WATER SUPPLY AND WATER QUALITY
CONTROL STUDY
CHEMUNG RIVER BASIN
PA. - N.Y.
(Tioga - Hammond-Cowanesque Reservoir)
L.
STUDY OF NEEDS AND VALUE OF STORAGE FOR
WATER SUPPLY AND WATER QUALITY CONTROL
U.S. DEPT. OF THE INTERIOR
FEDERAL WATER POLLUTION CONTROL ADMIN.
MIDDLE ATLANTIC REGION
CH AR LO T TE S V I L LE VIRGINIA
MAY 1969
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uS
WATER SUPPLY AND WATER QUALITY CONTROL STUDY
TIOGA-HAI-1MOND-COWANESQUE RESERVOIRS
Chemunp; River Basin
Pennsylvania and New York
An investigation has been made which discloses
that storage for streamflow regulation in the Tioga-
Hammond-Cowanesque Reservoirs can contribute to municipal
and industrial water supply and water quality control pur-
poses in the Chemuiiff Hiver Basin. These conclusions are
based on demographic, economic, and engineering studies.
Future condition? are based en projected population and
industrial growth.
Prepared at the request of the U, S. Department of the Army,
Baltimore District, Corps of Engineers, Baltimore, Mary]and
U. S. Department of the Interior
Federal Water Pollution Control Administration
Middle Atlantic Pegion
Charlottesvilie, Virginia
May 1969
^ «"• \
Regional Tenter for Fn\ironmcnUl Informatioo
US EPA Region 1U
1650 Arch St
Philadelphia. PA 1910?
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U.S. EPA Region III
Regional Center for Environmental
Information
1650 Arch Street (3PM52)
Philadelphia, PA 19103
TABLE OF CONTENTS
Page
I. INTRODUCTION ........... 1-1
Request and Authority .............. 1-1
Purpose and Scope ................ 1-1
Acknowledgments ................. 1-2
II. SUMMARY OF FINDINGS AND CONCLUSIONS ....... II - 1
Findings ............. II - 1
Conclusions .. ........ ......... II - 2
III. PROJECT DESCRIPTION ............... Ill - 1
Location ... ............ Ill - 1
Streamflow .................... Ill - 1
Water Quality .................. Ill - 2
IV. STUDY AREA DESCRIPTION .,..,....0.0.. IV - 1
Location and Boundaries . . . „ „ . . IV - 1
Geography ............. IV - 1
Climate ..................... IV - 2
Principal Communities and Industries ....... IV - 2
V. WATER RESOURCES OF THE STUDY AREA V - 1
Quantity ..................... V - 1
Quality ..................... V - 1
VI. THE ECONOMY ................... VI - 1
Introduction ................... VI - 1
Present Economy ............ VI - 1
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TABLE OF CONTENTS (Continued)
Page
Future Economy ....... ..... VI - 2
VII. MUNICIPAL AND INDUSTRIAL WATER SUPPLY VII - 1
Past and Present Water Uses VII - 1
Existing Sources of Ground and Surface Water . . . VII - 2
Quantity ................. „ . . . VII - 3
Quality ..................... VII - 5
Future Water Requirements ...... VII - 5
VIII. WATER QUALITY CONTROL ........ . VIII - 1
Municipal and Industrial Pollution ........ VIII - 1
Mine Drainage Pollution ............. VIII - 8
Water Quality Standards VIII - 10
Water Pollution Control Programs VIII - 15
Flow Regulation VIII - l6
Mine Drainage Abatement Measures ......... VIII - 2U
IX. BENEFITS ..................... IX - 1
Water Supply IX - 1
Water Quality .................. IX - 3
Mine Drainage .................. IX - 7
APPENDICES ....... o . * ...... c „,.,.. A - 1
11
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LIST OF TABLES
Table Page
1 Elevations and Storage Volumes for the
Proposed Reservoirs Ill - 3
2 Streamflow Characteristics <,. V - 2
3 Present Municipal Water Supply VII - 3
^ Present Industrial Water Supply .......... VII - h
5 Projected Municipal Water Needs VII - 6
6 Municipal and Industrial Water Supply Needs .... VII - 8
7 Required Stream Flow to Meet Projected Water
Supply Needs at Elmira VII - 12
8 Storage Requirements at Tioga-Hammond and
Cowanesque Reservoirs to Meet Projected Water
Supply Needs at Elmira VII - 12
9 Municipal and Industrial Wastes VIII - 2
10 Chemung River Basin Stream Classifications .... VIII - 12
11 Stream Use and Criteria Designations,
Pennsylvania Portion of the Chemung
River Basin VIII - 13
12 Pennsylvania Specific Stream Criteria V11I - lit
13 Flow Requirements to Maintain 5.0 mg/1 Average
