PRV Other
_�11 -
10 j
Coy Glen Rd pump station
Bostwick Rd Tank
Stone Quarry PRV/CV
StoneQuarry PRV/CV 2
/111110
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 8-1
South Hill System Pressure
Future Average Day Demand
Elea all pump ltatlo n T. „ .....
Pearsall Place PRVt CT
CVS'
Color Coding Legend
yotlo��r' iM°P .function:Pressure(psi)
muu
m m
g 34
Stone Quarry 3B PRVN rt i�� Ititude Valve s' < 20'
Ithaca College Tank t arm <=m Ithaca Colle6,PS as,
Stone Quarry 3A PRV ..... "�. , <= 40
a e
Stone QuarryNorthview Tank � �� e <= 60
2B PRV Coddington Rd pump static n
<= 80Stone Quarry 2A PRV mint
Danby Rd Tank V°" <_ 100
Stone Quarry 1 B PRV <= 150IIP� �iu� T
Stone Quarry 1A PRV
Troy Rd Tank <= 165
Other
ut uu4��um� aouu�u� ® ,,
fill �oiu
W King 2 PRV e B
W King 1 PRV Troy Rd pum
41 tation /
`44i�r
p s,,.
. . �<wr;,w.muuuiouuuiiuu@iiiiui� uu
+itl10��uu..-tiu� �.....- O.,iuuu�iuuuuuuuuuu .
u �m
o �
�tu�miuiiu u �s
04
Ridgecrest Tank
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 8-2
South Hill System Pressure
Future Peak Hour Demand
hear all pump ltatlo n T. „ .....
tlllll, Pearsall Place PRV/CV-
0
RV/CVS
Color Coding Legend
�,oflo� Junction:Pressure(psi)
m�tiY �m
�Ilu' amsp�l4" e4I .,.fi11414 I
_;''
Stone Quarry 3B PRV N li�� Ititude Valve s' < 20'
Ithaca College Tank t arm — 34
Quarry m Ithaca Colleg'61FS
Stone Quar 3A PRV .....,,�. ,,, <= 40
mlo e
Stone Quarry2B PRV Northview Tank � � e <= 60'
Coddington Rd pump static n
Stone Quarry 2A PRV sm, mulfi <= 80�
Danby Rd Tank l°" <- 100
Quarry
<= 150
Stone 1B PRV �u�V i
<= 165
Stone Quarry 1A PRV ° f! Troy Rd Tank Other
pp muu�
ouumolu
W King 2 PRV
tlum e W King 1 PRV u,
y Troy Rd um
uu Y P p's,,,
afon /
�+1
T I
..�em�olllfi oolt,��IIY
muu,or]um,
�
eoe
fiIIU
q
iy �ry/�!/ -e - fitiylll'-�---mllU� �.... -mIIIIV '�IIIIIIIIIIIIIIII
�919t„w,
II�IIIIIIIIIIIU�IIIIIV � q
PU10 u
�� iiIIIN
iIIIVI..
Ridgecrest Tank
Bentley WaterCAD V8i(SELECTseries 6)
02-12-18 Rev.wtg Bentley Systems,Inc. Haestad Methods Solution Center [08.11.06.113]
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Figure 8-3
South Hill Available Fire Flow
Future Maximum Day Demand
„, v
r'earsall Place PRV/CV
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm)
��glen�ll
<= 500
Stone Quarry 3B PRV � ` Northvl w„ ��fV^ -
Stone Quarry3A PRV nude Valve
<- 50D
PS f.it
Ithaca College, Ithaca College Tank <_ 1,499
Il ill
Northview Tank .,..��J�fl 1,750
�_
Stone Quarry 2B PRV !! 2,500Coddington Rd pump station
���d! ����� IV��� 3,000
Stone Quarry 2A PRV 1 ���r� Danby Rd Tank ��
" n/ e ������r' i`ljl <= 3,500
1ud�!lr,,, '(1 �....ii ljlr. ��'u��G Q11 ��I
= 4,500
Stone Quarry 1B PRV dt , f" fl'f��
�� ��!)'
I I!!if, if ;Tank Jlj
V
Troy Rd Other
rel,,
Stone Quarry 1A PR
Illi! 1(1�ir,;�l/!' l
:®rl
King �7l�/ )
W King 1 PRV �����'M�
W Kin 2 PRV �� �!�'
0l dll�,� Troy Rd um �stall��
! r J»; �ll� d ! y pump �b r
� Uf !
rl�j�y�� 1�� l,
..� rt�� � rrl
ll
allp ill
11, � III, f
!� "���,l......,,;��,V + �I u
, „
y ! !
