HomeMy WebLinkAboutNE Water System Improve 04-03-14 J„
Towin
Northeast Water System Improvements
April 2014
NORTHEAST WATER SYSTEM IMPROVEMENTS
TOWN OF ITHACA, NY
Prepared for
TOWN OF ITHACA, NY
Prepared by
GHD CONSULTING SERVICES INC.
One Remington Park Drive
Cazenovia, NY 13035
March 2014
Project No. 8616205
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...................................................................................................................3
3. Data Collection....................................................................................................................................6
3.1 Record Documents...................................................................................................................6
3.2 Hydrant Flow and Pipe Condition Tests ...................................................................................6
4. Model Development............................................................................................................................8
4.1 Software Selection....................................................................................................................8
4.2 Model Inputs and Boundary Conditions....................................................................................8
4.3 Evaluation of Demand Data....................................................................................................10
5. Model Calibration ..............................................................................................................................11
5.1 Calibration Methodology.........................................................................................................11
5.2 Pipe Age and Internal Roughness..........................................................................................11
5.3 Calibration Summary..............................................................................................................11
6. System Analysis................................................................................................................................13
6.1 Capacity and Fire Flow Analysis of the Existing System........................................................13
6.2 Evaluation of Existing Water Storage.....................................................................................16
6.3 Summary of Analysis Results of Existing System..................................................................18
7. Improvement Alternatives .................................................................................................................19
7.1 Alternative A............................................................................................................................19
7.2 Alternative B1..........................................................................................................................23
7.3 Alternative B2..........................................................................................................................24
7.4 Conclusions ............................................................................................................................25
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 1 i
Tables
Table 2-1 Northeast Water System Storage
Table 2-2 System Pipe Summary
Table 3-1 Hydrant Flow Test (Performed November 22, 2013)
Table 3-2 Pipe Condition Tests (Performed November 22, 2013)
Table 4-1 Pump Data, Christopher Circle Pumps
Table 4-2 Demand Summary
Table 5-1 Steady-State Calibration Summary
Table 6-1 Existing Distribution System Pressures (Model Estimate)
Table 6-2 Fire Flow Analysis of Existing System Results (Maximum Day Demand)
Table 6-3 Required Water Storage Volume
Table 7-1 Estimated Water System Demands, Alternative A
Table 7-2 Required Water Storage Tank Volume, Sapsucker Woods Tank
Table 7-3 Fire Flow Analysis, Alternative A(Maximum Day Demand)
Figures
Figure 2-1 Northeast Water System Map
Figure 4-1 Model Schematic
Figure 6-1 Pressure Distribution, Existing System (Average Daily Demand)
Figure 6-2 Pressure Distribution, Existing System (Maximum Day Demand)
Figure 6-3 Pressure Distribution, Existing System (Peak Hour Demand)
Figure 6-4 Estimated Available Fire Flow, Existing System
Figure 7-1 Modeled Improvements, Alternative A
Figure 7-2 Pressure Distribution, Alternative A(Average Daily Demand)
Figure 7-3 Pressure Distribution, Alternative A(Peak Hour Demand)
Figure 7-4 Estimated Available Fire Flow, Alternative A
Figure 7-5 Modeled Improvements, Alternative B1
Figure 7-6 Pressure Distribution, Alternative B1 (Average Daily Demand)
Figure 7-7 Pressure Distribution, Alternative B1 (Peak Hour Demand)
Figure 7-8 Estimated Available Fire Flow, Alternative B1
Figure 7-9 Modeled Improvements, Alternative B2
Figure 7-10 Pressure Distribution, Alternative B2 (Average Daily Demand)
Figure 7-11 Pressure Distribution, Alternative B2 (Peak Hour Demand)
Figure 7-12 Estimated Available Fire Flow, Alternative B2
Appendices
Appendix A Breakdown of Costs for Each Improvement Alternative
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 ii
1 . Introduction
The Northeast water system is located in the northeastern portion of the Town of Ithaca, NY and
represents only a portion of the Town's overall water system. The Northeast water system supplies
a total of 1,040 water services and has an average daily demand of 308,000 gallons per day(gpd).
The system is supplied by pressure reducing valve (PRV) connections to water transmission mains.
This report provides a study of the Northeast water system.
1.1 1 Puirpose of Study
The Northeast water system consists of two water service zones, Christopher Circle and Sapsucker
Woods, each with one water storage tank. The existing water storage tanks were constructed in
1958. The Town desires to make improvements to the water system, and the existing tanks have
been identified for rehabilitation or replacement as part of the Town's Capital Improvement
Program. As part of the rehabilitation or replacement of these tanks, the Town established goals of
achieving a minimum pressure of 35 pounds per square inch (psi)at all locations in the distribution
system and providing a minimum fire flow of 1,500 gallons per minute (gpm)at all hydrants.
The purpose of this study is to develop and calibrate a computer-based hydraulic model and
provide a hydraulic analysis of the existing Northeast water system to determine the performance of
the system under varying demand conditions and fire flow conditions. The hydraulic analysis assists
in evaluating the adequacy of the existing water storage tanks, locating aging facilities, and
identifying capacity restrictions in the distribution system. The model was used to identify ways to
improve system pressures and increase fire flow. In addition, it identifies and evaluates potential
improvements for the Northeast water system to address system deficiencies and aging facilities.
1.2 Scope of Seirvices
GHD Consulting Services Inc. was retained to develop a computer-based hydraulic model and
capital improvement alternatives for the Northeast water system. The model was used to evaluate
the existing water storage tanks and overall system hydraulic capacity, identify system adequacy,
and develop alternatives for water system improvements. The scope of services is as follows:
1. Data review of information provided by the Town.
2. Perform two pipe condition tests at strategic locations in the distribution system to assist in
calibrating the model.
3. Development of a computer-based hydraulic model of the Northeast water distribution
system.
4. Calibration of the model based on data provided by the Town and collected in the field.
5. Evaluation of the adequacy of the existing Northeast distribution system and water storage
tanks.
6. Identification and evaluation of distribution system deficiencies.
7. Development and analysis of alternatives for water storage tank replacement and water
system improvements.
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 i 1
8. Development of opinions of cost for construction of the improvement alternatives.
9. Delivery of the calibrated water system model to the Town.
10. Presentations of GHD's findings and identified improvement alternatives to the Town's Public
Works Staff, Public Works Committee, Planning Board, and Town Board.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 12
2. Existing Conditions
2.1 Oveirview
The Town of Ithaca, NY is a member of the Southern Cayuga Lake Intermunicipal Water
Commission (SCLIWC), a commission of five communities formed to create a new jointly owned
water supply to serve each of the member communities. The member communities include the
Town of Ithaca, Town of Dryden, Town of Lansing, Village of Lansing, and Village of Cayuga
Heights. The SCLIWC water supply consists of a lake supply from Cayuga Lake, a water treatment
plant, and transmission mains to each member community. Each member community owns and
operates its own water distribution system within its municipal boundaries. The SCLIWC water
system is also commonly referred to as the Bolton Point water system (which is the convention this
report will use).
The Northeast water system is located in Northeast Ithaca and is bordered on three sides by the
Village of Cayuga Heights, Town of Lansing, and Town of Dryden. In addition to supplying all of
Northeast Ithaca, the system supplies water to portions of the Village of Cayuga Heights and the
Town of Dryden. The system serves a total of 1,040 water services and is supplied by PRV
connections to Bolton Point Water System transmission mains.
