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HomeMy WebLinkAboutStearns & Wheeler 1983 Water System Improvements Study REPORT
ON
WATER SYSTEM IMPROVEMENTS
TOWN OF ITHACA, NEW YORK
February 1983
I '
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, I
STEARNS & WHELER
Engineers .and Scientists
10 Albany Street
Cazenovia, New York 13035
Stearns _ Wheler.
ENGINEERS AND SCIENTISTS
CAZENOVIA,NEW YORK DARIEN,CONNECTICUT
Reply to 10 Albany Street,Cazenovia,N.Y. 13035 (315)655-8161
April 18, 1983
Re: Report on Water System Improvements
Town of Ithaca, New York
Our File No. 1084.0
Mr. Noel Desch, Supervisor
and Town Board
owl Town of Ithaca
126 East Seneca Street
Ithaca, New York 14850
MR Gentlemen:
In accordance with our contract for engineering services, we are pleased to
transmit herewith our report on water system improvements for the Town of
Ithaca. The details of our investigations and proposed improvements are dis-
cussed in the body of the report and our recommendations are summarized below.
Recommendations
As a result of the studies reported herein, a number of improvements have
been recommended. To aid the Town Board in phasing the distribution system
improvements over a period of time, we have classified our recommendations into
three general groups. The priority given to an improvement was determined fol-
lowing consultation with the Town Board; the classification given each improve-
ment reflects the severity of the deficiency, a realistic funding pattern, local
priorities and potential growth. The recommendations are grouped as follows:
1. First Phase - includes several smaller projects to correct existing defi-
ciencies in the water system. These modifications will benefit many
areas of the Town's Water District for a relatively small investment.
2. Second Phase - includes some high priority improvements that have been
placed in this category in order to more evenly distribute the greater
project costs over time. This second phase also includes some lower
priority modifications.
3. Future Considerations - involving recommendations based on estimates of
future development and expansion of the existing system. This group of
recommendations is presented as a planning tool for the Town.
PARTNERS ASSOCIATES SENIOR ENGINEERS MANAGING ENGINEERS ENGINEERS
aR A.Gordon Wheler,P.E. William R.LaRose.P.E. Annabel L.Tong,P.E. Brian C.Dyer,P.E. David H.Eshbaugh,P.E.
Sterling G.Brisbin,P.E. Lawrence D.Daley,P.E. Leo R.Potter,P.E. Gary A.Dufel,P.E. Rhodes C.Copithorn,P.E.
William O.Lynch.P.E. Richard A.Rust,A.I.A. Frank L.Dunn,P.E. David J.Hanna,P.E. William J.Gray,P.E.
Frederick S.Keith,P.E. William R.Hall,P.E. Alfred S.Lotz,P.E. Gerald C.Hook,P.E. Robert Butterworth,P.E.
Donald E.Schwinn,P.E. Herbert S.McCall,P.E. Heinz H.Wuerslin,P.E. Emmet M.Owens,P.E. Richard F.Easterly,P.E.
Thomas C.Burkly,P.E. Howard B.LaFever,P.E. John C.Byron,P.E. John C.Ryan,P.E. William R.Hall,Jr.,P.E.
P'9 Joel L.Swanson,P.E. Steven D.Freedman,P.E. Wayne E.McFarland,P.E.
Robert J.Kukenberger,P.E.
Donald F.Storrier,P.E.
Stearns&Wheler
ENGINEERS AND SCIENTISTS
Mr. Noel Desch, Supervisor Page 2
and Town Board April 18, 1983
FIRST PHASE
The Town Board should implement the following as the first phase of improve-
ments:
1. Design and construct the following improvements for the South Hill ser-
vice areas:
- new 12-inch water main along Pearsall Place (between pressure reducing
valve (PRV) and Coddington Road);
- improve the circulation of the Northview storage tank by either
increasing the height of the tank or installing a control valve;
- replace the existing 4-inch PRV in the King Road valve pit with a new
3-inch PRV;
,
- interconnect the dead-end water mains at the south end of Danby Road.
2. Design and construct a new 12-inch water main along Trumansburg Road be-
tween Bundy Road and the water storage tank.
3. Disconnect Slaterville Road customers from 2-inch main and connect ser-
vices to the existing 6-inch.
4. Design and construct a new 12-inch water main on Snyder Hill Road between
the Pine Tree tank and Pine Tree Road.
SECOND PHASE
The Town Board should implement the following projects as a second phase of
improvements:
1. Construct a water storage reservoir in the Ellis Hollow/Pine Tree Road
area of the Town. This tank should be connected directly to the existing
transmission main with a 20-inch pipe. It is recommended that this tank
have a storage capacity of 2 million gallons (MG). The project could be
phased by constructing a 1 MG tank now and adding an additional tank at a
later date when funds become available.
2. Construct an emergency interconnection between the Ridgecrest and
Danby pressure zones in the vicinity of Ithaca College.
3. Construct a pump station (with hydropneumatic tank) and distribution
piping to serve the Elm Street/Westhaven Road portions of the Town.
4. Construct an 8-inch water main to serve 2,500 feet of Bundy Road.
pw
Stearns&Wheler
ENGINEERS AND SCIENTISTS
Mr. Noel Desch, Supervisor Page 3
and Town Board April 18, 1983
MIR
FUTURE CONSIDERATIONS
While the improvements recommended in this section are shown to occur in the
future, it is possible that if sufficient need develops, some of these modifi-
cations may be necessary before some of the first and second phase improvements.
These improvements include;
1. Extension of service from the Southern Cayuga Lake Intermunicipal Water
Commission (SCLIWC) system to Forest Home and Cornell 's North Campus.
This would be particularly advantageous if Cornell 's total water demand
exceeded their system's ability to produce water.
2. Extension of the service area on West Hill .
3. Extension and improvement of service to the Troy Road/Coddington Road
area.
4. Isolated extensions to areas such as Blue Grass Lane and improvements
along East Shore Drive.
M" It has been a pleasure working with Lawrence Fabbroni , P.E., and his staff
in the Town Engineer's office and with Don Terrell and Ted Wixom of the Southern
Cayuga Lake Intermunicipal Water Commission.
Respectfully submitted,
STEARNS & WHELER
Engineers and Scientists
4Thomasurkly, P.E.
TCB/z
r-n
TABLE OF CONTENTS
Page
Letter of Transmittal and Recommendations
CONCLUSIONS............................................................... i
REPORTON WATER SYSTEM IMPROVEMENTS ...................................... 1
POPULATIONAND WATER USE ................................................. 2
Population Studies ..................................................... 2
Water Use Trends ....................................................... 2
Additional Service Areas ............................................... 6
TRANSMISSIONMAIN (SCLIWC SYSTEM) ........................................ 7
WATERSYSTEM ANALYSIS.................................................... 11
West Hill Service Areas ..................0.0.............00............ 12
Trumansburg Road .................................................... 12
Glenside Road Area ...................................0..0.0....0.0.0 14
Additional Service Areas ............................................ 15
East Hill Service Areas ................................................ 17
East Shore Drive ................................0...0.....0.0....... 17
Sapsucker Woods ..................................................... 17
Forest Home Service Area .............0.....,............00...0...... 17
Pine Tree Service Area .............................................. 19
South Hill Service Areas ............................................... 22
Troy Road Service Area .............................................. 23
Ridgecrest Area ..................................................... 23
LIST OF APPENDICES
APPENDIX A Estimated Cost of Improvements
APPENDIX B Computer Analysis
LIST OF TABLES
Table
No. Title Page
1 Population Projections, Water Service Areas ............... 3
2 Water Use Projections, Water System Improvements .......... 5
3 Service Area Flows from Transmission main,
Storage at 1145 ft. USGS ............................... 9
4 Flow Test Summary for West Hill Service Area............... 13
5 Projected Fire Flows With Water System Improvements,
West Hill Service Area.................................. 13
6 Projected Fire Flows, Pine Tree Service Area............... 20
LIST OF FIGURES
Figure
No. Title
1 Water System Investigation, Proposed Improvements (In Pocket)
2 Water System Investigation, Potential Water
Service Areas (In Pocket)
CONCLUSIONS
1. The present and future population estimates for the areas of the Town of
Ithaca presently served or proposed to be served with municipal water are as
follows:
Subarea 1980 2010
Christopher Circle/Sapsucker Woods 2,260 3,720
Pine Tree/Hungerford/Forest Home 1,120 3,720
Danby/Coddington/Ridgecrest 5,300 7,050
Trumansburg Road/Other West Hill 820 2,470
Total Service Area 9,860 16,960
2. The projected water use for the Town of Ithaca in the year 2010 is esti-
mated as follows:
Water Use (mgd)
Average Daily Maximum Daily
Christopher Circle/Sapsucker Woods 0.69 0.97
' Pine Tree/Hungerford/Forest Home 0.37 0.52
Danby/Coddington/Ridgecrest 0.80 1.12
Trumansburg Road/Other West Hill 0.40 0.56
Total Water Use 2.26 3.17
3. Cornell University's North Campus has an average daily water requirement of
0.29 mgd at present, and water use is projected to increase to 0.39 mgd in
2010.