Jill,
J���
apII lljil r/rrrl jllN»' dud ul
����ill�Illpu
Ridgecrest Tank
Bentley WaterCAD V8i(SELECTseries 6)
02-12-18 Rev.wtg Bentley Systems,Inc. Haestad Methods Solution Center [08.11.06.113]
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Figure 8-4
West Hill System Pressure
Future Average Daily Demand
�uu� •- ,.-
Woolf Lane pump station
Color Coding Legend
ami "upu6-iuuw
m-muu�sa Junction; Pressure(psi)
o
Trumansbur Rd Tank ��h�����um
1 �IIS ll�Xu� uu
Trumansburg Rd PRV <= 20
<= 34
0
<= 40
_
Oakwood PRV <= 60
\.Qakwood PRV 2
100
<= 150
<= 210
West Hill Tank
- Other
West Hill PRV
PIF—
i
ru
Coy Glen Rd pump station
Bostwick Rd Tank
r"" Stone Quarry PRV/CV
i StoneQuarry PRV/CV 2
I ' •
I
i
mu mi I III'
—u¢w—
Bentley WaterCAD V8i(SELECTseries 6)
West Hill System Model Bentley Systems,Inc. Haestad Methods Solution Center [08.11.06.113]
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Figure 8-5
West Hill System Pressure
Future Peak Hour Demand
�uu� •- ,.-
Woolf Lane pump station
Color Coding Legend
l�uuu �uouu—muu
Junction; Pressure(psi)
•.off
Trumansbur9 Rd Tank m
�
1 `171��
Trumansburg Rd PRV o <= 20
<= 34
0
<= 40
Oakwood PRV
<_ 60
S
- uuuuu \.Oakwood PRV 2
<= 80
7111��i p '
<= 100
<= 150
®ij,e-d� _
West Hill Tank Ll\ < 210
[ Other
West Hill PRV
—
ru
Coy Glen Rd pump station
Bostwick Rd Tank
r"" Stone Quarry PRV/CV
StoneQuarry PRV/CV 2
I ' •
I
iill�ulpuo
mu III
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 8-6
West Hill Available Fire Flow
Future Maximum Day Demand
1 Woolf Lane pump station
Color Coding Legend
Hydrant: Fire Flow(Available)(gpm)
Trumansburg Rd Tank
500
Trumansburg Rd PRV
1,000
<= 1,500
Oakwood PRV
1,750
Oakwood PRV 2
1 �11f <= 2,500
<= 3,000
<= 3,500
West Hill Tank � 4,000
4p ♦ Other
dfr /� West Hill PRV
"N
i
Coy Glen Rd pump station
Bostwick Rd Tank
Stone Quarry PRV/CV
i
StoneQuarry PRV/CV 2
i
i
r
Bentley WaterCAD V8i(SELECTseries 6)
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W �
F N N Q1
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Z Q
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J S
W U U U U U U = W to r
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n 6 Z Z Z s w
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ro
d 00
x
J
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0Oai z m
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LU
CL
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z�
LUz
u
CLo
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ujIf
�
III � -
g y�P DO\C\ LU
QLU
LU
z
W Y
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N 1111111/ ~ �
K Z
fll4',il�hI � ;
t
OOJ III i
V
Y
Q
H
w O O
U Z
H
1
7
11
`L
5
Figure 9-2
South Hill Available Fire Flow
Existing Maximum Day Demand
Northview/Danby Improvements
leas gall punilp staliwQ „
°III�IVuu V Pearsall Place PRV/CV
m w
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm)
500
1,000
m �
= 1,499
u°IVm
= 1,750
<= 2,500
3,000
<= 3,500
<= 5,000
r „, „„ ♦ Other
i
Ithaca Qollege Tank
Ithaca College PS ,,
Northview Tank
Coddington Rd pump station
Danby Rd Tank
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-3
South Hill Available Fire Flow
Future Maximum Day Demand
Northview/Danby Improvements
I t 11�;r.�ll}7�a1711r.,la�lloli �",,,w,,
1� [uearsall Place PRY/CV
...,"'lll�lulll4
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm)
"
"
500
lull1,000
/41-4
7 1-4 <= 1,499
< 1,750
fill
<= 2,500
uu
3,000
<= 3,500
5,000
Other
Ithaca liege Tank
lege PS ....
Northview Tan
t aca o � k
Coddington Rd pump station
Danby Rd Tank
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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\ \ \ \ \
z ; - 2 , , _ !
° - §
)\ �
W. , \\ §
- -CD ) j \ \ [ /
CO
4 G = z z z \m LU
_ 0\ \\ 2
2¥ 2 ,
0 � \� �
! : § )
« \ \ W
�? MA -
° \ -
%
w )§ \ }
§ § @
19 «:
)m C)
\
/\
/\ S\
) j�\ _
/
§ q{
/^
\
z® k - \q
` \"
\§ . 2j§
2) -
\f e a: -;� �
§)
) wm
& §)
)
/ � }
� ) }
Figure 9-5
South Hill Available Fire Flow
Existing Maximum Day Demand
Troy Road Improvements 1 & 2A
Calor coding Legend
Coddington Rd pump station Hydrant:Fire Flow(Available)(gpm)
500
1,000
<= 1,499
<= 1,750
<_ 2.500
3,000
Troy Rd Tank m�uu K=
uuijjpm K= 3,500
K= 5,006
Other
1 r y Rd pump station
East King 1 PRV
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-6
South Hill Available Fire Flow
Existing Maximum Day Demand
Troy Road Improvements 1 & 213
Color Coding Legend
Coddington Rd pump station
Hydrant:Fire Flow(Available)(gpm}
um�uu
<= 500
1,000
a= 1,499
<= 1,750
<= 2,500
Troy Rd Tank I4m <= 3,000
<= 3,500
<= 5,000
"'� ♦ Other
I r y Rd pump station
East King 1 PRV East King 2 PRV
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-7
South Hill Available Fire Flow
Future Maximum Day Demand
Troy Road Improvements 1 & 2A
Calor coding Legend
Coddington Rd pump station Hydrant:Fire Flow(Available)(gpm)
500
1,000
<= 1,499
<= 1,750
<_ 2.500
3,000
Troy Rd Tank m�uu K=
uuijjpm K= 3,500
K= 5,006
Other
1 r y Rd pump station
East King 1 PRV
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-8
South Hill Available Fire Flow
Future Maximum Day Demand
Troy Road Improvements 1 & 213
Color Coding Legend
Coddington Rd pump station
Hydrant:Fire Flow(Available)(gpm}
um�uu
<= 500
1,000
a= 1,499
<= 1,750
<= 2,500
Troy Rd Tank I4m <= 3,000
<= 3,500
<= 5,000
"'� ♦ Other
I r y Rd pump station
East King 1 PRV East King 2 PRV
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-9
South Hill System Pressure
Future Peak Hour Demand
Troy Road Improvements 1 & 2A
o Coddington Rd pump station Color Coding Legend
Junction!Pressure(psi)
<= 20
0/ <= 34
<= 40
<= 60
Troy Rd Tank 80
<= 100
<= 150
�( <= 165
Other
Trey Rd pump station J
w ,
East King 1 PRV
tw' '7
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-10
South Hill System Pressure
Future Peak Hour Demand
Troy Road Improvements 1 & 213
Coddington Rd pump station Color Coding Legend
Junction:Pressure(psi)
<= 20
GN <= 34
<= 40
<= 60
Troy Rd Tank 80
<= 100
<= 150
<_
165
Other
Trey Rd pump station
East King 1 PRV wast King 2 PRV
....4111 11111111
4llitiil �4�(
ilVi, ,nP
14tititit .,
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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N �
N �7
Z_ i
Z (D N
LM
O Z p W
Q W Q
W U
o O
o
_I Z w E
O a w
O U Z Z U N Z O F O
z CO r r
JLu z
W o o o U U U I- o h W 'EDi r d
N Z Z Z Z Z Z Z N�Lu Lu Lu Lu Lu 'Z
W v co m Z Z ZW m IQ F Z
U Q N
W cL 2 E-
CL Z H J N
e3NITH0717-
Lu
O= w
23� Lu
oo7 F g
CL
V q
II- w
I _
I
Z
Q
h
h
W
w d. w d.