DO Objective in the Chemung River Downstream
from Corning-Elmira Water Service Areas VIII - 18
Ik Storage Requirements at Tioga-Hammond and
Cowanesque Reservoirs to Meet Projected Flow
Requirements in the Chemung River Downstream
from Corning-Elmira Water Service Areas VIII - 19
15 Storage Requirements at Tioga-Hammond and
Cowanesque Reservoirs to Meet Projected Flow
Requirements in the Chemung River Downstream
from Corning-Elmira Water Service Areas
(Ground Water Used to Satisfy All Water
Supply Weeds at Elmira) VIII - 19
iii
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LIST OF TABLES (Continued)
Table Page
l6 Tioga River - Crooked Creek, Flov Regulation,
Alkalinity Control VIII - 23
17 Estimated Tangible Benefits to Mine
Drainage Abatement ..... VIII - 27
18 Reservoir Storage for Water Supply IX - 2
19 Comparison of Water Quality Management
Alternatives IX - 5
IV
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LIST OF FIGURES
Figure Page
1 Location Map 1-3
2 Profile of Flow, Net Alkalinity of Tioga
River and Tributary Contributions of
Net Alkalinity V - 6
3 Profile of pH, Manganese, Iron, and
Sulfate Concentration and Net
Alkalinity V - 7
h Surface Water Needs at Tioga-Hammond-
Cowanesque Site for 9&% Protection
Level at Elmira VII - 13
5 Elkland Leather Company Waste Treatment
Facilities VIII - h
6 Flow Regulation Storage Requirements as
Affected by Water Supply Withdrawals
(85$ BOD Removal) VIII - 20
7 Flow Regulation Storage Requirements as
Affected by Water Supply Withdrawals
(90% BOD Removal) VIII - 21
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I. INTRODUCTION
REQUEST __AND_ AUTHORITY
In a letter dated October 1, 1.965, the Baltimore District of
the Corps of Engineers requested, a study of the Tioga-Iifwimoncl P.eaer-
voir Project near Tioga, Pennsylvania, to evaluate the need for
reservoir storage for water supply and water quality control in the
Tioga River and Chemung River Basins.
In a letter dated December 20, 1966, the Baltimore District
of the Corps of Engineers requested a similar study for the Cowanesque
Reservoir Project on the Cowanesque River. Due to the close proximity
of the Cowanesque and the Tioga-Hammond Projects, agreement was
reached to include evaluations of both Projects in this report.
The water supply portion of this study vas made in accordance
with the Memorandum of Agreement dated Noverber h, 1958, between the
Department of the Army ana the Department cf Health. Education, and
Welfare relative to the Water Supply Act of 1958, as amended (1+3 U.S.C.
3906). The water quality control aspects are considered under author-
ity of the Federal Water Pollution Control Act, as amended (33 I.'.H.C.
1*66 et seq). Responsibility for these activities was transferred
from the Department of Health, Education, and Welfare to the Depart-
ment of the Interior by Reorganization Flan No. 2 of 19 60,
May 10, 1966.
PURPOSE AND SCOPE
The purposes of this study are to determine the need for and
value of reservoir storage for municipal and industrial water supply
and the contribution that flow regulation by the Tioga-Hamrcor.cL-
Cowanesque Reservoirs could make to water quality control in tr»
Tioga River and Chernung River Basin?. The objectives cf the study
included: (l) identification of present municipal and industrial
water uses and waste loads; (2) estimation of future water retire-
ments and waste loads based on economic projections; ('.) determina-
tion of waste treatment and streamflow required to meet, established
water quality objectives; and CO determination or costs which can
be used to derive the value of reservoir storage for water supply
and for water quality control.
The study area is comprised of the entire Tioga-Cnerraru- River
Basin, including the Cowanesque, Canisteo, and Cohocton River Water-
sheds. Geographically, this area includes portions of three count"'es
in Pennsylvania and portions of seven counties in New York.
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_ p
The design period of the study on water supply and. water
quality control needs is 50 years, from 1970 to 2020. The base year
is taken as 1970.