4. The construction of water storage facilities directly connected to the
Bolton Point transmission main would reduce pumping costs at the Oakcrest
Booster Station by approximately 20%. In addition, the proposed storage
facilities would eliminate the need for additional storage in the Forest
Home and Pine Tree service areas.
5. In the Trumansburg Road subarea, the existing 6-inch distribution main has a
carrying capacity that is 60 percent that of a new distribution main. In
addition, this main is undersized for the fire flows required at the County
Hospital , the Stadler West and the Lakeview Nursing Home.
-i-
6. The low pressures observed by customers in the Glenside Road area are a
result of long, old and small diameter service lines. Poor fire flows in
this area can be attributed to the poor condition of the 8-inch main along
Floral Avenue within the City.
7. The expansion of service areas on West Hill may be realized by either
extending existing service areas or creating new pressure zones. Service to
Duboise Road and a portion of Bundy Road is possible by extention of the
MIN existing Trumansburg Road service area. Service to Wolf Lane and the Elm
Street extension would require the construction of a new service area with
storage and distribution mains.
8. The capacity of the 6-inch main along East Shore Drive is approximately 40%
that of a new main. In addition to the poor internal condition of this
main, it is also reported that the main is subject to external corrosion in
some areas.
9. In Sapsucker Woods, the water mains are in good condition as indicated by a
C-value of 110. The extension of water service to Warren Farm from
Sapsucker Woods could be accomplished by the installation of 2,000 feet of
8-inch water main.
10. The Forest Home area is presently served by Cornell University. Three
alternates to serve the Forest Home area have been considered in this study.
The first alternate would provide service to Forest Home residential custo
niers by drawing from the Christopher Circle system. This alternate would
require the installation of new water main along Pleasant Grove Road and
Judd Falls Road.
A second alternate would provide service to both Forest Home and Cornell
University's North Campus dormitories by forming a new service area that
draws water through the existing Pleasant Grove PRV. This alternate would
require the construction of a 500,000 gallon storage tank and some addi-
tional water main.
The third alternate would also provide service to both Forest Home and the
North Campus from the transmission main; however, a separate storage faci-
lity in Forest Home would not be required if a 2 million gallon storage
facility was constructed on East Hill .
mom,
11. In the Pine Tree service area the water mains are in good condition (C-120) ;
however, some water mains are undersized. Flow restrictions due to under-
sized mains are most evident between the Pine Tree Road PRV and the Pine
Tree storage tank. The storage tank in Pine Tree is undersized with repect
to required fire flow durations. Recommended improvements to the service
Rm area include the installation of new storage facilities and distribution
main. An alternate scheme to provide additional storage would utilize the
proposed transmission storage tank on East Hill .
12. To provide service to the Maple Avenue apartments in the Pine Tree area
would require the installation of new 8-inch water main. Service through the
Pine Tree system would increase operating pressures as well as available
fire flows at the apartments.
13. Services of town customers presently on a 2-inch diameter water main on
Slaterville Road at the city line could be installed on the existing 6-inch
water main serving Slaterville Road. Reconnecting services by baring or
jacking methods would be a less expensive alternate to the installation of a
new 6-inch water main.
14. On South Hill , water mains are in average to good condition with C-values
between 100 and 120. Large water demands in the lower South Hill service
area warrant the reinforcing of the existing main between the Pearsall Place
PRV and Coddington Road crossover.
15. The lack of circulation in the Northview storage tank could be remedied by
increasing the overflow elevation of the tank to equal the overflow level of
the Danby Road tank.
16. Expansion of the Coddington Road service area beyond East King Road would
require that the existing Troy Road service area be rezoned. The new Troy
Road service area would require the construction of a new storage facility.
17. Improved service to Danby and Stone Quarry Roads could be realized by the
installation of a new, smaller PRV in the existing valve pit on King Road.
To improve fire flaw protection at the southern portion of Danby Road, it is
recommended that the existing dead-end mains be interconnected.
-iii-
REPORT ON WATER SYSTEM IMPROVEMENTS
Town of Ithaca, New York
In a continuing effort to provide the Town of Ithaca with a water supply
that meets the requirements of residential , commercial and institutional
interests, the Town of Ithaca has authorized this study to evaluate various
service areas within the Town's water distribution system. This study makes
MORI specific recommendations for improvements in the existing distribution system
as well as establishes guidelines for future expansion of the system into new
service areas.
After the initial phases of this study had been completed, it became
apparent that the adequacy of the Town's individual service areas could not be
evaluated without at least a brief study of the Southern Cayuga Lake
Intermunicipal Water Commission's (SCLIWC) transmission system. The Town
authorized an increase in scope of the study to investigate the reliability
and efficiency of the existing transmission system and to recommend modifica-
tions to that system as required.
�, -1-
POPULATION AND WATER USE
Investigation of the adequacy of a water distribution system requires an
evaluation of present and future water use. To obtain reasonable water use
estimates, it is necessary to consider population growth, land use trends, con-
sumption rates, institutional and commercial use, as well as other variable fac-
tors which affect water use within a community.
POPULATION STUDIES
Population projections for the Town of Ithaca were developed in 1979 by the
New York State Economic Development Board. The projected population increases
for the Town were generally distributed among the four major service areas
according to percentages suggested by the Town (e.g. , Northeast Area - 26 per-
cent; East Ithaca - 40 percent; South Hill - 17 percent; and West Hill - 17
percent). Base populations for the service areas were estimated from the 1980
Census. Population projections for some of the service areas appeared to exceed
the quantity of available residential land, and thus saturation populations were
estimated for these areas. The population of the Christopher Circle and Forest
Home areas were estimated to be saturated at the present time. Table 1 summa-
mom rizes residential population projections through the year 2010 for the major
service areas and their respective subareas.
It is important to note that institutional populations are included in these
projections. On South Hill , there are approximately 4,300 students who reside
' in the dormitories at Ithaca College. Since the college plans to maintain its
present enrollment, the student population on South Hill was not increased
through the year 2010. On West Hill , the 220 occupants of the Nursing Home are
included in the residential population estimates for this area; this institu-
tional population is estimated to remain constant throughout the study period.
WATER USE TRENDS
Water use within the Town of Ithaca can be attributed to several user clas-
sifications including residential , industrial , institutional and commercial .
The remaining fraction of water use not accounted for by meter sales is con-
sidered to be losses within the distribution system. Lost or unaccounted for
water can be attributed to system leakage, unmetered water use or inaccurate
meters. An evaluation of system losses on an annual basis is useful in moni-
toring the condition of the water mains within a distribution system. Using
-2-
n*n
TABLE 1
POPULATION PROJECTIONS
WATER SERVICE AREAS
Town of Ithaca, New York
MIMI
Residential Population
Service Area 1980 1990 2000 2010
Christopher Circle 920 920 920 920
Sapsucker Woods 1,700 2,100 2,400 2,800
Subarea Total 2,620 3,020 3,320 3,720
East Hill
Forest Home* 220 220 220 220
Pine Tree 500 900 1,400 1,800
Hungerford 400 850 1,300 1,700
Subarea Total 1,120 1,970 2,920 3,720
South Hill
Danby/Northview 4,800 5,050 5,400 5,650
Coddington/Troy Road 100 150 200 250
Ridgecrest 400 650 900 1,150
Subarea Total 5,300 5,850 6,500 7,050
West Hill
Trumansburg Road 670 870 1,220 1,570
Other 150 400 650 900
fowl
Subarea Total 820 1,270 1,870 2,470
Total Service Area 9,860 12,110 14,610 16,960
Excludes Cornell 's North Campus dormitories.