m m w
O M C7 M w O 3
Lu Lu o O
jZ
O OO w O
W d
CL
z Y1w
z
r Zz Luo
a o
W W Y a :�R N a
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o
'S CL O wm
Z Z Jo
�Iluuul� ~
F
I ��
uoi�ippp0i o
z
i uuuuuu �
mM° W z
r
=o
oo
o
�
Q9
o' .
wa
�o
ofz
I
C91
4a I SjoNEpUPRRV RD � �
w
�I
IS IS
U'
I
d N O m K K K a
Z Z K W Q m
z
O o
5
Figure 9-12
South Hill Available Fire Flow
Existing Maximum Day Demand
Ridgecrest Improvements (1A & 4A)
Stone Quarry 3A PRV
J'
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
Stone Quarry 1A PRV
Stone Quarry 1 B PRV
Dolor coding Legend W King 1 PRV
I
Hydrant Fire Flow(Available)(gpm) ""VIII I"'" W King 2 PRV
11 Orill
W, W
uu(�por" <_ 1,000
uu
<= 1,499
r'
<= 1,750
<_ 2,500
N
^
3,000 ,,
<_ 3,500
<- 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-13
South Hill Available Fire Flow
Existing Maximum Day Demand
Ridgecrest Improvements (1A & 413)
Stone Quarry 3A PRV i
r
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
4t
Stone Quarry 1A PRV
Stone Quarry 1 B PRV
..ry
Color Coding Legend W King 1 PRV
Hydrant:Fire Flow(Available)(gpm)
I W King 2 PRV
R
um�um <= 900
1,000
<= 1,499 :'�,",I
th h
,
umuu q y
<- 1?50
'k q
<= 2,500
m�uu <= 3,000
<= 3,500
<= 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-14
South Hill Available Fire Flow
Existing Maximum Day Demand
Ridgecrest Improvements (1 B & 4A)
Stone Quarry 3A PRV
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
Stone Quarry 1A PRV
Stone Quarry 1 B PRV
+
Color Coding Legend ,"'"`"'• W King 1 PRV
I
Hydrant:Fire Flow(Available)(gpm) � .. W King 2 PRV
uuq lllllm" III'
500
l
<-
1 000
1,499
,
<= 1,760 �
q� V
<= 2,600
m°IVuum
<= 3,000
<= 3,500
<= 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-15
South Hill Available Fire Flow
Existing Maximum Day Demand
Ridgecrest Improvements (1 B & 413)
Stone Quarry 3A PRV
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
Stone Quarry 1A PRV
Stone Quarry 1 B PRV
"
Color Coding Legend W King 1 PRV
Hydrant:Fire Flow(Available)(gpm) W King 2 PRV
gluu <_ 500
<= 1,000
'h
'h
'h
io q
<= 1,499
<= 1,760 .,,,,,��� 11
IIN
<= 2,500 till
w
II'III""'
mulpuu <= 3,000 ^,
<= 3,500 ��..
<= 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley Watel V8i(SELECTseries 6)
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Figure 9-16
South Hill System Pressure
Existing Peak Hour Demand
Ridgecrest Improvements (1 B & 4A)
Stone Quarry 3A PRV
Stone Quarry 3B PRV
�IIIU�
Stone Quarry 2A PRV
Stone Quarry 2B PRV
d I
Stone Quarry 1A PRV �Q�IIII III
Stone Quarry 1 B PRV
411111VUIIIUIIIu
Color Coding Leend ���� PRV
g N
g ,, VV King 12 PRV
Junction:Pressure(psi)
��411�IIIUIU�IIII������������IIIN u, illlllllllll4� �
�}4411l
� ,Ire
<= 20 �� IIIU] Illllti� .... lo
.......
�111V
/G <= 34 ��
�ItiU
<= 40
�U
<= 60 u
411
<= 80
QQ y
<_ 100
SIO,
<= 165
Ridge ii t Tank
Other
Pressure addressed by
Improvement No. 5
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-17
South Hill Available Fire Flow
Future Maximum Day Demand
Ridgecrest Improvements (1A & 4A)
Stone Quarry 3A PRV
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
Stone Quarry 1A PRV
Q
Stone uarr 16 PRV11�1411,
Y
Color Coding Legend W King 1 PRV
Hydrant:Fire Flow(Available)(gpm)
p W King 2 PRV
VNI
um�im
504
<=
<= 1,499 ...,.,.,..., q,
'h
<= 1,750
h
h
<= 2,500
3,000 q
<= 3,500
< 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-18
South Hill Available Fire Flow
Future Maximum Day Demand
Ridgecrest Improvements (1A & 413)
Stone Quarry 3A PRV i
r
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
QuarryStone
1A PRV
Stone Quarry 1 B PRV ,'yl,ll
' IIII
Color Coding Legend W King 1 PRV
Hydrant:Fire Flow(Available)(gpm}
I W King 2 PRV
<- 500 ry
1,000 �!'��� ..,"o, ,....
<= 1,499
,
750
<= 2,500
um�uuii�liu
<= 3,000
<= 3,500
<= 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-19
South Hill Available Fire Flow
Future Maximum Day Demand
Ridgecrest Improvements (1 B & 4A)
Stone Quarry 3A PRV
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
Stone Quarry 1A PRV pll Ilw
Stone Quarry 1 B PRV
7 411,
1
Color Coding Legend W King 1 PRV
VIII "'IIII„"Illii II
^ `,, .