ACKNOWLEDGMENTS
The cooperation and assistance of the following Federal, State,
a.nd local agencies are gratefully acknowledged:
U. S. Army Engineer District, Baltimore Maryland
U. S. Geological Survey, Harrisburg, Pennsylvania
U. S. Geological Survey, Ithaca, New York
U. S. Department of Commerce
U. S. Weather Bureau, Asheville, North Carolina
Pennsylvania Department of Health, Harrisburg,
Pennsylvania
New York Department of Health, Albany, New York
New York Conservation Department
Local Municipal Officials
Local Industrial Officials
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M P K I N S
T I 0 G A
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PA
F 0 R 0
10
BUFFALO
ALBANY ,'
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HARRISBURG\
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LOCATION MAP
SCALE IN MILES
10 20
30
40
WATER SUPPLY S WATER QUALITY CONTROL STUDY
SUSQUEHANNA RIVER BASIN
CHEMUNG RIVER SUB BASIN
U.S. DEPARTMENT OF THE INTERIOR
FEDERAL WATER POLLUTION CONTROL ADMINISTRATION
MIDDLE ATLANTIC REGION CHARLOTTESVILLE.VA.
FIG. I
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II - 1
SUMMAPY OF FinniNGS ANT) CONCLUSIONS
FINDINGS
1. The Baltimore District, U. S. Army Corps of Engineers,
is considering construction of two multi-purpose reservoirs in the
upper portion of the Tioga-Chernung River Basin. The site of the
proposed Tioga-Hammond Reservoir Project is located in Pennsylvania
at the confluence of Tioga Fiver and Crooked Creek, approximately
seven miles south of the Pennsylvania-New York State Line. The pro-
posed Cowanesque Reservoir Project site is located in Pennsylvania
on the Cowanesque River, approximately three miles upstream from the
point where the Cowanesque joins the Tioga River.
2. The study encompasses all of the Tiotj „ River anu Caemung
River Basins, having a drainage area of about 2.5,-'., o ^,-^re ,:...,,' , ;vy'.";
square miles of which are in Pennsylvania, Included are portions of
Bradford, Potter, and Tioga Counties in Pennsylvania, and parts of
Allegheny, Caemung, Livingston, Ontario, Schuyler, Steuben, and Yates
Counties in New York.
3. Principal communities within the study area are the Cities
of Corning, Elmira, and Hornell and the Village of Bath in New York,
and the Boroughs of LTkland, Mansfield, and Westfield in Pennsylvania.
The I960 population of these seven communities was approximately
200,000 persons, about half of whom were iocaled in the City of
Elmira. The Cities of Corning and Bath are the next two larger
communities, with populations of 36,172 and PC,972, respectively.
k. The major industries in the study area are the Corning
Gl;-.;s Works at Corning and the Great Atlantic and Pacific Tea Company,
?r.:* Pa^e Division, at Elnira. Smaller industries, including metal
fabrication plants and dairy processing plants, are centered around
Elmira and Corning. Lumbering, dairying, ?nd general farming type
activities are scattered throughout trie study area. In addition,
the New York State Electric and Gas Corporation has a steam electric
generating; station at East Cornirv., -jew York.
5. The 3 965 municipal ar.d industrial water use in the study
area was estimated at 81.1 mrcd, of vr.ich '43.2 rifrd was usc,-j for
cooling by the New York State Electric and c^as Corporation.
6. Estimates of treated ana '...rrtreatpd municipal and indus-
trial wastes in 19^5 indicate about 26,000 pounds per day of ultimate
BOD were contributed to the waters of tne study area.
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7. Localized pollntior; yresently occurs <;'.jwr.slre?U!: from 'iiost
of the larger coiiimunitie?, particularly luring periods of lov flow.
8. The Covanesque Rivj-r is int*.-Tiit,tently degraded downstream
from tne Boroughs of Vestfield and Lllkland., TJennnylvania, whi r:h dis-
charge priinary and secondary ov\?a lenient Bastes, respectively. In addi-
tion, wastes from a tannery at WestfieJc are discharged following the
equivalent of primary treatise;."': ard i"rc."i a l.aririery at El'k'rn.d after
receiving the equivalent of" Intermediate treatment. The tarnery at
Elkland discharges sludge fr-,r the rri.~ary f>et',;. ;ng unit.s to drying
beds located on the CowaneaG',;-: flood pldir.. These beds -are subject
to inundation and scour during extreme ."j.oocs fcrfs.
9. Untreated munic;r;fil and in;tj.ufcria] wastes: result in the
degradation of the Canistec River 'lovns-treatr fron Horne.'l, Kew YcrX.