�^ -3-
meter records for 1980, leakage estimates were made for three of the service
areas.
Based on the gross amount of water that flowed through the Pine Tree Road
pressure reducing valve (PRV), system losses amounted to less than 10 percent in
1980 for the Pine Tree/Hungerford area. Roughly the same percent water loss
occurred on South Hill . The low system losses for these areas can be attributed
to the relatively young age of the water mains (10 to 30 years) and regular
maintenance. For the West Hill area served by the Cliff Street Pump Station,
approximately 35 percent of the water pumped was not accounted for according to
1980 meter records. In 1980 on an average daily basis, 175,000 gallons of water
passed through the Cliff Street Pump Station and 60,000 gallons per day
(gal/day) was not accounted for. The 35 percent lost water within West Hill
system is high for pipe that is only 50 years old. System losses were not eval-
uated for any other service area because of difficulty in separating meter
records according to subarea.
Water use projections for the Town of Ithaca were calculated using the
following criteria:
' 1. The percentage of lost water within each service area was held constant
over the 30-year study period assuming regular maintenance of the dis-
tribution system mains.
2. Per capita consumption (residential users) will increase at 1 percent
per year. This is a typical value reported by the American Water Works
Association (AWWA) Water Use Committee in the early 1970's. Although a
study of overall residential water use from the Bolton Point System
indicates that the annual increase is lower than this value, we believe
that the one-year data base is insufficient to predict long-term trends.
3. Industrial/institutional/commercial user consumption was also projected
to increase at one percent per year.
Table 2 summarizes average daily water use projections for the existing ser-
vice areas including the component subareas. On an overall basis, it is esti-
mated that the total water use within the Town will increase nearly 90 percent
by the year 2010.
Average daily water use figures are useful for evaluating the overall water
" requirements for a service area. For design purposes, maximum daily water use
-4-
TABLE 2
WATER USE PROJECTIONS
WATER SYSTEM IMPROVEMENTS
Town of Ithaca, New York
Average Daily Water Use (mgd)
Service Area 1980 1990 2UU0 210
Christopher Circle* 0.25 0.27 0.30 0.34
Sapsucker Woods 0.10 0.17 0.26 0.35
Total 0.35 0.44 0.56 0.69
East Hill
Forest Home 0.02 0.02 0.02 0.02
Pine Tree 0.05 0.08 0.12 0.17
Hungerford 0.07 0.10 0.13 0.18
Total 0.14 0.20 0.27 0.37
South Hill
Danby/Northview 0.50 0.56 0.63 0.71
Coddington/Troy Roads 0.01 0.01 0.02 0.02
Ridgecrest 0.03 0.04 0.06 0.07
Total 0.54 0.61 0.71 0.80
West Hill
Trumansburg Road Area** 0.18 0.22 0.27 0.33
Remainder of West hill 0.01 0.03 0.04 0.07
Total 0.19 0.25 0.31 0.40
Town of Ithaca (Total )
Average Daily 1.22 1.50 1.85 2.26
Maximum Daily 1.71 2.10 2.58 3.17
* Includes water use within a portion of the Village of Cayuga Heights.
** Includes water use by City of Ithaca residents.
-5-
is the critical flow. The maximum daily water use is typically 1.4 times
greater than the average daily use for the areas of the Town served by the
Southern Cayuga Lake Intermunicipal Water Commission (SCLIWC). This overall
factor was applied to each of the service areas.
ADDITIONAL SERVICE AREAS
Prior to expanding existing service areas or creating new service areas, the
water use requirements for these areas must be evaluated in order to insure that
the existing supply system has sufficient capacity.
One potential service area is Forest Home which consists of a small residen-
tial community presently served by the Cornell University water system. In
1980, Forest Home residents consumed 15,000 gal/day on an average day. Consid-
ering that the Forest Home population is presently at or near saturation, the
average daily consumption by the year 2010 would be 20,000 gal/day. In addition
to the residential users, Cornell University's North Campus is located within
the Forest Home area. The average daily water use for these facilities was
290,000 gal/day in 1980 and is projected to be 390,000 gal/day in 2010.
On West Hill , we were requested to consider the possibility of extending
water service to several residential areas. These areas include the following:
1. Duboise Road between Trumansburg Road and the Town line, 20 houses,
estimated average daily water use is 3,000 gal/day.
2. Trumansburg Road between Duboise Road and Town line including Wolf Lane,
45 houses, estimated average daily water use is 6,000 gal/day.
3. Bundy Road between Hopkins Road and Trumansburg Road, 20 houses, esti-
mated average daily water use is 3,000 gal/day.
4. Elm Street Extension from City line to a point 4,000 feet west, and
1,000 feet of West Haven Road north of Elm Street Extension, 50 houses,
estimated average daily water use is 6,300 gal/day.
In 'the Troy Road service area on South Hill , the planned extension of the
water main on Coddington Road will pick up. approximately 26 services. The
average daily water use for these services is estimated at 4,700 gal/day. Water
use projections in Table 2 provide adequate capacity to serve extensions on West
Hill and Coddington Road.
-6-
�., TRANSMISSION MAIN (SCLIWC SYSTEM)
The three major service areas in the Town which obtain water from the SCLIWC
transmission main are Christopher Circle/Sapsucker Woods, Pine Tree/Hungerford
Hill , and South Hill . A booster pumping station, operated by the SCLIWC system
at Oakcrest Road in the Town of Lansing, pumps water to these service areas.
The Oakcrest Pump Station is presently controlled by the water level in each
of the storage tanks in the primary service areas (Christopher Circle, Pine Tree
Road, Sheldon Road and Danby Road Tanks). When the water level in one of these
tanks drops to a level two feet below its overflow elevation, the Oakcrest pumps
are activated. Because of differing hydraulic conditions within each service
area, such as piping and tank elevation, the Oakcrest pumps are required to pump
at various rates (ranging from 200 to 2,000 gal/min) depending on which area or
„ combination of areas is demanding water. For example, when the South Hill area
alone requires water, the pump station will deliver approximately 850 gal/min at
a pumping efficiency of 70%. By contrast, if the Pine Tree system alone needs
water to fill its tank, the Oakcrest station will provide a flow of between 200
and 300 gal/min at a pumping efficiency ranging between 27 and 38%. When two or
more primary service areas require water simultaneously, one Oakcrest pump will
deliver up to 2,000 gal/min at an efficiency of 75%. At their design flow of
1,400 gal/min, each of the Oakcrest pumps has an efficiency of 80%.
As indicated, the optimum efficiency of the pumps is decreased by permitting
their pumping rate to vary depending on system demand. The overall efficiency
could be increased by modifying the system so that the pumps are operated at
their design point of head and flow. This condition could be accomplished if a
storage tank was constructed directly off the transmission main, thereby per-
mitting the pumps to operate against a relatively constant pressure.
To evaluate the efficiency of the pumps in the Oakcrest Pump Station under
current operating conditions, the actual power (kilowatt-hours) utilized during
the summer months (June through September) of 1981 was determined and compared
to the estimated power consumption with a storage tank. The summer months were
selected, since the power consumption at the pump station during this period can
be attributed almost entirely to pumping. During this period, the cost to pump
water was $0.075 per thousand gallons.
00,
-7-
Based on the characteristic curves for the Oakcrest pumps, storage facili-
ties would permit the pumps to operate at a constant rate near a peak efficiency
(80%) at all times. The operation of the Oakcrest Pump Station at a flow rate
where the pump efficiency is 80% or greater would result in power savings. To
meet the average daily flows during the period of June through September 1981,
the Oakcrest pumps would be required to operate for 15 hrs/day at a flow rate of
1,400 gal/min. At this pumping rate and 80% efficiency, electrical power con-
sumption would be reduced below current consumption by approximately 25%. In
this analysis, power demand charges were considered to be constant for both
situations and thus the actual cost savings would amount to 20%, or $0.015 per
1,000 gallons pumped. The construction of the tank should actually reduce
demand charges, however, without extensive calculations the savings would be
difficult to predict.