2.2 Systeirn IID iiri iiin
The majority of the Northeast water system was constructed under a single contract in 1958 which
included the construction of two pressure zones, each with a 500,000-gallon water storage tank.
The Christopher Circle Pump Station and approximately 50 percent of the water mains in the
Northeast system were also constructed under this contract. The two pressure zones in the
Northeast water system are Christopher Circle and Sapsucker Woods. The Christopher Circle
service area serves the western portion of Northeast Ithaca and part of the Village of Cayuga
Heights. The Sapsucker Woods service area serves the eastern portion of Northeast Ithaca and
part of the Town of Dryden. Figure 2-1 provides a map of the Northeast water system.
2.2.1 Christopher Circle Service Area
The Christopher Circle service area is supplied by the Spruce Lane PRV, located in the Village of
Cayuga Heights. The Spruce Lane PRV is supplied by Bolton Point's East Hill tank through a
16-inch Bolton Point transmission main and is automatically controlled based on the water level in
the Christopher Circle tank. The PRV opens and closes based on tank high and low level setpoints.
The Christopher Circle service area supplies approximately 590 water services at an average daily
water demand of 88,000 gpd. The Christopher Circle tank is a 500,000-gallon welded steel
standpipe that provides all of the water storage for the Christopher Circle service area. The
Christopher Circle Pump Station, located on the tank site, has the ability to pump from the
Christopher Circle tank into the Sapsucker Woods service area. The pump station contains two
horizontal split case pumps and has a capacity of about 250 gpm.
2.2.2 Sapsucker Woods Service Area
The Sapsucker Woods service area is supplied by the Apple Orchard PRV station, located on
Dryden Road in the Town of Ithaca. The Apple Orchard PRV is also supplied by the East Hill tank
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 13
through a 16-inch Bolton Point transmission main. A single 8-inch water main provides the supply of
water from the Apple Orchard PRV to the Sapsucker Woods tank. This water main also supplies the
Varna Pump Station and supplies water services in the Town of Dryden before reaching the
Sapsucker Woods tank. The Sapsucker Woods service area supplies approximately 450 water
services at an average daily demand of 221,000 gpd.
The Apple Orchard PRV is automatically controlled based on the water level in the Sapsucker
Woods tank. The PRV opens and closes based on high and low level setpoints for the tank. In the
event that water demands exceed the capacity of the Apple Orchard PRV, and the Sapsucker
Woods tank level drops to a low low level setpoint, the Christopher Circle Pump Station
automatically turns on to fill the tank. During periods of high water demand, the Christopher Circle
Pump Station operates as frequently as once or twice per day.
The Sapsucker Woods tank is identical to the Christopher Circle tank, except the elevation of the
Sapsucker Woods tank is 93 feet higher than the Christopher Circle tank. Table 2-1 provides
statistics on the water storage tanks in these two service areas.
Fable 2-1 Northeast Water System Storage
Christopher Circle Tank
Year constructed 1958
Type Welded steel standpipe
Total capacity 500,000 gallons
Tank height to overflow 70.0 feet
Inside diameter 35 feet
Overflow elevation 1,066 feet
Sapsucker Woods Tank
Year constructed 1958
Type Welded steel standpipe
Total capacity 500,000 gallons
Tank height to overflow 70.0 feet
Inside diameter 35 feet
Overflow elevation 1,159 feet
The Northeast water system consists of about 25 miles of water main constructed of cast iron and
ductile iron. The majority of the existing pipe network is constructed of cement-lined cast iron with a
predominant diameter of 8 inches. In addition, the Northeast water system contains 150 hydrants,
99 of which are in the Town of Ithaca and the remaining in the Village of Cayuga Heights or the
Town of Dryden.
Table 2-2 summarizes the diameter and approximate total length of each type of pipe in the system.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 14
Table 2-2 System Pipe Summary
Cast iron 4 2,400
6 28,500
8 29,800
Ductile iron 6 100
8 3,800
10 4,600
12 4,000
Uncertain material 6 18,400
8 41,600
TOTAL 133,000 feet
25 miles
(1) Pipe lengths are according to GIS data supplied by the Town.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 15
3. Data Collection
The first task in this 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 has maintained numerous records of the water system which were combined with field
testing data to create the water system model. The Town provided the following records which were
used in this study:
1. Pipe sizes, locations, and age.
2. GIS contour data.
3. Locations of valves and hydrants as well as valve status and pressure settings.
4. Record drawings of initial water system installation during 1958.
5. Average water consumption for each tank zone from 2011 to the present.
3.2 1111 Illydiraint IIf:::'111 mind Pipe Coiridifiloiro "'1111""gists
The Town assisted in conducting four hydrant flow tests and two pipe condition tests at strategic
locations in the Town's distribution system. The hydrant flow test locations were selected to provide
a distribution of tests across the system. A map of the hydrant flow test and pipe condition test
locations is provided on Figure 3-1.
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
other hydrant. The hydrant flow rate was measured at the flowing hydrant using a diffuser with an
integral pitot tube and gauge. Town of Ithaca personnel were present and operated the hydrants for
each test. The results of the hydrant flow tests are presented in Table 3-1.
Table 3-1 Hy rairnt Flaw Test (Performed November 22, 20,13)
EMIUMM91imma a m.. � m � m.:m m
Muriel Street F0370 F0380 50 734 44 1,750
Winthrop/Simsbury E0060 E0050 60 666 48 1,280
St. Catherine Circle E0450 E0470 48 711 31 930
Salem/Hanshaw F0232 F0230 55 738 49 1,910
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
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 16
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 a section of pipe that can be isolated
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.
In addition to meeting the above requirements, the locations of the two pipe condition tests were
selected because of their close representation of each pressure zone (Sapsucker Woods and
Christopher Circle). The two pipe condition tests were performed on Muriel Street and
Winthrop/Simsbury Drive. The results of the pipe condition tests are presented in Table 3-2.
Table 3-2 lPipe Condition Tests (Performed November 22, 20,13)
" - m. m
m m � m m
m m m -- -- m.: m.: m m
Muriel Street F0360 1018 889 52.6 43.6
F0370 1035 1043 50 35 86
F0380 1043 -- -- -- 666
Winthrop/ E0070 945.8 747 61.3 48.3
Simsbury E0060 919.6 783 60 35 92
Drive
E0050 898 -- -- -- 495
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 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. Figure 4-1 provides a schematic of the existing water
distribution system used by the model.
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 model includes
distribution pipe information, customer demand data, pump performance curves, and storage tank
level data. The model of the system is based on the following:
1. Two pressure zones (water service areas).
2. Distribution mains.
3. Two standpipe-type water storage tanks.
4. One pump station.
5. No projected water demand increase.
6. Town-supplied GIS contour data.
7. Pressure reducing valves.
4.1 Softwaire Sellectioiro
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 the ease of opening the
model in both programs. 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 111imputs mind 1113ouindairy Coindifiloins
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 and larger were included in the model. Pipes smaller than 4 inches
generally consist of individual water services and do not have a significant impact on system
capacity. The general layout of the system pipe network was interpreted from hydraulic GIS data
provided by the Town (Chapter 3). Pipe diameters were based on record drawings and other input
from Town personnel.
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 18
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 at major pipe bends, pipe intersections, and all
hydrant branches. Water demands were allocated to junctions (see Section 4.3).