During periods of low flow, extremely .lov to >:ero dissolved oxygen
levels have been reported for '-< iiritar,?e of t-en miles.
10. Localized degradation of the rher-:tm^ Rive:' r:-curs down-
stream from the Village of PgJrted Fos '<-, vith no re se*.ere degradation
ocjpurring downstream from the waste outfall.:, cf the O'ties of Corning
and Elmira.
11. Mine drainage is by far the rnost widespread pollution
problem in the Chemung River Basin. The Tioga Fiver, flowing north-
ward through Tioga County, receives mine drainage prir-ipally from
three small tributaries, Morris Run, Ccnl Run, and 3ea- P'jn. The
net effect in the Tioga, River Is the virtua] destruction of all
biological and aquatic lifo .in the Pivc^ for M fUstar.ce of about 38
miles .
12. The Tioga and r'hemung Rivers g.re interstate streans with
established water quality standards. The primary uses to be pre-
served by maintaining vater quality in these waters arc recreation,
sports fishing, and municipal and industrial water supply.
CONCLUSIONS
1. The population of the study area is expected to increase
to 711,500 by the year 2020, with the major growth occurring around
Corning and Elmira, New Yor=?.
2. Municipal water use in the study area is estimated to
increase from 19-5 mgd at present to 13^ mgd by year 2020. Of this
projected quantity, Elmira is expected to need about 90 mgd.
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II - 3
3. Industrial water use in the study area is expected to
increase from the current 6h.6 mgd to 110 mgd by year 2020. Industry
in the Elmira area is projected to use about 75 percent of this
quantity.
k. Investigations of the study area indicate that existing
natural strearaflows, presently developed groundwater supplies, and
further development of groundwater resources could adequately meet
the projected municipal and industrial needs of Mansfield, Westfield,
Elkland, Hornell, Bath, and Corning.
5. By the year I960, Elmira is expected to experience water
shortages unless provisions are made for further development of ground-
water resources or reservoir storage. Preliminary estimates of sub-
surface conditions in the vicinity of Elmira indicate that with
artificial recharge, groundwater reserves might be developed to meet
the needs through year 2020. However, the uncertainties of feasibly
developing a large well system to continuously supply needs of 172
mgd has precluded its consideration in this report as a favorable
alternative to surface water development. Additional investigation
of the groundwater development alternative is necessary.
6. If surface water is used to meet Elmira's increasing water
supply needs, including industrial cooling water, reservoir storage
of approximately 37,000 acre-feet would be required through year 2020.
Excluding industrial cooling water, approximately 29,500 acre-feet
would be required.
7. Since sufficient data were not available to accurately
assess the expansion benefits foregone in the absence of an adequate
water supply system, the water supply benefits for the purposes of
this report were considered to be equal to the least costly alternative.
Storage in a single-purpose reservoir to meet the projected needs at
Elmira would, therefore, yield minimum average annual benefits of
$609,900, with storage for industrial cooling water being provided,
or $^86,300 excluding cooling water. If it were possible to accurately
estimate the intangible benefits of an assured ample supply of water,
it is felt that the total benefits to Elmira would be substantially
greater than the above figure.
8. It is estimated that the municipal and industrial waste
loadings to the Chemung River by year 2020 from Corning and Elmira
will amount to about 42,200 pounds of ultimate BOD, following secon-
dary treatment with 85 percent BOD removal. This is more than twice
the 1965 loading from these two communities.
9. With the anticipated growth in the Corning and Elmira
areas, the residual waste loads after secondary treatment from these
communities will exceed the assured stream assimilative capacity of
the Chemung River by the year 1980. With secondary treatment
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II -
provided at the two communities, flow requirements to maintain cri-
teria established by water quality standards are estimated to range
from approximately 176 cfs in 1980 to more than 500 cfs by 2020
during the critical summer and early fall months.
10. Flow regulation from the proposed Tioga-Hammond and Cow-
anesque Reservoirs could meet the projected water quality management
needs either alone or in combination with increased levels of BOD
removal resulting from advanced waste treatment. If secondary treat-
ment is provided throughout the study periods, approximately 66,500
acre-feet of reservoir storage would be required. The average annual
cost to provide this storage is approximately $1,160,500. If the
level of treatment is increased to provide 90 percent removal of BOD
reaching the Chemung River, approximately 27,000 acre-feet of storage
would be needed. The combined reservoir and advanced waste treatment
costs would be approximately $725,700 annually. With waste treatment
efficiency of approximately 95 percent BOD removal, the need for
reservoir storage would be eliminated. Advanced waste treatment
costs in this case are estimated at $727,600 annually.