At a flow rate of 1,400 gal/min, one Oakcrest pump will develop 210 feet of
head. If a storage facility was located just off Ellis Hollow Road on East Hill
approximately 2,300 feet from the transmission main, a flow of 1,400 gal/min
could be delivered to an overflow elevation of approximately 1145 feet USGS.
With the new transmission main storage, the operation of the Oakcrest pump would
be controlled by the water level in this storage tank. The system's operation
within the individual service areas would remain relatively unchanged.
The flows available to each service area with the proposed transmission main
storage are summarized in Table 3. All flows have been estimated based on
A"^ existing PRV settings with the exception of the PRV at Pearsall Place. At this
PRV, the downstream pressure setting would be reduced to approximately 175 psi
Plot and a special. pilot valve would be installed to reduce the power loss produced
by the existing valve from 30 to 10 psi . Analysis of the South Hill distribu-
MON tion system reveals that sufficient quantities of water would be available to
the system and its storage tanks with the reduced setting.
#Sr+ The 20% savings in pumping costs would reduce the annual operating cost of
the Oakcrest station by approximately $7,000/yr. This estimate is based on pre-
sent power costs ($/Kw-hr). In addition to easing pumping costs, the storage
facility on the transmission main would increase system reliability in case of
-8-
TABLE 3
SERVICE AREA FLOWS FROM TRANSMISSION MAIN
STORAGE AT 1145 FT USGS
Town of Ithaca, New York
Estimated
Upstream Hydraulic Flow Available Max. Day - 2010
PRV Location Gradient (ft) (gal/min) (gal/min)
Spruce Lane 1080 2,000 670
Sheldon Road 1035 1,500 430
Pine Tree Road 1125 4,000 340
Pearsall Place 1117 1,650 780
Note: Flow available determined for only one service area receiving water at a
time.
-9-
power outages or a break in the transmission main. A transmission storage faci-
lity could also eliminate the need for additional storage in several of the sub-
areas. The estimated total project cost for this improvement, including a
2 million gallon storage tank and 20-inch piping to connect to the transmission
main, is $1,100,000.
-10-
WATER SYSTEM ANALYSIS
The Town of Ithaca's water service areas are supplied from three sources,
the Southern Cayuga Lake Intermunicipal Water Commission (SCLIWC) at Bolton
Point, the City of Ithaca, and Cornell University. Water from SCLIWC serves the
Christopher Circle/Sapsucker Woods, Pine Tree/Hungerford Hill and South Hill
areas. City of Ithaca water is supplied to the West Hill service areas; and
Cornell University water is provided to the residents of Forest Home.
In analyzing the distribution system, hydrant flow tests were performed and
data was collected from existing mapping and pumping records. Maintenance per-
sonnel provided valuable information with respect to the operation of the indi-
vidual service areas. General mapping of the distribution system, and detailed
record drawings of construction provided information on water main locations and
connections, pipe diameters and pipe length. These parameters are necessary in
order to construct a representative model (mathematical description of the water
system) of the existing service areas. Other information required to formulate
a water system model includes pump operating curves, pressure reducing valve
(PRV) settings, and storage reservoir overflow elevations. Elevations for
street intersections and other key locations within each system were either pro-
vided by the Town or estimated from USGS mapping.
In order to determine the overall physical condition of a water main, C-
value tests were performed in the field. The C-value of a water main is a
measure of the frictional resistance to fluid flow and indicates the physical
condition of the pipe. Newer water mains will have C-values between 110 and
OVA
120; water mains in poor condition due to a combination of age, tuberculation
and accumulated deposits will have C-values ranging from less than 50 to 80.
For identical water main diameters, length and available pressure, a main with a
C-value of 120 can carry twice as much flow as a pipe with a C-value of 60.
Distribution system models for the various subareas were analyzed by a com-
puter program which performs simulations of steady-state pressure and flaw con-
'" ditions. The computer reads the data described above and evaluates flow rates
and pressures throughout the system for the given conditions. To investigate
the various service areas in the year 1980, existing water use requirements
(maximum day) and present pipe characteristics (C-value, diameter, length) were
-11-
used. When looking at the operation of an area in the year 2010, maximum day
MON water use projections were utilized. Distribution system mains with present C-
values greater than 100 were decreased to 100 in the year 2010 to account for
"^ some deterioration. C-values for water mains in less satisfactory condition
were kept at a constant value over the years. Increased attention to corrosion
control by water treatment plants in the 1980's would be expected to retard the
deterioration of the existing water mains.
M* WEST HILL SERVICE AREAS
The portion of the Town of Ithaca on West Hill is largely undeveloped with
only a small percentage of the land area currently served with municipal water.
The three areas presently served include: portions of Trumansburg Road,
Campbell Avenue and Williams Glen Road; the Glenside Area; and Haller Blvd. and
Elm Street Extension. These three isolated areas are separated by considerable
distance, and it is difficult at this time to envision exactly how the property
in between will develop. Figure 2 shows that two pressure zones could ultimately
service most of West Hill . At present, it appears the portions of the Town most
likely to develop are further extensions along Trumansburg Road (Duboise Road
and Wolf Lane) and along Elm Street Extension and cross-streets. As the land
r between these two sections develop, the interconnection of the service areas
could become a reality. The following paragraphs discuss the possible methods
of servicing the areas that apparently will develop first.
Trumansburg Road
Residents of this area are served from the City of Ithaca through the Cliff
Street Pump Station. The largest water users are the Tompkins County Hospital
and Lakeside Nursing Home. Future (year 2010) water requirements for the sub-
area are estimated to be 330,000 and 460,000 gal/day for the average and maximum
daily flows, respectively. The investigation of this system included an evalua-
tion of the quantity of water available through the City distribution system to
the Cliff Street Pump Station. The future (year 2010) maximum daily flow of 325
gal/min will drop the suction pressure to 52 psi at the Cliff Street Pump Sta-
tion. Under present pumping conditions at the Cliff Street Pump Station, the
suction pressure is 65 psi . As water demands increase, distribution improve-
ments within the City's system will be necessary to maintain current pressures.
Table 4 shows the flows presently available within the Trumansburg Road system.
,�„ -12-
TABLE 4
MIN
FLOW TEST SUMMARY
FOR WEST HILL SERVICE AREA
Town of Ithaca, New York
Flow (gal/min)
Obtained
Pressure (psi } During Available
Location Date/Tester Static Residual Test at 20 psi
Suction side of
Cliff St. P.S.* 10-81/S&W 80 29 440 475
Discharge side of
Cliff St. P.S.* 10-81/S&W 175 11 450 440
Rt. 96 at
Stadler West** 8-81/ISO 80 20 820 820
r�
* Cliff Street pumps off
** Cliff Street pumps on
TABLE 5
PROJECTED FIRE FLOWS WITH
WATER SYSTEM IMPROVEMENTS
WEST HILL SERVICE AREA
Town of Ithaca, New York
fool Flow Available* at 20 psi (gal/min)
System Demand Recommended—
Location (470,000 gal/day) by ISO-NY
Route 96 at
County Hospital 5,000 3,500
Route 96 at
Nursing Home 3,500 3,500
* Cliff Street pumps off
-13-
In order to determine the condition of the existing 6-inch water main from
the pump station to the 0.5 MG water storage tank located near the Professional
Building, a C-value test was performed. The Trumansburg Road water main has a
C-value of approximately 70. At this value, the carrying capacity of the main
is approximately 60 percent that of new main with a C-value of 120. Although
the main can carry the normal pumping rates from the Cliff Street Pump Station,
it cannot provide adequate fire protection to the institutions located along
Trumansburg Road. Table 4 shows that the available fire flow at Stadler West is
820 gal/min at 20 psi , whereas the recommended fire flow rate is 3,500 gal/min
at 20 psi . In order to improve fire flows to the hospital , the Stadler West,
and nursing home, it is recommended that 5,200 feet of new 12-inch watermain be
installed along Trumansburg Road (as shown on Figure 1). The new main would run
from the storage tank to the nursing home. The estimated projected fire flows
with the new main are summarized in Table 5. The total estimated project cost
for this improvement would be $250,000. In addition to improving fire flows,
the new main would reduce pumping costs at the Cliff Street Pump Station.
