HomeMy WebLinkAboutStearns & Wheeler 1983 Water System Improvements Study REPORT ON WATER SYSTEM IMPROVEMENTS TOWN OF ITHACA, NEW YORK February 1983 I ' n , 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. -B1- I � i i 1 { •� f l R'�t •, { i 1 1 � , f { { f k I r I W I .. pp i I o o { o { O W CL w p 4 Cl)M. 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