4.2.6 Christopher Circle Pump Station
In order to model the Christopher Circle pumps, multiple sources were reviewed, including record
drawings and supervisory control and data acquisition (SCADA)data. Physical elevations and
pump manufacturer's performance curves were entered for the modeled pump station. Table 4-1 is
a summary of additional pump details.
Table 4-1 Pump Data, Christopher Circle Pump
Pump rated speed 3500 rpm
Shutoff head 139 feet
Operating discharge head �'� 165 feet
Operating discharge flow�'� 254 gpm
Pump horsepower 15 HP
(1) Based on model analysis.
4.2.7 Water Storage Tanks
The configuration and geometry of the standpipe 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 Chapter 2.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 19
4.2.8 Water Supply and PRVs
Both the Christopher Circle and Sapsucker Woods service areas are supplied by a Bolton Point
transmission main through PRV connections. This transmission main is supplied by Bolton Point's
East Hill tank. The Sapsucker Woods service area is fed off of the Apple Orchard PRV and the
Christopher Circle service area is fed off of the Spruce Lane PRV. Both PRVs were modeled and
the downstream pressure of each PRV was set based on the following Town-supplied setpoints:
• Apple Orchard PRV downstream pressure setpoint- 87 psi
• Spruce Lane PRV downstream pressure setpoint- 90 psi
The transmission main was modeled as an infinite water supply to each PRV with an elevation of
1,188 feet.
4.3 IIE' Illliiin of IIGiiriiri113ata
Once the model was constructed in WaterGEMS, demand data was allocated throughout the
system to simulate actual conditions. Average daily water demands were allocated to nodes in the
model using GIS data of parcels combined with water account records.
4.3.1 Average Daily Demand
The average daily demands for the water system were determined over the period of 2010 through
2013. These demands were determined from quarterly water billing accounts recorded by the Town
of Ithaca. The average daily demand is the sum of total water delivered for the entire year divided
by 365. From 2010 through 2013, the Sapsucker Woods water system used an average of
221,000 gpd and the Christopher Circle system used an average of 88,000 gpd.
4.3.2 Demand Allocation
The Town demand was distributed throughout the piping network based on GIS parcel data
provided by the Town. The demands were allocated to the nearest junction of each parcel. This
provided accurate demand distribution across the system, which best represents demand
conditions in the Town.
4.3.3 Demand Conditions
The maximum day and peak hour demands were estimated by applying commonly used peaking
factors to average day 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. Table 4-2
summarizes the peaking factors and associated demands.
Table 42 Demaind Summary
NEENIMEMEMMEEM
Average daily demand (average of 221,000 88,000
quarterly data from 2010-2013)
Maximum day(1.7 times average daily) 376,000 150,000
Peak hour (2.0 times maximum day) 752,000 300,000
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 110
5. Model Calibration
5.1 Ca III ilbiraflloin IMethodollogy
After the model was constructed and demand was allocated to appropriate junctions in the model,
the model was calibrated based on field-obtained test data. Hydrant flow tests and pipe condition
tests, performed as discussed in Chapter 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.
Pipe Age mind Illi inteirina 111 Ftouglhiness
n
An important parameter in calibrating the system model is the Hazen-Williams roughness value, 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 over time due to corrosion and deposition inside the pipe. The C-value for new cement-
lined ductile iron pipe is typically 130. However, as the pipe ages, this value could potentially
decrease. This creates greater resistance to flow and reduces system capacity. In general, the
greater the pipe age, the lower the modeled C-value.
5.3 Ca III ilbiraflloiri Suimimairy
The calibration used the results of the four hydrant flow tests and two pipe condition tests
performed on November 11, 2013. Hydrant flows measured in the field were simulated in
WaterGEMS 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 roughness
values, or Hazen-Williams' C-values, were modified across the system to correlate model residual
pressures with those observed in the field.
Table 5-1 presents the results from final model calibration and a comparison of model values with
fire flow test results. Three of the four modeled static and residual pressures are less than the
±10 percent goal for steady-state model calibration.
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 111
Table 5-1 Steady-Mate Calibration Summary
m
-
Muriel Street S F0360 50 51 734 44 42 4.5%
Winthrop/Simsbury C E0050 60 58 666 48 42 12.6%
St. Catherine Circle C E0470 48 47 711 31 29 6.5%
Salem/Hanshaw S F0230 55 53 738 49 46 6.1%
(1) Field-measured residual pressures are ±1 psi.
C =Christopher Circle
S =Sapsucker Woods
Model calibration was undertaken separately in each pressure zone. The Sapsucker Woods
pressure zone calibrated with a final C-value of 96 for all pipes. Field-measured values versus
model values were all within the goal of 5 psi.
The Christopher Circle pressure zone was more challenging to calibrate. To do so, tools built into
WaterGEMS were utilized. The optimal solution was groupings of pipes with C-values ranging from
70 to 130. A low C-value could indicate slightly corroded or obstructed pipe, typically indicating
there could be a closed valve or other hydraulic restriction in the system. GHD worked closely with
the Town to locate a hydraulic restriction, and to date, none have been located. Regardless, the
model calibrated almost within the goal of 5 psi of field-measured versus model-predicted values.
The model is adequate for completing this analysis. Should a closed valve or hydraulic restriction
be discovered after the completion of this study, the model should be re-calibrated in this pressure
zone.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 112
6. System Analysis
Once the model was deemed to be calibrated, it became a useful tool for analyzing the existing
water system and identifying areas of improvement. The calibrated model was used to analyze
overall water system capacity and pressures, fire flow capacity, and the suitability of the existing
water storage tanks. Each of these analyses is discussed in more detail below.
6.1 Capacity mind Illi:::]Nre 111::::'111ow Ainallysis of theIIIE' M ilin 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 points 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, under all operating conditions.
• These pressures are in accordance with the Recommended Standards for Water Works
(Ten-States Standards, 2010)
Fire Flow Evaluation Criteria
• Minimum fire flow of 500 gpm at all hydrants in accordance with the Insurance Services
Office (ISO)guidelines.
• 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 provide specific"needed fire flows"for individual hydrants
in the distribution system. An ISO evaluation of the Christopher Circle and Sapsucker Woods
pressure zones was not available at the time of this report. The evaluation of the existing system
and improvement alternatives discussed in the next chapter will be based on the fire flow criteria
listed above. It is recommended that the Town request an ISO evaluation of the Sapsucker Woods
and Christopher Circle zones in order to obtain specific needed fire flow criteria for these zones.
6.1.1 Water Distribution System Pressures
Based on the calibrated model, areas of low pressure exist and are generally located in the vicinity
of the tank in both the Christopher Circle and Sapsucker Woods pressure zones. In addition,
Sapsucker Woods has some areas with high pressures reaching over 100 psi. Figures 6-1, 6-2, and
6-3 show the existing pressures across the distribution system under average daily, maximum day,
and peak hour demand conditions, respectively. Based on this analysis, the following observations
have been made:
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 113
1. Within the Christopher Circle pressure zone, pressures are less than 35 psi on the eastern
leg of the road called Christopher Circle, which is immediately adjacent to the tank site.
Pressures are less than 35 psi in this location under all demands.
2. Christopher Circle has no areas that exceed 100 psi.
3. Within the Sapsucker Woods pressure zone, pressures are less than 35 psi in a larger radius
around the tank site, with the lowest pressures located on Sapsucker Woods Road, south of
the Sapsucker Woods tank.