+ Glenside Road Area
This service area receives water from the City of Ithaca through the Elm
Street reservoir system. Low pressure conditions in the Glenside area are com-
mon, and a recent fire flow test at the intersection of Glenside Road and Five
Mile Drive produced a flow of only 300 gal/min at a residual pressure of 20 psi .
Water mains recently installed by the Town of Ithaca appear to be in good condi-
tion; however, the 8-inch water main within the City along Floral Avenue is
believed to be in poor condition. Due to its age and position as a dead end
main, the main was estimated to have a C-value of between 40 and 50. Further,
the presence of a 400-foot section of 6-inch water main along Floral Avenue near
Clinton Street is also a severe restriction to the fire flows available to the
Town.
Low pressure problems under normal operating conditions result from long
and ofd services. Several units on Coy Glen Road are served by one long, common
service from Glenside Road. The installation of 1,100 feet of 8-inch water main
on Glenside and Coy Glen Roads (as shown in Figure 1) would permit shorter ser-
vices and increase pressures to many of the residences in this area.
MOON
-14-
MIN This project would cost an estimated $43,000. To bolster fire flows in this
section of the Town, it is recommended that the City and Town come to an agree-
ment on various improvements within the City's system.
Additional Service Areas
Service to West Hill residents not presently receiving municipal water may
be accomplished by either extending existing service areas or creating new
pressure zones. Figure 2 shows the approximate boundaries for a second service
zone on West Hill ; this band extends from the Town line to the north and then
south to Coy Glen. The new service area would have system pressures ranging
between 40 to 120 psi and would require its own storage and booster pumping
facilities. The storage tank would be constructed at an overflow elevation of
1230 feet USGS.
Also shown in Figure 2 are the areas with the ability to be served from the
existing West Hill storage and Cliff Street pumping facilities. Service to
Duboise Road and a portion of Bundy Road could be realized immediately with the
installation of new 8-inch distribution system main as shown in Figure 1. On
Duboise Road at the Town line, a fire flow of 800 gal/min at 20 psi would be
available from the storage tank. At the end of the Bundy Road water main, a
fire flow of 400 gal/min at 20 psi would be available without paralleling the
existing 6-inch main on Trumansburg Road. With improvements to the distribution
system along Trumansburg Road from the storage tank to the nursing home, the
fire flow at the end of the proposed main on Bundy Road would be approximately
750 gal/min at 20 psi .
The total estimated project costs for the Duboise Road and Bundy Road exten-
sions are $200,000 and $100,000, respectively.
Service to areas outside of the immediate vicinity of Trumansburg Road would
require major improvements as outlined in Figure 1 and discussed below:
Service to Wolf Lane would require 5,500 feet of 8-inch main along Tru-
mansburg Road, 4,000 feet of 8-inch main to the proposed 0.15 MG storage
facility and a booster pumping station. The estimated total project
cost is $720,000.
-15-
Service to the proposed Elm Street Extension area would require 5,800
feet of 8-inch main plus booster pumping facilities and a 0.15 MG stor-
age tank. The storage facility to be developed would be located at the
same overflow elevation as the existing Trumansburg Road tank. The
estimated total project cost is $570,000.
'' The implementation of these improvements would require a large investment,
(See Alternate I Cost Estimates for new service on West Hill in Appendix A).
-, However, interim service to Wolf Lane and Elm Street Extension could be accom-
plished by the construction of a less expensive hydropneumatic tank and pump.
system for each area (Alternate II - Phase I). Hydropneumatic systems could be
installed in these areas until the housing density was sufficient to justify
construction of standpipe-type storage facilities. The 8-inch distribution
system proposed for these areas is of a sufficient diameter to provide the
required fire flows once adequate storage has been installed. In the interim,
fire protection would not be available to either system. The estimated total
project cost for initial service to Wolf Lane and Elm Street Extension are
$390,000 and $360,000, respectively, as described for Phase I. The second phase
of construction would require the conversion of the hydropneumatic systems to
standpipe-type storage with booster pumps. At present costs, the Alternate II -
Phase II improvements for Wolf Lane would have an estimated total project cost
of $350,000. For the second phase on Elm Street Extension, the estimated total
project cost is $230,000.
If development makes the further expansion of the water district to the west
along Elm Street Extension feasible, then an additional high service area would
be required (as shown on Figures 1 and 2). This expansion could be accomplished
by the construction of a pump station, storage tank, and interconnecting piping
as shown on Figure 1. The estimated total project costs for these improvements
are $650,000. We would recommend that the elevation of this proposed tank be
placed at the same elevation (1230 feet USGS) as the tank proposed for the high
service zone on Trumansburg Road (Wolf Lane) ; this would permit the two service
areas to be interconnected as development permits.
MMA
-16-
EAST HILL SERVICE AREAS
East Shore Drive
A C-value test on the 6-inch water main serving East Shore Drive indicated a
value of 50; its capacity is approximately 40 percent that of a new main. The
available flow through this main (near the Lansing Town Line) was 280 gal/min at
a residual pressure of 20 psi .
Due to the poor internal condition of this main and reported external corro-
sion, it is recommended that the existing 6-inch main be replaced by an 8-inch
main of equal length, as shown in Figure 1. The new main would be 6,300 linear
feet long and have an estimated project cost of $250,000. With the proposed
main replacement, it is estimated that the available fire flow at the Town line
would be 1,000 gal/min at 20 psi.
Sapsucker Woods
The flow test/C-value test performed in this area indicates that the
Sapsucker Woods tank can provide 1,800 gal/min at 20 psi in the vicinity of
Hanshaw and Warren Roads. The condition of the water mains in this system is
good, as indicated by a C-value of 110. Of interest in the Sapsucker Woods
system is the ability of the area to serve the Warren Farm with water for the
farm's operation as well as fire protection. The construction of 2,000 feet of
8-inch main along Blue Grass Lane would provide approximately 1,000 gal/min at
20 psi for fire protection purposes. The installation of this main, as shown in
Figure 1, would have an estimated total project cost of $80,000.
Forest Home Service Area
The residential units of the Forest Home area presently obtain water pro-
vided by Cornell University. There are three options available to the Town if
service is to be provided to Forest Home through the SCLIWC system. The alter-
nates include:
Alternate Description of Service
I Service to individual residences only
II and III Service to individual residences and
Cornell 's North Campus Area
, , -17-
For the Town of Ithaca to serve only the residential portion of Forest Home
(Alternate I) from SCLIWC would require several distribution system modifica-
tions. Forest Home could be served through the existing PRV on the SCLIWC
transmission main utilizing the Christopher Circle tank for required storage.
Since the overflow elevation of this tank is nearly equal to that of the Cornell
University elevated storage facility, static pressures would remain approxima-
tely the same for the new Forest Home service area.
Alternate I would include construction of 12-inch main from the Pleasant
Grove PRV to Judd Falls Road and along Judd Falls Road to McIntyre Road. This
piping would allow flow from Cornell University to bypass the Forest Home main.
The Cornell System would continue to serve the North Campus Area. With service
from Christopher Circle, via the transmission main, fire flows of 750 gal/min or
greater at 20 psi would be available throughout the Forest Home system. This
would improve upon the existing fire flow of 320 gal/min at 20 psi available on
Warren Road (near Warren Road Pump House). The improvements, as shown in Figure
1, would have a total estimated project cost of $185,000.
Alternate II for Forest Home includes service to the residential areas as
well as Cornell University's North Campus dormitories. Since this area has
large demands and high fire flow requirements, a separate service area would be
necessary. This Forest Home service area would obtain water through the exist-
ing PRV on Pleasant Grove Road that presently serves the Cornell University high
pressure zone on an emergency basis. The service area is shown in Figure 2.