Hydrant:Fire Flow(Available)(gpm) I W King 2 PRV III
h r.. i uu m
uuq lllll '500
1,000
<_ '',
I�
�... ....
<= 1,499 °1
III
+ h
h
h
li
<- 1,760
III
<= 2,600 NH"
il, 1111611u
ul°IVuu
<= 3,000
<= 3,500 ��II
<= 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-20
South Hill Available Fire Flow
Future Maximum Day Demand
Ridgecrest Improvements (1 B & 413)
Stone Quarry 3A PRV
Stone Quarry 3B PRV
Stone Quarry 2A PRV
Stone Quarry 2B PRV
y
Stone Quarry 1A PRV
Stone Quarry 1 B PRV °...
Color Coding Legend W King 1 PRV V
muo
. uu
Hydrant:Fire Flow(Available)(gpm) W King 2 PRV
II � III
i
500
1,000
I oil
qll
<- 1,499
IIV
<= 2,500
mulpuu <= 3,000
" <= 3,500 ��..
<= 5,000
Ridgecrest Tank
Other
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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Figure 9-21
South Hill System Pressure
Future Peak Hour Demand
Ridgecrest Improvements (1 B & 4A)
Stone Quarry 3A PRV
Stone Quarry 3B PRV
�StitiU�
Stone Quarry 2A PRV
Stone Quarry 2B PRV
�, �iIV��I VIII
�' I���II
Stone Quarry 1A PRV �Q�IIII III
Stone Quarry 1B PRV
Oil
�sstititi4v�iu�ulu
Color CodingLegend ���� g PRV
N
9 �� W Cin 12 PRV VI
Junction:Pressure(psi)
<= 20
<= 34
<= 40
<= 60 �i'
�� u �IIIIUIU�III�I�
411 <- 80
<= 100jj �Il,
r
<= 150
<= 165
Ridg it Tank
0 Other
Pressure addressed by
Improvement No. 5
South Hill Improvement Alternatives Existing Conditions 04-25- Bentley WaterCAD V8i(SELECTseries 6)
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, y , § i !
) (
\� ` >0 �
IW j0 o
CD ¥ ; ; ; /) \\ �
- - -o CO§ § § § »® §
\ < , _ () \\ )
w_
� 0 § §
\ \ ° )® ®
\ \\ \ \/
\ \ �
§
_ \ \ \
\ u \ \ W
a / »
jE
gU)
\�
A
\ m
)§ qi
) /j
<CL \
� 2}Q
.
)`
\ w .
jCLL�
)
\ �. \
� ) }
Figure 10-2
West Hill Available Fire Flow
Existing Maximum Day Demand
Bostwick Road Improvements
I
Coy Glen Rd pump station
I
StoneQuarry PRV/CV 2
Stone Quarry PRV/CV
Bostwick Rd Tank
^^ill IN^
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm)
500
ffrrpu <= 1,000
<= 1,499
<= 1,750
<= 2,500
lV <_ 3,000
<= 3,500
<= 4,000
Other
�I
Bentley WaterCAD V8i(SELECTseries 6)
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Figure 10-3
West Hill Available Fire Flow
Future Maximum Day Demand
Bostwick Road Improvements
Coy Glen Rd pump station
^^illl�llii
StoneQuarry PRV/CV 2
Stone Quarry PRV/CV
Bostwick Rd Tank
li
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm)
r/Ou <= 500
<= 1,000
<= 1,499
<= 1,750
<= 2,500
um�um <= 3,000
<= 3,500
<= 4,000
Other
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Figure 10-5
West Hill Available Fire Flow
Existing Maximum Day Demand
West Hill Improvements
Trumansburg Rd Tank
Trumansburg Rd PRV
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm) _ —
/
� <= 500
1,000
<= 1,499 Oakwood PRV
akwood PRV 2
<= 1,750
<= 2,500
il lw — 3,000
<= 3,500
<= 4,500 ^gill N
West Hill PRV 2
Other
West Hill Tank
West Hill PRV
—^^iIII�IN^�^iII�IIN^—
Coy Glen Rd pump station
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Figure 10-6
West Hill System Pressure
Existing Peak Hour Demand
West Hill Improvements
Trumansburg Rd Tank
lu`ull����I
Trumansburg Rd PRV
Color Coding Legend
Junction:Pressure(psi)
V
<= 20
�t <= 34 Qa wood PRV
<= 40 Qakw od PRV 2
o <= 60 � —ilbi�ilRld�
�s <_ $0 1 UIIIIIUu—t�
<= 100 11�������
<= 150 1]IIIIIIIU 1
<= 210 �� West Hill— —
PRV 2
Other
• i 11
West Hill Tank
I
Pressure addressed by I
Improvement No. 2 �U
West Hill PRV
I
Coy Glen Rd pump station
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Figure 10-7
West Hill Available Fire Flow
Future Maximum Day Demand
West Hill Improvements
Trumansburg Rd Tank
Trumansburg Rd PRV
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm) _ —
/
� <4 500
1,000
<= 1,499 Oakwood PRV
akwood PRV 2
<_ 1,750
� u
— 2,500
il lw — 3,000
— 3,500
<_ 4,500
West Hill PRV 2
Other
West Hill Tank
West Hill PRV
Coy Glen Rd pump station
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Figure 10-8
West Hill System Pressure
Future Peak Hour Demand
West Hill Improvements
Trumansburg Rd Tank
i 1�1�I4VIII�1ti4��
Trumansburg Rd PRV
Color Coding Legend
Junction:Pressure(psi)
rll� 4t�s�
�IVI Pressure addressed by
Improvement 7A/713
e <- 20 �
<= 34 Oak ood PRV
<= 40 0akwo d PRV 2
e <= 60
muir — 80 �nll
e <= 100 anIIII�
<= 150 UIIIIIIIU��� 1
<= 210 West Hill PRV 2
Other
• � 'iii .