4. System pressures are over 100 psi in the Sapsucker Woods pressure zone along Dryden
Road and Freese Road. The maximum system pressure in Sapsucker Woods is 105 psi
under average daily demands; the theoretical maximum pressure in Sapsucker Woods is 115
psi, based on elevations.
5. For both pressure zones, there are no instances where system pressures are below 20 psi
under normal operating conditions.
6. 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 lower system pressures. The low system pressures are a result of the elevations of
the existing tanks with respect to the water services 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 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. Ten-States Standards recommends installing a PRV on residential
water services where pressures exceed 100 psi, which will protect the homeowner's water system.
However, this does not reduce the risk of breaks in the water mains serving these areas. It is
recommended to reduce system pressures to below 100 psi, where possible.
Table -1 I Existing Distribution Systenn Pressures (I c el Estimate)
ME
Christopher Circle 27 88 95
Sapsucker Woods 25 105 115
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
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 114
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. The available fire flows are also estimated
with the PRVs being active (not closed) and with the Christopher Circle and Varna Pump Stations
running. 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 these two service areas.
Table 6-2 Fire Flaw Analysis of I Existing y tern Results (I axiir urn Day Demairn )(1)
Christopher Circle 39 2 14 (36%)
Sapsucker Woods 60 0 7 (12%)
(1) Includes Town-owned hydrants only.
The majority of the hydrants in the Christopher Circle and Sapsucker Woods pressure zones
provide fire flows between 500 and 1,500 gpm. Christopher Circle generally provides greater fire
flows than Sapsucker Woods. Thirty-six percent of the hydrants in Christopher Circle provide fire
flows greater than 1,500 gpm, while only 12 percent of the Sapsucker Woods hydrants exceed this
flow. Only two hydrants provide less than 500 gpm fire flow, both in Christopher Circle. The two
hydrants are located at the end of 4-inch diameter water mains, which generally do not have
adequate capacity to meet fire flow needs. It is recommended these water mains be replaced with
larger diameter pipes.
Available fire flows in both Christopher Circle and Sapsucker Woods are reduced when the PRVs
are closed and the Christopher Circle Pump Station is off. Currently, the PRVs and pump station
are activated only on a low level signal from the water storage tank, so it is possible for there to be
a delay in the opening of the PRVs or starting of pumps when a hydrant is opened. In the event of a
fire, it is recommended the Town manually call the PRVs to open, and for the Sapsucker Woods
zone, to manually call the Christopher Circle pumps to run.
PRVs can also be modified to include a dual pilot system. This feature allows the valve to have two
different pressure settings. One pressure setting is active when the valve is called to open to fill the
tank. The second, lower pressure setting causes the valve to automatically open if the downstream
pressure drops below a pre-set low level. This could prevent a situation where distribution system
pressures are very low, due to a high demand, but the PRV is not open because the tank level has
not dropped to the low level setpoint.
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, and can be significantly higher for other
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 115
building types and uses. As noted in Section 6.1, it is recommended the Town obtain an ISO
evaluation of Christopher Circle and Sapsucker Woods for the purpose of comparing ISO's needed
fire flows to existing fire flows.
IIIE' Illiiin of IIE' Milli iir 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 6.1. These
requirements dictate the minimum and maximum water elevations for the water storage. The
volume of water storage necessary to meet regulatory requirements is based on supplying fire flow
and maximum day demands concurrently without interruption of supply to water services. In
addition to this, the Town desires to provide three days of water storage for all water storage tanks.
The distribution system must meet these demands without dropping below 20 psi at any point in the
system. These criteria will be used to evaluate the existing water storage tanks in both pressure
zones.
As discussed in Section 6.1, there are areas within both Christopher Circle and Sapsucker Woods
pressure zones that do not meet the minimum required 35 psi pressure. There are also areas in the
Sapsucker Woods pressure zone that exceed the maximum recommended 100 psi pressure. At a
minimum, improvements to the distribution system or changes to the water storage should be
provided to improve the areas of low pressure in both pressure zones.
The minimum storage volume for each tank is calculated based on the combined fire flow and
maximum day water system demands. For the Christopher Circle and Sapsucker Woods 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 two 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 assumes that one
hour of a fire occurs during the peak hour demand of the maximum day).
4. When calculating the volume for Christopher Circle, the Christopher Circle Pump Station is
running (pumping out of the Christopher Circle tank)for the entire duration of a fire.
5. When calculating the volume for Sapsucker Woods, the Varna Pump Station is running for
the entire duration of a fire.
6. The PRVs supplying each pressure zone are open.
7. 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. For Christopher Circle, the minimum water level in the
existing tank required to maintain 20 psi in the pressure zone is 1,037 feet, so the usable water
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 116
storage is the volume of water above an elevation of 1,037 feet. The same is true for the Sapsucker
Woods tank, except with a minimum water elevation of 1,136 feet.
Table 6-3 summarizes the water storage required for each pressure zone and the usable water
storage available in the existing tanks. The required volume for three days of storage is also
calculated, as requested by the Town.
Table 6-3 Required Water Storage Volume
Christopher Circle Tank
Peak hour demand (1-hour duration) 13,000
Maximum day demand (1-hour duration) 6,000
Fire flow demand (1) 180,000
Christopher Circle Pump Station demand (Z) 31,000
Supplied to tank from Spruce Lane PRV(3) (96,000)
Minimum water storage volume required 134,000
Usable storage available in existing tank(4) 209,000
Water storage volume, 3 days' storage 263,000
Sapsucker Woods Tank
Peak hour demand (1-hour duration) 31,000
Maximum day demand (1 hour duration) 16,000
Fire flow demand(1) 180,000
Varna Pump Station demand(5) 26,000
Supplied to tank from Apple Orchard PRV(3) (15,000)
Supplied to tank from Christopher Circle Pump Station (31,000)
Minimum water storage volume required 207,000
Usable storage available in existing tank(6) 166,000
Water storage volume, 3 days' storage(7) 662,000
(1) Fire Flow- 1,500 gpm for 2 hours.
(2) Christopher Circle Pump Station -255 gpm for 2 hours, based on model.
(3) PRV flows calculated in model.
(4) Storage available above elevation 1,037 feet in Christopher Circle tank.
(5) Varna Pump Station -220 gpm for 2 hours, based on Town-supplied data.
(6) Storage available above elevation 1,136 feet in Sapsucker Woods tank.
(7) Under average daily demands.
The minimum water storage volume required for the Christopher Circle pressure zone is
134,000 gallons. The existing tank provides a usable storage volume of 209,000 gallons; therefore,
the volume of the Christopher Circle tank is adequate to meet fire flow and maximum day demands.
However, the tank does not provide three days of storage at average daily demands, as desired by
the Town. For the Sapsucker Woods pressure zone, the minimum water storage volume required is
207,000 gallons. The existing tank provides a usable storage volume of 166,000 gallons, resulting
in a storage deficiency of 42,000 gallons under the volume needed for fire flow and maximum day
demands. Even though the existing Sapsucker Woods tank has a total storage volume of
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 117
500,000 gallons, the usable volume is limited by the high elevation of the water services nearest to
the tank.
The Town has identified both the Sapsucker Woods and Christopher Circle tanks for rehabilitation
or replacement in their Capital Improvement Plan. If the low pressure areas in the Christopher
Circle pressure zone can be remedied by pipe modifications between Sapsucker Woods and
Christopher Circle, then the size and elevations of the existing tank could be adequate for this
pressure zone, although the Town may wish to provide a larger tank so three days of storage are
available. The Sapsucker Woods pressure zone requires additional usable water storage and
improvements to system pressures. A new tank may be the most effective solution to meet these
needs.