Residential fire flows would be greater than 750 gal/min at 20 psi and the
available fire flow at the dormitories would be 2,900 gal/min at 20 psi . To
implement development of this service area would require the construction of a
500,000 gallon elevated storage facility at an overflow elevation of 1,064 feet
USGS as well as the installation of 850 feet of 12-inch distribution main. The
facilities for this alternate, shown in Figure 1, would have a total estimated
project cost of $870,000. The best location to construct Forest Home elevated
`'n storage would be just behind Hasbrouck Apartments. This would reduce the length
of 12-inch main required between the tank and Pleasant Grove Road. The tank
em would be located at the apartment property/golf course border.
Alternate III, as discussed earlier, would be to construct a 2 million
' gallon storage tank on East Hill that would be directly connected to the trans-
mission main. This tank would permit the Forest Home area, including Cornell 's
North Campus, to be served directly from the SCLIWC without providing for
storage within the service area.
-18-
Pine Tree Service Area
Testing in the Pine Tree service area indicates that the water mains have a
C-value of 120. Although the mains are in good condition, many are undersized
and restrict flow. In the existing distribution system, the maximum rate of
flow available from the Pine Tree Road PRV to the Pine Tree Road storage tank is
approximately 200 gal/min when consumption within the system is high. When the
Hungerford pump, with a 250 gal/min capacity, is operating, water does not flow
to the Pine Tree Tank, but is withdrawn from the tank at a rate of approximately
50 gal/min (200 gal/min from the transmission main and 50 -gal/min from tank).
In order to eliminate the potential for excessive tank draw down, it is recom-
mended that 2,800 linear feet of 12-inch main be installed from the 10-inch main
on Pine Tree Road to the Pine Tree storage reservoir (Figure 1). With the
improved distribution grid, a flow of 650 gal/min would be available to the tank
from the PRV with a demand of 160 gal/min (max. day 2010) in the Pine Tree
subarea. When the Hungerford pump is on, the excess flow of 400 gal/min from
the transmission main would be delivered to the storage tank. This will elimi-
nate the problem of excessive tank drawdown and loss of prime on the Hungerford
pumps. The estimated cost for construction of 2800 linear feet of 12-inch water
main on Snyder Hill Road is $130,000.
In addition to alleviating tank drawdown problems, the 12-inch main on
Snyder Hill Road would improve fire flows as outlined in Table 6. The existing
200,000-gallon storage tank in this area is not of adequate size, however, to
maintain the fire flows for the required duration. At Judd Falls Road and Ellis
Hollow Road the required fire flow is 2,000 gal/min for a duration of two hours.
This results in a present storage requirement of 310,000 gallons (240,000
gallons for the fire flow plus the maximum day water use of 70,000 gallons). As
maximum day water use increases, the storage volume required would increase to
470,000 gallons in the year 2010. For the Pine Tree system, a minimum storage
volume of 500,000 gallons is recommended. By the time that a new tank is
constructed, the existing 0.2 MG tank will be late in its design life; there-
fore, it is recommended that the new tank have a capacity of 500,000 gallons so
that adequate storage is available when the existing tank is retired. The
construction of a new 500,000-gallon storage facility adjacent to the existing
�*+ Pine Tree tank would have an estimated project cost of $330,000.
_1g-
TABLE 6
PROJECTED FIRE FLOWS
PINE TREE SERVICE AREA
Town of Ithaca, New York
Flow Available at 20 psi (gal/min)(1)
Recommended
Location Existing System Improved System by ISO-NY
Judd Falls Rd. & 1100(2) 3600(2) 2000
Ellis Hollow Rd. 1900(3)
Maple Avenue 1000(2) 1000(2) N/A
Apartments 950(3)
Pine Tree Rd. & 1200(3) 1200(3) 750
Slaterville Rd.
Slaterville Rd. 400(3) 400(3) 750
at Town Line
(1) System demand of 0.23 mgd was used for both the existing and improved
system projections of flow
(2) System conditions - PRV open; Hungerford pump on; storage.tank down two
feet from overflow
MRS
(3) System conditions - PRV closed; Hungerford pump on; storage tank full
-20-
An alternate scheme for improving the Pine Tree system would utilize the
proposed storage tank constructed directly off the transmission main (Ellis
Hollow Road). With this storage facility and an adjustment of the PRV to
Mon increase the pressure in the Pine Tree system by 10 psi , the only major distri-
bution system improvement recommended would be the installation of a new 8-inch
main on Snyder Hill Road to increase the flow to the Pine Tree tank. The new
main would follow the same route of the 12-inch main proposed in the previous
alternates to avoid the construction along Pine Tree Road. The estimated total
MIM
project costs for the 12-inch and 8-inch distribution main improvements are
$130,000 and $110,000, respectively. The 2 MG storage facility on Ellis Hollow
Road will eliminate the need for the 0.5 MG tank in the Pine Tree system; there-
fore, this facility would save $350,000 of construction in the Pine Tree service
area.
Other improvements to the Pine Tree system include extending service to the
Maple Avenue apartments and abandoning the 2-inch main now serving residents on
Slaterville Road near the City line. To provide service to Maple Avenue would
require the installation of 2,000 feet of 8-inch main as shown in Figure 1.
With service from the Town, static pressures of approximately 70 psi would be
available at the apartments. This pressure is significantly greater than the
marginal pressures now available. The fire flows that could be supplied to the
apartments are summarized in Table 6. The installation of the 8-inch main
through the Cornell quarters area would also provide a looped system for the
Moll Ellis Hollow Road/Maple Avenue area. The total estimated project cost for the
8-inch main is $80,000.
To improve service to customers on Slaterville Road, it is recommended that
all services presently on the 2-inch main be connected to the existing 6-inch
main. Since Slaterville Road is a State Highway (Route 79) the reconnection of
services will need to be performed by jacking or boring methods. The method
used will need to be determined after a review of the subsurface conditions in
this area. If rock is anticipated, boring will be required at a cost five times
greater than traditional jacking. The cost to bore the long services and open
cut the short services is estimated at $40,000. If jacking is used, the cost to
reconnect these services is estimated at $10,000. In either soil condition,
rock or no rock, the cost to install a new 6-inch water main on the southwest
side of Slaterville Road would be much greater than the cost of connecting the
services to the existing 6-inch main.
-21-
Excessive pressures on Slaterviile Road near the City line due to an
increase in the operating pressure of the Pine Tree system could be relieved by
installing a pressure relief valve just below the intersection of Honness Lane
and Pine Tree Road.
SOUTH HILL SERVICE AREAS
South Hill obtains water for its Danby Road, Coddington/Troy Road, and
Ridgecrest service areas through the Pearsall Place PRV. Ithaca College pumps
to its system from the Danby Road system. C-value tests within the three South
Hill service areas (excluding Ithaca College) indicated that the distribution
system mains are in satisfactory condition with the C-values ranging between 100
and 120.
The largest single consumer of water in the South Hill service area is
Ithaca College. Although the projections of the college's water use are modest,
there are high use periods which greatly exceed the typical maximum day peaking
factor. Extended pumping by Ithaca College at reported rates of 600 gal/min
will draw down the Danby Road tank. To obtain more water in the lower South
Hill system, it is recommended that the existing 8-inch main from the Pearsall
Place PRV to Coddington Road crossover be paralleled with a new 12-inch main.
With this improvement, the system would have the ability to supply water to the .
Ithaca College pumps as well as the Danby Road tank during peak flow periods.
The total estimated project cost for the 12-inch main, shown in Figure 1, would
be $80,000.
A major operational problem in the lower South Hill service area is the
infrequent turnover of the Northview storage reservoir. This condition occurs
because the Northview tank overflow is located at an elevation five feet lower
than the the Danby Road tank overflow. To eliminate this problem, it is recom-
mended that the overflow elevation of the Northview tank be increased by five
feet. The estimated cost to raise the overflow elevation is $25,000. The
overall operation of the Pearsall Place PRV would remain dependent upon the
water level in the Danby Road storage reservoir, and the water level in the
MINI
Northview tank would be controlled by an altitude valve.