11. The minimum benefits attributable to flow regulation were
assumed to be equal to the least costly alternative, believing the
benefits of providing clean water for the intended areas were at least
equal to the least cost of obtaining it. Hence, for the purposes of
this report, the average annual value of the benefits resulting from
flow regulation is estimated at $725,700.
12. Flow regulation should yield greater intangible benefits
than advanced waste treatment, since it would permit increased in-
stream use of streamflow, minimize water quality degradation by
natural pollution in surface runoff and by industrial cooling water
discharges, maintain stream levels during otherwise low flow condi-
tions throughout the year, and provide water quality enhancement for
the upstream 20-mile reach between Corning and the proposed reservoirs,
13. The primary beneficiaries from flow regulation are the
people, both within and outside the Basin, who use the Chemung River
for recreation or fishing or who appreciate the value of clean streams.
The value of recreational and sport fishery benefits possible with
assured flow and quality in the Chemung River downstream from Corning
and Elmira has been estimated at about $166,000 annually. Additional
benefits are attributable to water quality improvements as a result
of aesthetic enjoyment and the maintenance of property values in the
vicinity of the stream. These and other intangible benefits cannot
be adequately measured at this time.
1^. The benefits are widespread in scope, occurring over ^5
miles of stream and appear sufficient in magnitude to warrant pro-
vision of the required volume of storage for flow regulation.
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II - 5
15. If adequate storage cannot be provided in the proposed
Tioga-Hammond-Cowanesque Reservoirs to meet the water supply and
water quality control needs, other potential reservoirs such as in
the Canisteo or Cohocton watershed should be considered.
16. The use of storage to blend stored alkaline and acid
waters in the Hammond and Tioga Reservoirs would contribute to the
maintenance of downstream water quality. However, it is not con-
sidered sufficient to assure that standards would be met on a
continuous basis.
17. In order to enhance water quality and maintain the
quality standards in the reaches presently degraded by mine drainage,
abatement measures consisting of land reclamation and collection and
treatment appear necessary.
18. The average annual cost of the abatement plans recommended
in a contract study report to FWPCA was estimated at $707,000, amortized
over 30 years or $^55,000 over 300 years.
19. Elimination of mine drainage would provide substantially
increased recreational, sport fishery, and agricultural uses of the
Tioga River and would result in improved water quality for recrea-
tional use of the proposed Tioga Reservoir. In addition, a reduction
in construction, operation, and maintenance costs of the Tioga-
Hammond Dams could be realized. Estimated benefits attributable to
the mine drainage abatement program are valued at about $303,000
annually.
20. Other benefits which are difficult to estimate but which
could accrue from the mine drainage abatement program include:
a. The reduction of damages associated with erosion
and corrosion of concrete and metal structures.
b. The increased value of reclaimed mining areas and
property adjacent to acid degraded streams.
c. Greater potential for economic growth and develop-
ment in the areas presently plagued with the mine
drainage problem.
21. Implementation of the abatement plan in the Tioga River
Watershed could serve to verify costs and effectiveness of suggested
abatement measures and could serve as a demonstration model for
implementing similar actions in other mine drainage problem areas.
22. To lessen the possibility of inundation and scour of the
sludge beds at the Elkland Leather Company during peak flood flows
and to minimize adverse effects on the recreational use of the pro-
posed Cowanesque Reservoir, the following alternatives were suggested
for further consideration:
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II - 6
a. Raise the dikes around the sludge beds to increase
the degree of protection from flooding, and
b. Initiate a sludge management program to insure the
sludge beds located in the flood plain are empty
during the winter and spring high flow months.
23. Another concern of the tannery wastes, particularly the
sludge, was the possibility of pathogenic organisms, from the hides
of diseased animals, surviving the treatment process. However, it
was concluded that the probability of organism survival was remote
as a result of the tannery processing methods and the high pH main-
tained in the processing and waste treatment facilities. Nevertheless,
a sampling program to verify the absence of these organisms appears
warranted prior to operation of the proposed reservoir.