The improvement alternatives for both pressure zones are discussed in more detail in Chapter 7.
6.3 Suirnimairy of Ainallysis Ftesullts of IIE' Millin ii
1. Both Christopher Circle and Sapsucker Woods have areas within the distribution system
where pressures are below 35 psi under normal conditions. We recommend making
improvements to increase the pressure in these areas.
2. The Sapsucker Woods pressure zone has areas that exceed 100 psi. Consideration should
be given to making improvements to reduce the pressure in these areas, if possible.
3. The available fire flow for both pressure zones is generally between 500 and 1,500 gpm.
Christopher Circle provides higher fire flows than Sapsucker Woods. Thirty-six percent of
hydrants in Christopher Circle and 12 percent of hydrants in Sapsucker Woods provide more
than 1,500 gpm of fire flow.
4. There are two hydrants with less than 500 gpm of available fire flow. We recommend
replacing the 4-inch water mains that supply these hydrants with a larger main.
5. The Town should obtain an ISO evaluation of the two pressure zones to determine actual
recommended fire flows.
6. The existing Christopher Circle tank provides an adequate volume of usable water storage
for system demands.
7. The usable water storage in the existing Sapsucker Woods tank is less than the minimum
required. When the Sapsucker Woods tank is replaced, we recommend providing more
usable water storage for the zone.
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 118
7. Improvement Alternatives
Capital improvements were identified based on the results of the existing system analysis. The
goals of these improvements are to meet pressure requirements in the distributions system,
improve available fire flow, and meet minimum water storage requirements. Based on these goals,
three improvement alternatives were identified for the Town's consideration. Alternative A meets the
minimum regulatory requirements for the distribution system. Alternatives B1 and B2 provide
additional fire flow as requested by the Town. Specific goals for each alternative are summarized
below.
Goals of Alternative A
• Increase distribution system pressures to the minimum required 35 psi at all locations in
Christopher Circle and Sapsucker Woods pressure zones.
• Increase available fire flow to the minimum recommended 500 gpm for all Town hydrants in
both pressure zones.
• Increase the usable water storage in both pressure zones to meet minimum storage
requirements.
Goals of Alternatives B1 and B2
• Same minimum goals as Alternative A, plus:
• Increase the available fire flow to a minimum of 1,500 gpm at all Town hydrants in
Christopher Circle and Sapsucker Woods pressure zones, as requested by the Town.
These improvement alternatives were added to the water system model and their effects on the
distribution system were evaluated. A description of the specific improvements modeled and their
impacts on the distribution system are discussed in the following sections.
7.I A111terinative
To meet the minimum pressure, fire flow, and storage requirements noted above, the following
improvements are needed in the Christopher Circle and Sapsucker Woods pressure zones. Their
locations in the distribution system are shown in Figure 7-1.
Christopher Circle
1. Make piping interconnection from the Sapsucker Woods pressure zone to the low
pressure water services in the Christopher Circle zone.
2. Replace existing 4-inch diameter water mains with 8-inch diameter water mains.
Sapsucker Woods
1. Replace the Sapsucker Woods tank with a taller elevated tank.
2. Upgrade the pumps at Christopher Circle Pump Station to supply the new Sapsucker
Woods tank.
3. Install a new PRV station on Freese Road.
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 i 19
7.1.1 Christopher Circle Improvements
The Christopher Circle pressure zone has an area of low pressure on the eastern leg of the street
named Christopher Circle. This area of low pressure is adjacent to the border of the Christopher
Circle and Sapsucker Woods service areas and serves 10 water services. We recommend
providing a pipe interconnection from the Sapsucker Woods service area to supply these water
services, since Sapsucker Woods is at a higher pressure gradient than the Christopher Circle
service area. Such an interconnection would increase the pressure for these water services from
about 27 psi to about 85 psi and would require minimal construction. The enlarged plan on Figure
7-1 shows the location of this interconnection. Anticipated work would include:
1. ±150 linear feet of new 8-inch cement-lined ductile iron pipe.
2. One tapping sleeve and valve (wet tap) connection to Christopher Circle water main.
3. One cut-in tee connection to the Sapsucker Woods water main.
4. One new 8-inch gate valve insertion.
5. Pavement restoration of the disturbed area.
There are also two hydrants in Christopher Circle with available fire flows of less than 500 gpm,
located near the southern end of Warren Road. These hydrants are supplied from 4-inch diameter
water mains. The water mains should be replaced with 8-inch diameter piping back to the existing
8-inch water main on Warren Road and would involve the following work:
1. ±1,300 linear feet of new 8-inch cement-lined ductile iron pipe.
2. Three new hydrants.
3. Two new 8-inch gate valves.
4. Reconnection of 14 existing water services to the new water mains.
5. Pavement restoration of the disturbed area.
With the above improvements completed, the Christopher Circle service area would meet minimum
pressure, fire flow, and water storage goals. No changes would be needed to the existing
Christopher Circle tank size or elevations.
7.1.2 Sapsucker Woods Improvements
The Sapsucker Woods pressure zone has an area of low pressure surrounding the Sapsucker
Woods tank. This area of low pressure affects approximately 70 water services at the highest
elevations in the pressure zone. To provide a minimum of 35 psi to all water services in the service
area, the minimum water level in the tank must be at or above elevation 1,175 feet. The existing
Sapsucker Woods tank has an overflow elevation of 1,159 feet.
We recommend replacing the Sapsucker Woods tank with a taller tank that has an overflow elevation
of 1,185 feet and provides an operating range of 10 feet. This would result in a tank that is taller than
the existing tank by 26 feet with an overflow elevation 99 feet above grade. At this height, the new
tank should be an elevated-type tank. Multiple types of elevated tanks are available. For this report,
we have based our opinions of cost on a waterspheroid-type elevated tank (welded steel
construction). Ultimate selection of the tank type would occur during a subsequent design phase.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 120
Currently, the primary supply of water to the Sapsucker Woods tank is by gravity from the East Hill
tank, through the Apple Orchard PRV. The Christopher Circle Pump Station currently provides a
secondary supply of water if water demands exceed the capacity of the Apple Orchard PRV. The
East Hill tank has an operating range of 1,175 to 1,190 feet and is located 2.5 miles away, and will
not be able to continue to supply the Sapsucker Woods tank by gravity when Sapsucker tank is
raised. The pressure losses between the two tanks would be too great.
We recommend upgrading the pumps at the Christopher Circle Pump Station so that the station
becomes the primary supply of water to the Sapsucker Woods tank and service area. The
Christopher Circle Pump Station currently has two 15 HP pumps that were installed in 1958 and are
nearing the end of their service life. These pumps would be replaced with two new variable speed
pumps (roughly 25 HP)with capacity to pump up to the higher tank level.
Lastly, the existing Sapsucker Woods system has an area of high pressure along Dryden Road and
Freese Road. Raising the elevation of the Sapsucker Woods tank would further increase the
pressure in this area. Therefore, we recommend installing a new PRV station on the water main on
Freese Road, which would allow the Town to reduce the pressures in this area. The water services
on Dryden Road and Freese Road would then be primarily supplied from the Apple Orchard PRV.
The new PRV station would provide a secondary supply from the Sapsucker Woods tank for fire
flow and redundancy. The approximate location of the new PRV station is shown on Figure 7-1.