Greater service reliability to the lower South Hill area could be realized
by the installation of an emergency connection between the Ridgecrest and South
Hi 11 system. This connection on Danby Road, shown in Figure 1, would take
Poll
-22-
advantage of the 500,000 gallons of storage in Ridgecrest on a temporary basis
to supply water to the major users on Danby Road (i .e. , Ithaca College and
National Cash Register). The emergency connection would be used if there was a
major water main break along Danby Road or the Coddington Road crossover. The
connection would be manually operated. This project would require 800 feet of
8-inch main with a PRV pit at an estimated total project cost of $50,000.
Troy Road Service Area
MIA The Coddington Road water main has been extended to East King Road. The
available fire flow at East King Road is estimated to be 500 galjmin at 20 psi.
This fire flow is dependent upon the continual operation of the Coddington Road
pumps since the Troy Road tank is not sized to sustain fire flows.
Future extensions of Coddington Road water service beyond East King Road
would require some adjustments to the existing Troy Road service area. If an
8-inch water main was extended along Coddington Road to the Town line, the
available fire flow under current conditions at this location would be 60
galjmin at 20 psi . To provide the Troy Road area with the capability to expand,
would require the following modifications:
- Construct a 150,000-gallon water storage reservoir at an overflow eleva-
tion of 1230 feet USGS at an estimated total project cost of $190,000.
- Construct 2000 linear feet of 8-inch water main between the existing
Troy Road pump station and the proposed storage tank at an estimated
total project cost of $80,000.
The completion of these improvements would increase the available fire flow
at the Town line to 500 gal/min at 20 psi . The rezoned service areas for Troy
Road and Ridgecrest are shown in Figure 2. An 8-inch water main extension along
Coddington Road between East King Road and the Town line (4,600 feet) is esti-
mated to cost $180,000. Further improvement to the fire flow at the Town line
would be realized by the installation of an 8-inch water main along East King
Road between Troy Road and Coddington Road at a total estimated project cost of
$140,000. This installation would provide a looped distribution grid for a
major portion of the Troy Road service grid as well as open up a new area to
potential water service.
Ridgecrest Area
," Operational and maintenance problems at the King Road PRV vault are commonly
0-19
-23-
reported to the system operators. It is believed that under the* conditions of
low average daily water use on Danby and Stone Quarry Roads, the existing 4-inch
PRV is inadequately sized. Pressure tests performed by Stearns & Wheler in the
fall of 1981 indicate that the pressure downstream of the PRV currently fluctu-
ates dramatically (between 20 and 70 psi ). Because of the PRV setting and pres-
sure fluctuations resulting from the improperly sized PRV, the flow available at
the south end of Danby Road was only 45 gal/min at 20 psi. To improve the per-
formance of this valve pit, either a 2-inch or 3-inch PRV could be installed.
The 2-inch PRV would be installed to work in conjunction with the existing
4-inch and 8-inch Ms. A 3-inch PRV would replace the existing 4-inch PRV and
be adjusted to operate with the existing 8-inch PRV. Either valve arrangement
would permit proper operation of the valve pit over the entire range of expected
' flows. Since the maintenance requirements for a 3-valve configuration would be
greater, it is recommended that the 4-inch PRV be replaced with the 3-inch PRV.
The estimated total project cost for the 3-inch PRV installation is $3,000.
Along the southern portion of Danby Road, each side of the highway receives
water service through a separate main; an 8-inch main on the east side and a
6-inch main on the west side. The service to the section of Danby Road south of
King Road could be greatly improved by interconnecting the 6-inch and 8-inch
mains. With the downstream pressure of the King Road PRV maintained at 50 psi ,
Olt the available fire fl.ow at the south end of Danby Road is estimated to be 750
gal/min at 20 psi . The estimated total project cost for this interconnection is
$20,000.
�' -24-
.., APPENDIX A
ESTIMATED COST OF IMPROVEMENTS
The cost estimates for the construction of various elements in the improve-
ment program for the Town of Ithaca water distribution system are outlined
below. These estimates are based upon current contractor's bid prices for simi-
lar work in upstate New York and an Engineering News-Record Construction Cost
Index of 3900 (mid 1982). It is important to note that t e reliability of these
estimates will diminish as construction is delayed or postponed. However, once
construction schedules have been established, the estimates should be updated.
The estimates contain suitable allowances for contingencies, as well as engi-
neering and legal fees.
Unit Costs for Estimates
Estimated project . costs for the distribution system improvements were
generally based on an overall unit cost. Typically for 8-inch water main, a
unit cost of $40/linear foot was used. This unit cost for the water main
installation includes the cost of distribution system appurtenances such as
valves, fitting, and fire hydrants. If unusual construction conditions were
encountered, the unit costs were increased appropriately. For 12-inch water
main, a unit cost of $46/linear foot was used.
Project costs for storage reservoirs were estimated individually since tank
costs vary with the configuration dictated by site elevation. Unless otherwise
noted, proposed storage reservoirs are of steel construction.
A-1
r*-+
ESTIMATED COST OF TRANSMISSION SYSTEM IMPROVEMENTS
Lump Sum 2 MG prestressed concrete storage tank,
site work and telemetering equipment $ 870,000
2300 L.F. 20-inch water main between transmission main
and proposed 2 MG storage tank $ 230,000
ESTIMATED TOTAL PROJECT COST $1,100,000
EAST SHORE DRIVE
ESTIMATED COST OF EAST SHORE DRIVE IMPROVEMENTS
6300 L.F. 8-inch distribution system main on East
Shore Drive in the Town of Ithaca $ 250,000
ESTIMATED TOTAL PROJECT COST $ 250,000
MIMI
SAPSUCKER WOODS SERVICE AREA
ESTIMATED COST OF SERVICE EXTENSION TO WARREN FARM AREA
2000 L.F. 8-inch water main on Blue Grass Lane $ 80,000
ESTIMATED TOTAL PROJECT COST $ 80,000
l
�-i
Qui
A-2
FOREST HOME SERVICE AREA
ALTERNATE I - ESTIMATED COST OF SERVICE TO FOREST HOME RESIDENTIAL AREAS
3000 L.F. 12-inch distribution system main to bypass $ 140,006
Cornell University water mains along
Judd Fall Road
Lump Sum Creek crossing to bypass Cornell University 45,000
water main
Lump Sum Installation of water meter in Forest Home 10,000
PRV vault
ESTIMATED TOTAL PROJECT COST $ 195,000
ALTERNATE II - ESTIMATED COST OF CREATING NEW SERVICE AREA TO SERVE NORTH
CAMPUS DORMITORIES AND FOREST HOME WITH STORAGE IN FOREST HOME
Lump Sum 500,000 gallon elevated storage reservoir $ 800,000
850 L.F. 12-inch distribution system main to storage
reservoir 40,000
Lump Sum Improvements to Forest Home PRV vault 30,000
(telemetering, water meter, bypass piping
and electrically controlled pressure
reducing valve)
ESTIMATED TOTAL PROJECT COST $ 870,000
ALTERNATE III ESTIMATED COST OF SERVICE TO NORTH CAMPUS DORMITORIES AND
FOREST HOME WITH STORAGE ON EAST HILL
Lump Sum Transmission system improvements $1,100,000
(see page A-2 for items included)
Lump Sum Installation of water meter in Forest
Home PRV vault 10,000
ESTIMATED TOTAL PROJECT COST $1,110,000
A-3
PINE TREE SERVICE AREA
ESTIMATED COST OF SERVICE TO MAPLE AVENUE APARTMENTS
2000 L.F. 8-inch distribution system main between