West Hill Tank I-\
Pressure addressed by I
Improvement No. 2
%r i�ll uu
West Hill PRV
I
Coy Glen Rd pump station
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Figure 10-10
West Hill Available Fire Flow
Existing Maximum Day Demand
Trumansburg Road Improvements
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm)
Woolf Lane pump station,
m�m <= 500
1,000
<= 1,499
<= 1,750
<= 2,500
<= 3,000
<= 3,500
<= 4,500
ISI
Other
Trumansburg Rd Tank ,,,
Trumansburg Rd PRV 1
lu
�I�IIi^
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Figure 10-11
West Hill System Pressure
Existing Peak Hour Demand
Trumansburg Road Improvements
mllu�
1 Y Color Coding Legend
Woolf Lane pump station Junction:Pressure(psi)
� m�llVttttut—^�u�J� �Ill�lui� <= zo
�l <= 34
tlllt�tIIIIVIIV tUur—mtititititititiUv — <= 40
<= 60
<= 80
p <= 100
auIllm <= 150
Uo�IIIN�ll44titiitl�ll <= 210
Other
Trumansburg Rd Tank ��tillhll
Trumansburg Rd PRV ��tititi7 U
V
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Figure 10-12
West Hill Available Fire Flow
Future Maximum Day Demand
Trumansburg Road Improvements
Color Coding Legend
Hydrant:Fire Flow(Available)(gpm)
Woolf Lane pump station,
m�m <= 500
1,000
<= 1,499
<= 1,750
<= 2,500
<= 3,000
<= 3,500
<= 4,500
ISI
Other
Trumansburg Rd Tank ,,,
Trumansburg Rd PRV 1
lu
�I�IIi^
�I
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Figure 10-13
West Hill System Pressure
Future Peak Hour Demand
Trumansburg Road Improvements
mil u
Color Coding Legend
t Junction:Pressure(psi)
\ Woolf Lane pump station
<= 20
S4�IIIIIIIIV
41111
44ouu old <_ 34
<= 40
� q�flllllll�gtititi4s-411111111W�i1 Ir
\ \ IIIR <- 60
<= 80
100
1p„ <= 150
4r4114ti
IllUtll44lltiti <= 210
4 Other
Trumansburg Rd Tank t���jv11lI
a
Trumansburg Rd PRV
V
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Appendix A - Breakdown of Opinion of Probable
Project Costs for South Hill Improvement Alternatives
�r�/JO/G(/�/11�!lll0/?✓
Appendix A uprobable
Costs for South Hill l '
NORTHVIEW/DANBY ZONE
Improvement No.. ,f ,_Switching Water IMains on INorthview Drive frorn the
INorthview/Dainby lPressure Zone to the Troy Road lPressure Zone
Mobilization, demobilization, general conditions,traffic control $10,000
New installed 8-inch DIP (push-on joint, cement lined, Class 52)(includes $15,000
trenching, excavation, bedding backfill,and fittings),±100 LF
Pavement restoration $10,000
New installed isolation valves $5,000
Rock removal (5%of pipe trench length) $1,000
Site restoration $3,000
Subtotal $44,000
Construction Contingency $14,000
Construction Total $58,000
Fiscal, Legal, Administrative, Engineering $12,000
TOTAL PROJECT COST $70,000
Improvement No.. 2 .- Replacement of (Existing Pennsylvania Avenge and Kendall Avenge
6-Inch Water IMain With 8-Inch Water IMain
Mobilization, demobilization, general conditions,traffic control $130,000
New installed 8-inch DIP (push-on joint,cement liners, Class 52) (includes $810,000
trenching, excavation, bedding, backfill, and fittings), +6,100 LF
Pavement restoration $51,0,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $45,000
firehydrant when necessary)
New installed isolation valves $25,000
Reconnect water services $11,0,000
Rock removal (5%of pipe trench length) $30,000
Site restoration $110,000
Subtotal $1,670,000
Construction Contingency $920,000
Construction Totals $2,580,000
Fiscal, Legal;Administrative, Engineering $510,000
TOTAL PROJECT COST $3,100,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-1
�r�/JO/G(/�/11�!lll0/?✓
TROY ROAD ZONE
Improvement No.. 1 ,_Switching Water IMains on Southwoods Drive, (Eldridge Circle, and
Old Gorge Road from the Tray Road lPressure Zone to the Ridgecrest lPressure Zone
Mobilization, demobilization, general conditions,traffic control $35,400
New installed 8-inch DIP (push-on joint,cement lined, Class 52)(includes $220,000
trenching, excavation, bedding, backfill,and fittings),±1,860 LF
New installed PRV and valve vault $25,000
Pavement restoration $150,400
New installed fire hydrants, every 500 linear feet(includes removal of existing $15,000
fire hydrant when necessary)
New installed isolation valves $5,000
Rock removal (5%of pipe trench length) $10,400
Site restoration $5,000
Subtotal $465,000
Construction Contingency $260,000
Construction Total $725,000
Fiscal, Legal,Administrative, Engineering $145,000
TOTAL PROJECT COST $870,000
Improvement No.. 2A,- Replacement of (Existing 8IIInch Water I ain with "12-Inch Water
ain Frorn Troy Road Storage Tank to Coddington Road
Mobilization, demobilization, general conditions,traffic control $100,400
New installed 12-inch DIP(push-on joint, cement lined, Class 52)(includes $880,000
trenching, excavation, bedding, backfill,and fittings),±5,000 LF
Pavement restoration $250,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $30,000
fire hydrant when necessary)
New installed isolation valves $30,400
Reconnect water services $15,000
Rock removal (5%of pipe trench length) $30,400
Site restoration $14,400
Subtotal $1,345,000
Construction;Contingency $750,400
Construction Total $2,095,000
Fiscal, Legal,Administrative, Engineering $405,000
TOTAL PROJECT COST $2,600,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-2
�r�/JO/G(/�/11�!lll0/?✓
Improvement No.. 2R ,- Replacement of (Existing 8-Inch Water I ain With '12-Inch Water
ain Frorn Tray Road Storage Tank to Tray Road and Installation of a PRV
Mobilization, demobilization, general conditions,traffic control $35,000
New installed 12-inch DIP (push-on joint, cement lined, Class 52)(includes $355,400
trenching, excavation, bedding, backfill,and fittings),±2,040 LF
New installed PRV and valve vault $25,000
Pavement restoration $5,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $1,5,000
fire hydrant when necessary)
New installed isolation valves $115,000
Reconnect water services $5,000
Rock removal (5%of pipe trench length) $10,400