Once the water services on Dryden Road and Freese Road are supplied from the Apple Orchard
PRV, the total demands on the Sapsucker Woods tank will be decreased. Table 7-1 shows the
estimated demands for Christopher Circle and Sapsucker Woods under Alternative A. The required
water storage volume for the Sapsucker Woods tank has been re-evaluated in Table 7-2 based on
these lower demands. The minimum estimated volume required to meet fire flow and maximum day
demands is shown, as well as three-day storage volume. In order to provide three days of water
storage we recommend the new Sapsucker Woods tank have a minimum usable volume of
360,000 gallons (between the elevations of 1,136 and 1,185 feet). Alternatively, the Christopher
Circle Pump Station could be provided with an emergency backup generator as part of the pump
replacement. A backup generator would eliminate the need for maintaining three days of water
storage. If an emergency generator is provided at the Christopher Circle Pump Station, then we
would recommend the new Sapsucker Woods tank have a minimum usable volume of
200,000 gallons (between the elevations of 1,136 and 1,185 feet).
Table '7-1 Estimated Water System Demairnds, Alternative A
b • d
EENEXMM���
Christopher Circle
Average daily demand 88,000
Maximum day demand (1.7 x average daily) 150,000
Maximum day demand (2.0 x maximum day) 300,000
Sapsucker Woods
Average daily demand 118,000
Maximum day demand (1.7 x average daily) 200,000
Maximum day demand (2.0 x maximum day) 400,000
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 121
Table T-2 Required Water Storage Volume, Sapsucker Woods Tank
Peak hour demand (1-hour duration) 17,000
Maximum day demand (1-hour duration) 8,000
Fire flow demand (1) 180,000
Supplied to tank from Christopher Circle Pump Station(2) (30,000)
Minimum water storage volume required, fire flow (3) 175,000
Water storage volume, 3 days' storage(4) 354,000
(1) Fire Flow- 1,500 gpm for 2 hours.
(2) Christopher Circle Pump Station -250 gpm for 2 hours.
(3) Volume based on meeting fire flow and maximum day demands.
(4) Volume based on providing three days of storage at average daily demands.
Figures 7-2 and 7-3 show the modeled distribution system pressures during the average daily
demand and peak hour demand, respectively, after the Alternative A improvements are completed.
Figure 7-4 shows the available fire flows as a result of the Alternative A improvements. As
illustrated in these figures, all areas in the distribution system would be above 35 psi and all
hydrants would provide fire flows above 500 gpm. In addition, raising the elevation of the Sapsucker
Woods tank increases the available fire flow across this service area. There was no change in the
number of hydrants over 1,500 gpm in Christopher Circle, with the exception of one hydrant that
was moved to the Sapsucker Woods area.
Table 7-3 provides a summary of the available fire flows in these two service areas as a result of
the Alternative A improvements.
Table T-3 Fire Flaw Analysis, Alternative A (I aximurn Day Dernan )(')
Christopher Circle 38 0 13 (34%)
Sapsucker Woods 61 0 36 (59%)
(1) Includes Town-owned hydrants only.
Our opinion of probable project costs for the Alternative A improvements is summarized below.
Engineering costs are included. A detailed breakdown of these costs is provided in Appendix A.
Piping interconnection to Sapsucker Woods......................................$60,000
Replace existing 4-inch water mains with 8-inch..............................$310,000
Elevated tank for Sapsucker Woods.............................................$1,800,000
Improvements to Christopher Circle Pump Station...........................$160,000
New PRV station......................................................................... $390.000
Total Cost, Alternative A.........................................................$2,720,000
(1) Excludes any electrical service upgrades, if needed.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 122
7.2 A111teirinative 11 31
The Town has a goal of providing 1,500 gpm of available fire flow at all hydrants. After improving
the distribution system pressures and storage in Alternative A, 49 percent of the Town's hydrants in
Christopher Circle and Sapsucker Woods would provide a fire flow of 1,500 gpm or greater. In order
to increase available fire flow at the remaining hydrants, water main improvements will be
necessary to increase pipe capacities in the distribution system.
Alternative B1 builds on the improvements of Alternative A and provides additional improvements
needed to provide a fire flow 1,500 gpm at all Town hydrants in the Christopher Circle and
Sapsucker Woods service areas. The model was used to first identify hydrants that do not meet this
fire flow, and then to evaluate the minimum improvements needed to reach a fire flow of 1,500 gpm.
The improvements identified in Alternative B1 include:
1. Piping interconnection from Sapsucker Woods system to the low pressure water services in
Christopher Circle.
2. Replace the Sapsucker Woods tank with a taller elevated tank.
3. Upgrade the pumps at Christopher Circle Pump Station to supply the new Sapsucker Woods
tank.
4. Install a new PRV station on Freese Road.
5. Replace designated water mains with larger diameter mains as necessary to improve fire
flow capacity.
Figure 7-5 provides a map of the distribution system with each of these improvements identified.
Water mains to be replaced under this alternative are shown in thick line weights and are color
coded according to the diameter of the new water main. Replacement water main sizes range from
8 to 12 inches in diameter. The approximate total lengths of new water main piping are summarized
as follows:
8-inch - 12,500 linear feet
10-inch - 6,700 linear feet
12-inch - 10,500 linear feet
Figures 7-6 and 7-7 show the modeled distribution system pressures during the average daily
demand and peak hour demand, respectively, after the Alternative B1 improvements are
completed. Figure 7-8 shows the available fire flows as a result of the Alternative B1 improvements.
Following the implementation of the improvements, all hydrants in the Town would provide a
minimum of 1,500 gpm of available fire flow. The distribution system pressures do not change
significantly when compared to Alternative A, since pipe capacities are not a limiting factor for
distribution system pressures.
Our opinion of probable project costs for the improvements in Alternative B1 is summarized below.
Engineering costs are included. A detailed breakdown is provided in Appendix A.
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 123
Piping interconnection to Sapsucker Woods........................................$60,000
Elevated tank for Sapsucker Woods................................................$1,800,000
Improvements to Christopher Circle Pump Station ............................$160,000
New PRV station.................................................................................$390,000
Replacement water mains ...............................................................$7,200,000
Total Cost,Alternative B1 ..........................................................$9,600,000
(1) Excludes any electrical service upgrades, if needed.
The above costs do not include modifications to or replacement of the existing Christopher Circle
tank, as this is not necessary to meet minimum pressure and storage requirements. If the Town
were to replace the Christopher Circle tank in-kind rather than rehabilitate the existing tank, our
opinion of the probable project cost to replace this tank is $1,100,000, including engineering.
7.3 A111teirriative 11132
The southern section of Warren Road consistently provides the lowest available fire flows in the
Christopher Circle service area, both under existing conditions and after the Alternative A
improvements. The available fire flows for these hydrants after Alternative A are all in the range of
500 to 1,000 gpm. These fire flows are limited because the southern end of Warren Road is only
supplied from one direction (north to south). Even though the water pressures in this area are
above 80 psi, available fire flows are comparatively lower because the water must travel a long
distance down a single water main on Warren Road.
Alternative B1's objective was to increase the fire flow in this area by increasing the size of the
water main on Warren Road. This results in a long distance of new 12-inch diameter water main.
Another alternative to increase fire flows in this area would be to provide a new supply of water to
the southern end of Warren Road. Alternative B2 considers this and other cost saving options in
more detail.