Mitchell Street and Maple Avenue $ 80,000
ESTIMATED TOTAL PROJECT COST $ 80,000
ESTIMATED COST OF PINE TREE SERVICE AREA IMPROVEMENTS
' 2800 L.F. 12-inch distribution system main along $ 130,000
Snyder Hill Road from Pine Tree Road
to storage tank
Lump Sum 500,000 gallon water storage reservoir 330,000
adjacent to existing Pine Tree tank
including site work, foundation and
controls
ESTIMATED TOTAL PROJECT COST $ 460,000
ESTIMATED COST OF SLATERVILLE ROAD SERVICE CONNECTIONS
7 Each Long service connection to existing
6-inch distribution system main $ 8,000
4 Each Short service connection to existing
6-inch distribution system main 2,000
PON ESTIMATED TOTAL PROJECT COST $ 10,000
A-4
mlp�
fa' SOUTH HILL SERVICE AREA
Owl, ESTIMATED COST OF SOUTH HILL SERVICE AREA IMPROVEMENTS
Lump Sum Increase overflow elevation of Northview
water storage reservoir $ 25,000
1800 L.F. 12-inch distribution system main from
Pearsall pressure reducing valve to
Coddington Road $ 80,000
OWN 800 L.F. 8-inch distribution system main between
Ridgecrest system and main to Danby Road
tank including PRV pit $ 50,000
0"
ESTIMATED TOTAL PROJECT COST $ 155,000
ESTIMATED COST OF TROY ROAD SERVICE AREA EXTENSION
4000 L.F. 8-inch distribution system main along
Coddington Road to East King Road $ 160,000
4600 L.F. 8-inch distribution main along Coddington
Road between East King Road and the Town
opt, Line $ 180,000
ESTIMATED TOTAL PROJECT COST $ 340,000
ESTIMATED COST OF PRESSURE ZONE IMPROVEMENTS FOR
TROY ROAD SERVICE AREA
Lump Sum 150,000 gallon water storage reservoir for
expanded Troy Road service area relocated $ 190,000
2000 L.F. 8-inch distribution main between Troy
Road pump station and new Troy Road
storage reservoir $ 80,000
3600 L.F. 8-inch distribution system main along
East King Road to Coddington Road $ 140,000
ESTIMATED TOTAL PROJECT COST $ 410,000
A-5
ESTIMATED COST OF IMPROVEMENTS FOR RIDGECREST SERVICE AREA
Lump Sum 3-inch pressure reducing valve installed
in King Road pit $ 3,000
Lump Sum 8-inch interconnection across Danby Road
(south end) $ 20,000
OWN
ESTIMATED TOTAL PROJECT COST $ 23,000
0"
A-6
-, WEST HILL SERVICE AREA
OWN ESTIMATED COST OF IMPROVEMENTS AND EXPANSIONS FOR EXISTING
WEST HILL SERVICE AREA (TRUMANSBURG ROAD)
5200 L.F. 12-inch distribution system main along
owe Trumansburg Road from tank to nursing
home $ 250,000
2500 L.F. 8-inch distribution system main along
Bundy Road from Trumansburg Road $ 100,000
5000 L.F. 8-inch distribution system main along
Trumansburg .Road to DuBoise Road north
to Town line $ 200,000
ESTIMATED TOTAL PROJECT COST $ 550,000
ESTIMATED COST OF NEW SERVICE AREAS ON WEST HILL - ALTERNATE I
Lump Sum Booster pump station to serve Trumansburg
Road between DuBoise Road and Wolf Lane $ 150,000
+-+ 5500 L.F. 8-inch distribution system main along
Trumansburg Road from DuBoise Road to
Wolf Lane $ 220,000
4000 L.F. 8-inch distribution system main from
Trumansburg Road to storage reservoir $ 160,000
Lump Sum 150,000 gallon water storage reservoir
for West Hill high service zone including
site work, foundation and controls $ 190,000
SUBTOTAL ESTIMATED PROJECT COST $ 720,000
Lump Sum Booster pump station to serve Elm Street
extension area $ 150,000
5800 L.F. 8-inch distribution system main from City
line along Elm Street Extension $ 230,000
Lump Sum 150,000 gallon water storage reservoir.
for West Hill service zone including site
work, foundation and controls $ 190,000
SUBTOTAL ESTIMATED PROJECT COST $ 570,000
(cont'd)
A-7
Lump Sum Booster pump station to serve West Hill
high service area (Elm Street extension) $ 150,000
8100 L.F. 8-inch distribution system main along
Elm Street extension to water storage
reservoir including service to Valley
View Road $ 310,000
Lump Sum 150,000 gallon water storage reservoir
for West Hill high service zone including
site work, foundation and controls $ 190,000
SUBTOTAL ESTIMATED PROJECT COST $ 650,000
r
ALTERNATE I - ESTIMATED TOTAL PROJECT COST $1,940,000
"' ESTIMATED COST OF NEW SERVICE AREAS ON WEST HILL - ALTERNATE II
(PHASE I)
Lump Sum Hydropneumatic tank and pump system to
serve Trumansburg Road between DuBoise
Road and Wolf Lane $ 170,000
5500 L.F. 8-inch distribution system main along
Trumansburg Road from DuBoise Road to
Wolf Lane $ 220,000
SUBTOTAL ESTIMATED PROJECT COST $ 390,000
Lump Sum Hydropneumatic tank and pump system to
serve Elm Street extension area $ 170,000
4800 L.F. 8-inch distribution system main from City
line along Elm Street extension including
" West Haven Road and Valley View Road $ 190,000
SUBTOTAL ESTIMATED PROJECT COST $ 360,000
MINN ALTERNATE II - PHASE I - ESTIMATED TOTAL PROJECT COST $ 750,000
r-,
A-8
ESTIMATED COST OF NEW SERVICE AREA IMPROVEMENTS - ALTERNATE II
(PHASE II)
4000 L.F. 8-inch distribution system main from
Trumansburg Road to storage reservoir $ 160,000
Lump Sum 150,000 gallon water storage reservoir
for West Hill high service zone including
site work, foundation and controls $ 190,000
"^ SUBTOTAL ESTIMATED PROJECT COST $ 350,000
1000 L.F. 8-inch distribution system main to West
Haven Road storage reservoir $ 40,000
Lump Sum 150,000 gallon water storage reservoir
(Elm Street Extension) including site
work, foundation and controls $ 190,000
SUBTOTAL ESTIMATED PROJECT COST $ 230,000
Lump Sum Booster pump station to serve West Hill
high service area (Elm St. extension) $ 150,000
8100 L.F. 8-inch distribution system main along Elm
Street extension to water storage reservoir
including service to Valley View Road $ 310,000
Lump Sum 150,000 gallon water storage reservoir for
West Hill high service zone including site
., work, foundation and controls $ 190,000
SUBTOTAL ESTIMATED PROJECT COST $ 650,000
ALTERNATE II - PHASE II - ESTIMATED TOTAL PROJECT COST $1,230,000
ALTERNATE II - PHASE I & II - ESTIMATED TOTAL PROJECT COST $1,980,000
A-9
APPENDIX B
COMPUTER ANALYSIS
Computer data files for the distribution system subareas investigated are
stored at Stearns & Wheler. These data files are readily accessible for
updating the distribution system characteristics, modeling normal distribution
system operations, and evaluating proposed modifications. Complete computer
MIN modeling information has been transmitted to the Town for their records. The
information includes final computer printouts and piping schematics for the
service zones modeled.
Typical computer data for the Pine Tree subarea is presented here to
illustrate the use of the distribution network analysis program. The data on
sheet B2 summarizes the system data input into the program. The results of
the computer run are given on sheet B3. A schematic diagram used to depict
the Pine Tree system is shown on B4.
The required input data is listed on B2 and includes a description of each
pipe and a breakdown of estimated water use. Each pipe and node (junction) is
numbered for computer identification and characterized by its length and C-
value (roughness). Fixed grades are hydraulic elevations for a tank, a PRV or
other point of constant pressure. Each node or junction is assigned a water
use demand (gpm) and an elevation is inserted if the data is available.
The output data on B3 is introduced by a heading describing the operating
characteristics for the computer run. For each pipe, the flowrate and
headloss through the pipe are calculated. A positive number for the flow rate
indicates that the flow is going from node 2 to 3. A negative number would
indicate that the flow is in the opposite direction. The node output lists
the demands, hydraulic grade line and pressure at each node (pipe junction)
for the conditions of the run.
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... LEG(L"D: FIGURE I
WATER SYSTEM INVESTIGATION
rp9 - PROPOSED IMPROVEMENTS .
TOWN OF ITHACA- NEW YORK
�� 7/82-REV 12/82 JOB NO 1084