Site restoration $5,000
Subtotal $470,000
Construction Contingency $250,000
Construction Total $720,000
Fiscal, Legal;Administrative, Engineering $140,000
TOTAL PROJECT COST ; $860,000
Improvement No.. 3 ,- Installation of a I anual PRV in the Tray Road Pump Station
Mobilization, demobilization, general conditions,traffic control $1,000
New installed PRV $10,400
New installed isolation valves $5,000
Subtotal $16,000
Construction Contingency $9,000
Construction Total $25,000
Fiscal, Legal,Administrative, Engineering $5,000
TOTAL PROJECT COST $30,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-3
�r�/JO/G(/�/11�!lll0/?✓
Improvement No.. 4A,- Installation of a New Water Storage Tank Adjacent to (Existing
Tray Road Storage Tank
Mobilization, demobilization, general conditions $30,000
209,000-gallon glass-lines bolted steel ground storage tank $310,000
Site work,water main connections, etc. $50,000
Subtotal $390,000
Construction Contingency $220,400
Construction Total $610,000
Fiscal, Legal; Administrative, Engineering $120,000
TOTAL PROJECT COST ; $730,000
Improvement No.. 4E ,- Replacement of the Troy Road Storage Tank
Mobilization, demobilization, general conditions $50,000
333,000-gallon glass-lines bolted steel ground storage tank $450,000
Demolish existing Troy Road tank $100,000
Site work,water main connections, etc. $100,000
Subtotal $700,000
Construction Contingency $390,000
Construction Total $1,090,000
Fiscal, Legal; Administrative, Engineering $210,004
TOTAL PROJECT COST , $1,300,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-4
�r�/JO/G(/�/11�!lll0/?✓
RIDGECREST ZONE
Improvement INo„ '1A,_ Replacement of (Existing Ridgecrest Road 8-Inch Water I ain With
12-Inch Water IMain Frorn Ridgecrest Storage Tank to (East ling Road
Mobilization, demobilization, general conditions,traffic control $70,000
New installed 12-inch DIP (push-on joint, cement lined, Class 52)(includes $550,000
trenching, excavation, bedding, backfill,and fittings),±3,000 LF
Pavement restoration $250,000
New installed fire hydrants, every 500 linear fleet(includes removal of existing $20,000
fire hydrant when necessary)
New installed isolation valves $10,000
Reconnect water services $50,000
Rock removal (5%of pipe trench length) $20,000
Site restoration $10,000
Subtotal $980,000
Construction Contingency $530,000
Construction Total $1,510,000
Fiscal, Legal,Administrative, Engineering $280,000
TOTAL PROJECT COST $1,800,000
Improvement No.. '1 B ,_ Installation of ,10-Inch Water IMain Frorn Ridgecrest Storage Taink
to Chase (Laine
Mobilization, demobilization, general conditions,traffic control $25,000
New installed 10-inch DIP (push-on joint, cement lined, Class 52)(includes $250,000
trenching, excavation, bedding, backfill, and fittings),±1,800 LF
New installed fire hydrants, every 500 linear feet(includes removal of existing $15,000
fire hydrant when necessary)
New installed isolation valves $5,000
Rock removal (5%of pipe trench length) $10,000
Site restoration $5,000
Subtotal $320,000
Construction Contingency $170,000
Construction Total $490,000
Fiscal, Legal,Administrative, Engineering $100,000
TOTAL PROJECT COST $580,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-5
�r�/JO/G(/�/11�!lll0/?✓
Improvement No.. 2,— Installation of 8IIInch Water I ain on Tray Road to (East ling Road
Mobilization, demobilization, general conditions,traffic control $35,000
New installed 8-inch DIP (push-on joint, cement lined, Class 52)(includes $245,000
trenching, excavation, bedding, backfill,and fittings),±1,500 LF
Pavement restoration $130,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $10,000
fire hydrant when necessary)
New installed isolation valves $5,000
Rock removal (5%of pipe trench length) $10,000
Site restoration $5,000
Subtotal $440,000
Construction Contingency $240,000
Construction Total $680,000
Fiscal, Legal,Administrative, Engineering $130,000
TOTAL PROJECT COST $810,000
Improvement No.. 8 ,— Replacement of (Existing (East ling Road, Dainby Road, and College
Circle 8I1lnch Water IMain With "10-Inch Water IMain
Mobilization, demobilization, general conditions,traffic control $130,000
New installed 10-inch DIP (push-on joint, cement lined, Class 52)(includes $960,000
trenching, excavation, bedding, backfill, and fittings),±6,100 LF
Pavement restoration $510,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $40,000
fire hydrant when necessary)
New installed isolation valves $30,000
Reconnect water services $10,000
Rock removal (5%of pipe trench length) $30,000
Site restoration $10,000
Subtotal $1,720,000
Construction;Contingency $950,000
Construction Total $2,670,000
Fiscal, Legal,Administrative, Engineering $530,000
TOTAL PROJECT COST $3,200,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-6
�r�/JO/G(/�/11�!lll0/?✓
Improvement No:: 4A:— Installation of 8-Inch Water I ain From ILarisa (Laine to (East Ding
Road
Mobilization, demobilization, general conditions,traffic control $30,000
New installed 8-inch DIP (push;on joint, cement lined, Class 52)(includes $280,000
trenching, excavation, bedding, backfill,and fittings),±2,300 LF
New installed fire hydrants, every 500 linear feet(includes removal of existing $15,000
fire hydrant when necessary)
New installed isolation valves $5,000
Rock removal (5%of pipe trench length) $20,000
Site restoration $5,000
Subtotal $355,000
Construction Contingency $195,000
Construction Total $554,444
Fiscal, Legal; Administrative, Engineering $110,000
TOTAL PROJECT COST $664,444
Improvement No:: 4E :— Replacement of (Existing (East Ding Road and Dainby Road 8-Inch
Water IMain With 'I 2-Inch Water IMain From West Ding PRV to Schickle Road
Mobilization, demobilization, general conditions,traffic control $70,000
New installed 12-inch DIP (push-on joint, cement lined, Class 52)(includes $540,000
trenching, excavation, bedding, backfill,and fittings),±3,000 LF