There is an existing transmission main on Pleasant Grove Road at the southern end of Warren
Road which is part of the Bolton Point system. This is the same transmission main that supplies the
Apple Orchard PRV. The Town could provide a new PRV station to connect the Bolton Point
transmission main into the water main at the southern end of Warren Road. This would greatly
increase the available fire flow in this area and eliminate the need to install a new 12-inch water
main along Warren Road. Figure 7-9 shows the location of this new PRV station connection and
which water mains would still need to be replaced to meet fire flow goals. The new PRV station
would be designed to only provide supply under high demand conditions (fire)and serve as a
backup supply of water to this area in the event of a water main break. Under normal operating
conditions, the entire Christopher Circle service area would still be supplied by the Spruce Lane
PRV.
In addition to the new PRV station on Warren Road, it is proposed to provide a new pipe
interconnection within the Sapsucker Woods service area from Birchwood Drive North to Sanctuary
Drive, as shown in Figure 7-9. The benefit of this interconnection is that it provides another route for
water to flow from the Sapsucker Woods tank into the distribution system. It also increases the
available fire flows in the northern portion of the service area and reduces the amount of existing
piping needing replacement. A disadvantage is that the piping may need to be routed through
private property, which would require an easement by the Town.
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 124
The approximate total lengths of new water main piping required under Alternative B2 are:
8-inch - 9,500 linear feet
10-inch - 5,500 linear feet
Our opinion of probable project costs for the improvements in Alternative B2 is summarized below.
Engineering costs are included. A detailed breakdown is provided in Appendix A.
Piping interconnection to Sapsucker Woods........................................$60,000
Elevated tank for Sapsucker Woods................................................$1,800,000
Improvements to Christopher Circle Pump Station ............................$160,000
New PRV station on Freese Road......................................................$390,000
New PRV station on Warren Road .....................................................$390,000
Replacement/new water mains........................................................$3,400,000
Total Cost,Alternative B2..........................................................$6,200,000
(1) Excludes any electrical service upgrades, if needed.
Figures 7-10 and 7-11 show the modeled distribution system pressures during the average daily
demand and peak hour demand, respectively, after the Alternative B2 improvements are completed.
Figure 7-12 shows the available fire flows as a result of the Alternative B2 improvements. Similar to
Alternative B1, all hydrants in the Town provide a minimum of 1,500 gpm of available fire flow and
the distribution system pressures do not change significantly when compared to Alternative A.
By providing a new PRV station on the southern end of Warren Road and a pipe interconnection
adjacent to the Sapsucker Woods tank, the length of new water main required to meet 1,500 gpm of
fire flow is significantly reduced. This could reduce the overall project cost by approximately
$3.4 million compared to Alternative B1.
7.4 coiricIllusioiris
The existing water distribution systems in the Christopher Circle and Sapsucker Woods service
areas are generally strong with limited areas of low pressure or low available fire flow. Most of the
existing water mains are cement lined and do not exhibit signs of high roughness or pressure loss,
suggesting they are in good condition. The existing water storage tank in Christopher Circle is
adequate to meet pressure and storage requirements of the service area after making a minor pipe
interconnection to increase the pressure to roughly 10 homes. It is recommended the existing water
storage tank in the Sapsucker Woods service area be replaced with a taller elevated water storage
tank with an overflow elevation of 1,185 feet to increase low pressures in the service area. This will
require additional improvements as outlined in Alternative A.
The improvements in Alternative A are recommended to meet the minimum distribution system
pressure, fire flow, and storage volume requirements for the Christopher Circle and Sapsucker
Woods service areas. Alternatives B1 and B2 identify additional improvements to provide
1,500 gpm of fire flow at every Town hydrant in Christopher Circle and Sapsucker Woods.
Alternative B1 increases fire flow by replacing water mains in addition to the Alternative A
improvements. Alternative B2 provides a new PRV station on the southern end of Warren Road and
a pipe interconnection near the Sapsucker Woods tank to reduce the length of new water main that
GHD i Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 125
would be required to meet this fire flow. These alternatives and the calibrated water model are tools
with which the Town may plan and prioritize future capital improvement projects.
The estimated fire flows determined by the model are based on the PRVs being open and the
Christopher Circle Pump Station running, all of which occur when the tank water level drops to a
low level. The available fire flows are less with the PRVs closed and pump station off. Since the
Apple Orchard and Spruce Lane PRVs and the Christopher Circle Pump Station are controlled by
level in the tank, it is important that the Town ensure these facilities become active during a fire.
The Town should manually open these PRVs and turn on the Christopher Circle Pump Station (for
the Sapsucker) at the start of a fire in one of these service areas. The PRVs can also be modified
with a secondary low pressure pilot that causes the valve to open when the downstream distribution
system pressure drops to a low level, even if the tank has not called the valve to open. The Town
should consider adding this secondary pressure pilot to the PRVs if it does not already exist.
There is a significant additional cost to provide 1,500 gpm of available fire flow to all hydrants in
these pressure zones. A fire flow of 1,500 gpm may not be needed at all hydrants in the service
area, and it is recommended that the Town obtain an ISO water system evaluation to determine the
ISO needed fire flows to help in prioritizing any future water main replacements.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 126
---- State Route 13
Christopher Circle Tank
and Pump Station
Village of Lansing
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LEGEND .
D Pump Stations �illli1 Hydrants ':Municipal Boundary
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0 Control Valves ----Roads �Sapsucker
.........................................................................................................................................N...............................................................................................................................................................................................................
Paper SizenaCH o Town of Ith ica Job Number 86-16205
0 250 500 1,000 1,500 2 000IIIIIIIIIII�� Northeast Water System Improvements Revision A
Feet � ''Ica, Date 25 Mar 2014
=o°a'oa°�m�N IIIliiiilll�ilm Northeast Water System Map
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Figure 6-1 - Pressure Distribution Existing System
(Average Daily Demand)
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Color Coding Legend Varna Pump Station
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<= 120
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Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System - Existing System
Figure 6-2 - Pressure Distribution Existing System
(Maximum Day Demand)
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t
Varna Pump Station
Color Coding Legend I
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1 i
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<= 100
<= 120
Other
PRV-2 Apple Orchard
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System - Existing System
Figure 6-3 - Pressure Distribution Existing System
(Peak Hour Demand)
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1_ I �
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Sapsucker Tank
IVarna Pump Station
Color Coding Legend I `�
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ium <= 20
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<= 60 \
a <= 80
<= 100
<= 120
Other
PRV-2 Apple Orchard
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System - Existing System
Figure 6-4 - Estimated Available Fire Flow Existing System
(Maximum Day Demand)
Christopher Circle Tank
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PRV-3 Spruce LaneSapsucker Tank
+
Varna Pump Station
Color Coding Legend
Hydrant:Fire Flow(Available)(gI
tf
499
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3,500
+ Other
PRV-2 Apple Orchard
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-2 - Pressure Distribution, Alternative A
(Average Daily Demand)
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<= 100
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Other
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-3 - Pressure Distribution, Alternative A
(Peak Hour Demand)
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I Varna Pump Station
Color Coding Legend
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<= 40 \ /
<= 60
<= 80
<= 100
<= 120 , PRV-2 Apple Orchard
Other
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-4 - Estimated Available Fire Flow, Alternative A
(Maximum Day Demand)
Christopher Circle Tank
..................
..............