Pavement restoration $250,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $20,000
fire hydrant when necessary)
Nein installed isolation valves $15,000
Reconnect water services $15,000
Rock removal (5%of pipe trench length) $20,000
Site restoration $10,000
Subtotal $944,444
Construction;Contingency $500,000
Construction Total $1,444,000
Fiscal, Legal; Administrative, Engineering $260,000
TOTAL PROJECT COST $1,704,444
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-7
r ds,
Improvement
Improvement No:: 5:- Installation of Booster Pump Station Adjacent to the Ridgecrest
Storage Tank
Mobilization, demobilization, general conditions,traffic control $60,000
Pre-engineered above-grade booster pump building $250,000
Electrical service and connections $55,000
Booster pumps and drives $150,000
New installed 8-inch DIP (push-on joint, cement lined, Class 52)(includes $125,000
trenching, excavation, bedding, backfill, and fittings),±1,000 LF
New installed isolation valves $5,000
Reconnect water services $15,000
Pump station start-up $5,000
Site restoration $5,000
Subtotal $670,000
Construction;Contingency $350,000
Construction Total $1,020,000
Fiscal, Legal,Administrative, Engineering $210,000
TOTAL PROJECT COST $1,230,000
Improvement No:: 6:- Installation of a New Water Storage Tank Adjacent to (Existing
Ridgecrest Storage Tank
Mobilization, demobilization, general conditions $100,000
1,100,000-gallon glass-lines bolted steel ground storage tank $1,100,000
Site work,water main connections, etc. $100,000
Subtotal $1,300,000
Construction Contingency $700,000
Construction Total $2,000,000
Fiscal, Legal;Administrative, Engineering $400,000
TOTAL PROJECT COST $2,400,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 A-8
Appendix B - Breakdown of Opinion of Probable
Project Costs for West Hill Improvement Alternatives
�r�/JO/G(/�/11�!lll0/?✓
Appendix B uprobable
Costs for West Hill l '
BOSTWICK ROAD ZONE
Improvement No„ '1 .- Replacement of Bostwick Road Illnch Water IMain With "10--inch
Water IMain Frorn Bostwick Road Storage Tank to Seven IMile Drive
Mobilization, demobilization, general conditions,traffic control $30,444
New installed 10-inch DIP (push-on joint, cement limed, Class 52)(includes $190,000
trenching, excavation, bedding, backfill, and fittings),x-1,200 LF
Pavement restoration $100,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $14,444
fire hydrant when necessary)
New installed isolation valves $15,444
Reconnect water services $5,444
Rock removal (5%of pipe trench length) $10,000
Site restoration $5,444
Subtotal $365,000
Construction Contingency $244,000
Construction Total $565,000
Fiscal, Legal,Administrative, Engineering $145,444
TOTAL PROJECT COST $670,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 B-1
�r�/JO/G(/�/11�!lll0/?✓
Improvement No.. 2:— Replacement of (Existing Seven Mile Drive 8-Inch Water I ain With
10-Inch Water IMain From Bostwick Road to (Elmira Road
Mobilization, demobilization, general conditions,traffic control $120,000
New installed 1g-inch DIP (push-on joint, cement lined, Class 52)(includes $860,000
trenching, excavation, bedding, backfill,and fittings),±5,500 LF
Pavement restoration $460,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $35,000
fire hydrant when necessary)
New installed isolation valves $30,000
Reconnect water services $35,000
Rock removal (5%of pipe trench length) $30,000
Site restoration $10,000
Subtotal $1,580,000
Construction;Contingency $850,000
Construction Total $2,430,000
Fiscal, Legal; Administrative, Engineering $470,000
TOTAL PROJECT COST $2,800,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 B-2
�r�/JO/G(/�/11�!lll0/?✓
WEST HILL ZONE
Improvement No.. "1 ,_ Replacement of Existing "10-Inch Water IMain With "14-Inch Water
ain Frorn West Dill Storage Tank to West Haven Road
Mobilization, demobilization, general conditions,traffic control $30,000
New installed 14-inch DIP (push-on joint, cement lined, Class 52)(includes $330,000
trenching, excavation, bedding, backfill,and fittings),±1,750 LF
New installed fire hydrants, every 500 linear feet(includes removal of existing $15,000
fire hydrant when necessary)
New installed isolation valves $10,000
Reconnect water services $5,000
Rock removal (5%of pipe trench length) $10,000
Site restoration $5,000
Subtotal $405,000
Construction Contingency $215,000
Construction Total $620,000
Fiscal, Legal; Administrative, Engineering $120,000
TOTAL PROJECT COST $740,000
Improvement No.. 2,— Installation of Boaster Pump Station at the (Northern (End of Valley
View Road
Mobilization, demobilization, general conditions,traffic control $50,000
Pre-engineered above-grade booster pump building $250,000
Electrical service and connections $55,000
Booster pumps and drives $250,000
New installed 8-inch DIP (push;on joint, cement lined, Class 52)(includes $65,000
trenching, excavation, bedding, backfill,and fittings),±500 LF
New installed isolation valves $5,000
Reconnect water services $5,000
Pump station start-up $5,000
Site restoration $5,000
Subtotal $690,000
Construction;Contingency $390,000
Construction Total $1,080,000
Fiscal, Legal,Administrative, Engineering $220,000
TOTAL PROJECT COST $1,300,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 B-3
�r�/JO/G(/�/11�!lll0/?✓
Improvement No.. 3 :- Installation of a PRV Along (Existing Water I ain Between Conifer
Circle and (Rector Street
Mobilization, demobilization, general conditions,traffic control $5,000
New installed 8-inch DIP (push;on joint, cement lined, Class 52)(includes $20,000
trenching, excavation, bedding, backfill,and fittings), +100 LF
New installed PRV and valve vault $25,000
New installed isolation valves $5,000
Subtotal $55,000
Construction;Contingency $30,000
Construction Total $85,004
Fiscal, Legal; Administrative, Engineering $15,000
TOTAL PROJECT COST $104,000