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ddVarna Pump Station
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<= 1,250
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<= 2,000
<= 3,500 PRV-2 Apple Orchard
Other
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-6 - Pressure Distribution, Alternative B-1
(Average Daily Demand)
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<= 40 '
<= 60
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<= 100
<= 120 PRV-2 Apple Orchard
Other
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-7 - Pressure Distribution, Alternative B-1
(Peak Hour Demand)
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Color Coding Legend I Varna Pump Station
i
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<= 60
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<= 100
<= 120 PRV-2 Apple Orchard
Other
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-8 - Estimated Available Fire Flow, Alternative B-1
(Maximum Day Demand)
Christopher Circle Tank
JV,
PRV-3 Spruce Lane `ttla40P Sapsucker Tank
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P
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Color Coding Legend Varna Pump Station
Hydrant:Fire Flow(Available)(gpm)
rLP
499
dF <= 1,000 14f-14P
+
<- 1,250
<= 1,499
<= 2,000
<= 3,500
Other
PRV-2 Apple Orchard
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-10 - Pressure Distribution, Alternative B-2
(Average Daily Demand)
'I
Christopher Circle Tank I I
11 PRV-3 Spruce Lane II � [I
Sapsucker Tank
t
Proposed PRV
I -
Color Coding Legend Varna Pump Station
Junction: Pressure(psi) I
e <= 30 i
1
<= 34
<= 40
<= 60
e <= 80 Proposed PRV
<= 100 / PRV-2 Apple Orchard
<= 120
Other
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-11 - Pressure Distribution, Alternative B-2
(Peak Hour Demand)
'I
Christopher Circle Tank I I
PRV-3 Spruce Lane II I [I Sapsucker Tank——
t
Proposed PRV
I -
Color Coding Legend Varna Pump Station
Junction: Pressure(psi) I
e <= 30 i
1
<= 34
<= 40
<= 60
e <= 80 Proposed PRV
<= 100 / PRV-2 Apple Orchard
<= 120
Other
Bentley WaterGEMS V8i(SELECTseries 4)
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Northeast Water System Improvements
Figure 7-12 - Estimated Available Fire Flow, Alternative B-2
(Maximum Day Demand)
Christopher Circle Tank
'RV-3 Spruce Lane Sapsucker Tank
JR11
Oill
4—do,
Jr
Proposed PRV
Color Coding Legend Varna Pump Station
Hydrant:Fire Flow(Available)(gpm)
499
Op <= 1,000
<= 1,250
<= 1,499
<= 2,000
<= 3,500
Other Proposed PRV
PRV-2 Apple Orchard
Bentley WaterGEMS V8i(SELECTseries 4)
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Appendix A - Opinion of Probable Project
Costs
Interconnection from Sapsucker Woods to Christopher Gircle
Mobilization, demobilization, general conditions, traffic control $3,000
New installed 8-inch DIP (restrained joint, cement lined, Class 52) (includes $20,000
trenching, excavation, bedding, backfill, pavement repair, and fittings), ±150 LF
One tapping sleeve and valve water main connections $7,000
One live 8-inch valve insertion $6,000
Construction Contingency $11,000
Construction Subtotal $47,000
Fiscal, Legal, Administrative, Engineering $13,000
TOTAL PROJECT COST $60,000
Replace IE iii tiii irm -iii in ch Water Malliinsiiitlh 84inch Malliins
Mobilization, demobilization, general conditions, traffic control $16,000
New installed 8-inch DIP (push-on joint, cement lined, Class 52) (includes $154,000
trenching, excavation, bedding, backfill, pavement repair, and fittings),
±1,300 LF
New installed fire hydrants (includes removal of existing fire hydrant when $14,000
necessary)
New installed isolation valves $6,000
Reconnect water services $20,000
Rock removal (5%of pipe trench length) $7,000
Construction Contingency $44,000
Construction Subtotal $260,000
Fiscal, Legal, Administrative, Engineering $50,000
TOTAL PROJECT COST $310,000
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 1 A-1
INew Sapsuckerc Tin
Mobilization, demobilization, general conditions $98,000
360,000-gallon elevated waterspheroid tank $930,000
Demolish existing Sapsucker tank $120,000
Site work, water main connections, etc. $180,000
Construction Contingency $270,000
Construction Subtotal $1,600,000
Fiscal, Legal, Administrative, Engineering $200,000
TOTAL PROJECT COST $1,800,000
Improvements to Chrilstolpher Girdle I uinalp Station
Mobilization, demobilization, general conditions, traffic control $7,000
Two new 25 HP Christopher Circle pumps (including demolition of existing $32,000
pumps_
Two 25 HP variable frequency drives $16,000
Electrical connections $11,000
Piping, supports, painting, and appurtenances $36,000
Construction Contingency $31,000
Construction Subtotal $133,000
Fiscal, Legal, Administrative, Engineering $27,000
TOTAL PROJECT COST $160,000
INew IPIRV Station (Freese IRoad orirrein I )
Mobilization, demobilization, general conditions $20,000
Pre-engineered above-grade PRV building $200,000
Electrical service and connections $29,000
Site work, water main connections, etc. $24,000
Construction Contingency $53,000
Construction Subtotal $326,000
Fiscal, Legal, Administrative, Engineering $63,000
TOTAL PROJECT COST $390,000
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 1 A-2
Water allium Improvements (Alternative 1)
Mobilization, demobilization, general conditions, traffic control $450,000
New installed 8-inch DIP (push-on joint, cement lined, Class 52) (includes $1,450,000
trenching, excavation, bedding, backfill, pavement repair, and fittings), ±12,500 LF
New installed 10-inch DIP (push-on joint, cement lined, Class 52) (includes $860,000
trenching, excavation, bedding, backfill, pavement repair, and fittings), ±6,700 LF
New installed 12-inch DIP (push-on joint, cement lined, Class 52) (includes $1,470,000
trenching, excavation, bedding, backfill, pavement repair, and fittings), ±10,500 LF
New fire hydrants (includes removal of existing fire hydrant when necessary) $220,000
Five tapping sleeve and valve water main connections $36,000
New isolation valves $180,000
Reconnect water services $446,000
Rock removal (5%of pipe trench length) $130,000
Construction Contingency $1,000,000
Construction Subtotal $6,300,000
Fiscal, Legal, Administrative, Engineering $900,000
TOTAL PROJECT COST $7,200,000
Water allium Improvements (Alternative 12)
Mobilization, demobilization, general conditions, traffic control $184,000
New installed 8-inch DIP (push-on joint, cement lined, Class 52) (includes $1,100,000
trenching, excavation, bedding, backfill, pavement repair, and fittings), ±9,500 LF
New installed 10-inch DIP (push-on joint, cement lined, Class 52) (includes $700,000
trenching, excavation, bedding, backfill, pavement repair, and fittings), ±5,500 LF
New fire hydrants (includes removal of existing fire hydrant when necessary) $96,000
Three tapping sleeve and valve water main connections $22,000
New isolation valves $61,000
Reconnect water services $216,000
Rock removal (5%of pipe trench length) $67,000
Construction Contingency $495,000
Construction Subtotal $2,950,000
Fiscal, Legal, Administrative, Engineering $450,000
TOTAL PROJECT COST $3,400,000
General Notes (all tables):
(1) All pipe installation assumed to be within asphalt roadway.
(2) New pipe installed adjacent to existing pipe with abandonment of existing pipe in place.
(3) Assumes pavement restoration for trench width, plus milling and new top course pavement.
(4) Figures are rounded.
GHD I Northeast Water System Improvements,Town of Ithaca, NY-8616205.1 A-3
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