Improvement No.. 5:— Replacement of (Existing Trurnansburg Road 6IIInch Water I ain With
8I1lnch Water IMain From Candleyclk Drive toBrook-field Road
Mobilization, demobilization, general conditions,traffic control $50,000
New installed 8-inch DIP (push-on joint, cement lined, Class 52)(includes $300,000
trenching, excavation, bedding, backfill, and fittings),±2,200 LF
Pavement restoration $190,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $20,000
fire hydrant when necessary)
New installed isolation valves $10,000
Reconnect water services $40,000
Rock removal (5%of pipe trench length) $20,000
Site restoration $10,000
Subtotal $644,400
Construction;Contingency $350,000
Construction Total $990,000
Fiscal, Legal,Administrative, Engineering $210,000
TOTAL PROJECT COST $1,200,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 B-4
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Improvement No.. 6,- Installation of a Hydrant on the (Existing IHayts Road Water I ain
Mobilization, demobilization, general conditions,traffic control $1,000
New installed 6-inch DIP (push-on joint, cement lined, Class 52)(includes $5,400
trenching, excavation, bedding, backfill, and fittings),±20 LF
New installed hydrant $5,000
Rock removal (5%of pipe trench length) $1,000
Site restoration $1,000
Subtotal $13,000
Construction Contingency $4,000
Construction Total $17,000
Fiscal, Legal; Administrative, Engineering $3,000
TOTAL PROJECT COST $20,000
Improvement INo„ 7A,- Installation of a New Water Storage Tank Adjacent to (Existing
West Will Storage Tank
Mobilization, demobilization, general conditions $40,000
310,000-gallon glass-lined, bolted steel, ground level storage tank $450,000
Site work,water main connections, etc. $50,000
Subtotal $540,000
Construction Contingency $310,000
Construction Total $860,000
Fiscal, Legal; Administrative, Engineering $130,000
TOTAL PROJECT COST , $980,040
Improvement No.. 7H ,- Replacement of the West Will Storage Tank
Mobilization, demobilization, general conditions $100,000
1,300,000-gallon glass-lined, bolted steel,ground level storage tank ;$1,100,000
Demolish existing West Hill tank $100,000
Site work,water main connections, etc. $100,000
Subtotal $1,400,000
Construction Contingency $780,000
Construction Total $2,180,000
Fiscal, Legal; Administrative, Engineering $320,000
TOTAL PROJECT COST ;$2,500,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 B-5
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TRUMANSBURG ROAD ZONE
Improvement INo„ '1 ,_ Replacement of (Existing INayts Road '10-Inch Water IMain With
12-Inch Water IMain Frorn Trumainsburg Road Storage Tank to Trumainsburg Road
Mobilization, demobilization, general conditions,traffic control $30,000
New installed 12-inch DIP (push-on joint, cement lined, Class 52)(includes $240,000
trenching, excavation, bedding, backfill,and fittings),±1,300 LF
Gravel driveway $55,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $10,000
fire hydrant when necessary)
New installed isolation valves $5,000
Reconnect water services $5,000
Rock removal (5%of pipe trench length) $10,000
Site restoration $5,000
Subtotal $360,000
Construction Contingency $1$0,000
Construction Total $540,000
Fiscal, Legal,Administrative, Engineering $110,000
TOTAL PROJECT COST $6$0,000
Improvement No.. 2,— Replacement of (Existing Dubois Road -Inch Water I ain With
10-Inch Water IMain Frorn Trumainsburg Road to Woolf (Lane
Mobilization, demobilization, general conditions,traffic control $80,000
New installed 10-inch DIP (push-on joint, cement lined, Class 52)(includes $580,000
trenching, excavation, bedding, backfill,and fittings),±3,780 LF
Pavement restoration $310,000
New installed fire hydrants, every 500 linear feet(includes removal of existing $25,000
fire hydrant when necessary)
New installed isolation valves $20,000
Reconnect water services $35,000
Rock removal (5%of pipe trench length) $20,000
Site restoration $10,000
Subtotal $1,0$0,000
Construction;Contingency $600,000
Construction Total $1,6$0,000
Fiscal, Legal; Administrative, Engineering $320,000
TOTAL PROJECT COST $2,000,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 B-6
�r�/JO/G(/�/11�!lll0/?✓
Improvement No.. 3 :-Switching Customer to Van Dorns Pressure Zone
Mobilization, demobilization, general conditions,traffic control $14,000
New installed 10-inch DIP (push-on joint, cement lined, Class 52)(includes $75,000
trenching, excavation, bedding, backfill, and fittings),±500 LF
New installed fire hydrants, every 500linear feet(includes removal of existing $5,400
fire hydrant when necessary)
New installed isolation valves $5,000
Rock removal (5%of pipe trench length) $5,000
Site restoration $5,000
Subtotal $105,000
Construction Contingency $50,000
Construction Total $155,000
Fiscal, Legal,Administrative, Engineering $25,000
TOTAL PROJECT COST $180,000
Improvement No.. 5A:- Installation of a New Water Storage Tank Adjacent to (Existing
Trurnainsburg Road Storage Tank
Mobilization, demobilization, general conditions $50,000
330,000-gallon glass-lined bolted steel ground storage tank $450,000
Site work,water main connections, etc. $100,000
Subtotal $604,000
Construction Contingency $320,000
Construction Total $920,000
Fiscal, Legal;Administrative, Engineering $180,000
TOTAL PROJECT COST ;$1,100,000
Improvement No.. 5E :- Replacement of the Trurnainsburg Road Storage Tank
Mobilization, demobilization, general conditions $70,000
670,000-gallon glass-lined bolted steel ground storage tank $600,000
[Demolish existing Trumansburg Roadtank $100,000
Site work,water main connections, etc. $100,000
Subtotal $870,000
Construction Contingency $470,000
Construction Total $1,340,000
Fiscal; Legal,Administrative, Engineering $264,000
TOTAL PROJECT COST ;$1,600,000
GHD I South Hill and West Hill Water System Improvements,Town of Ithaca, NY—11144172.1 1 B-7
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