2k. Nutrients and color discharged by the tanneries at West-
field and at Elkland pose potential problems to the recreational
usage of the Cowanesque Reservoir. Appropriate treatment facilities
are necessary to reduce residual color in the waste stream. Post-
operative surveillance measures should be undertaken to determine
nutrient levels in the reservoir and to initiate corrective action
if there is indication of eutrophication attributable to the tannery
wastes.
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III. PROJECT DESCRIPTION
LOCATION
Two reservoir sites in the upper portion of the Tioga-Chemung
River Basin are presently being considered by the Corps of Engineers
for multi-purpose development for flood control, recreation, and flow
regulation for water supply and water quality control (see Figure l).
The Tioga-Hammond Reservoir Project is comprised of two sepa-
rate dams located on the Tioga River and Crooked Creek, respectively.
Present planning provides for a flood control channel to be constructed
between the two reservoir pools at a pre-set elevation. Water from
either pool could be diverted through the channel in case of flood
conditions in either the Tioga River or Crooked Creek. The Tioga-
Hammond Project is located approximately seven miles soutn of the
Pennsylvania-New York Border, in Tioga County, Pennsylvania.
The Cowanesque Reservoir Project is located on the Cowanesque
River approximately three miles upstream from the point where the
Cowanesque joins the Tioga River. The Cowanesque Reservoir is also
located in Tioga County, within the Commonwealth of Pennsylvania.
STREAMFLOW
The proposed Tioga-Hammond Reservoir Project would control
runoff from kOO square miles of drainage, 280 square miles from the
Tioga River and 120 square miles from Crooked Creek. The average
annual discharge of the Tioga River at the Tioga gaging station at
the Project site is 333 cfs, with a minimum flow of it. 5 cfs and a
maximum flow of 39,000 cfs, based on 2k years of record. For Crooked
Creek, the average annual discharge at the Project site is 112 cfs,
with a minimum flow of 2.1 cfs and a maximum flow of 10,900 cfs,
based on nine years of record.
The proposed Cowanesque Project would control runoff from
a drainage area of 298 square miles. The annual average discharge
of the Cowanesque River, at the Lawrenceville gaging station imme-
diately downstream from the Project site, is 290 cfs, with a minimum
flow of 0.8 cfs and a maximum flow of 18,300 cfs, based on 11 years
of record.
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Ill - 2
WATER QUALITY
Tioga River and Crooked Creek
Water quality sampling investigations from June to November
1965 and 1968 indicate that municipal and industrial pollution in
the Tioga River at the Project site is relatively minor. Sampling
records show dissolved oxygen (DO) values of 7 to 12 rag/I in the
reach above the Project site. However, mine drainage adversely af-
fects the Tioga River over a 38-mile section from Blossburg, Pennsyl-
vania, to the confluence with the Canisteo River, approximately l6
miles downstream from the Project site. The Federal Water Pollution
Control Administration's 1965 arid 1968 sampling records immediately
upstream from the Project site show pH values ranging from 3.0 to
5.5 (usually U.O or greater), total iron concentrations ranging from
0.1 to 5-7 mg/1, and manganese concentrations that occasionally
exceed h mg/1. A biological survey conducted in this 38-mile reacn
between July and October 1965 indicated that the stream was generally
devoid of benthic organisms and fish life. Conversely, tne water
quality of Crooked Creek is conducive to fish and aquatic life
propagation. Mine drainage is non-existent in Crooked Creek; hence,
negligible manganese and iron concentrations prevail, while the pH
varies between 6.2 and 9.^. Hardness values range from hQ mg/1 to
Ihl mg/1.
Cowanesque River
The 1965 investigations indicated localized impairment to
water quality, primarily downstream from the Boroughs of Westfield
and Elkland, Pennsylvania. Sampling results during the late summer
months exhiuited dissolved oxygen values as low as 2 mg/1 downstream
from each of these areas but indicated recovery taking place in the
vicinity of the reservoir site. Sampling results at the Project
site exhibited dissolved oxygen values in the range of 5 to 10 mg/1.
The presence of heavy algal growths was noted in the stream during
a more recent investigation (October 1968) in the vicinity of Elkland
and extending downstream to the confluence with the Tioga River.
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Ill - 3
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IV - 1
IV. STUDY AREA DESCRIPTION
LOCATION AND BOUNDARIES
The study area for the proposed Tioga-Hammond and Cowanesque
Reservoir Projects contains all of the Tioga River and Chemung River
Basins, including the Cowanesque, Canisteo, and Cohocton tributary
Watersheds (see Figure l).
The Project study area has a watershed area of approximately
2,530 square miles, of which 690 square miles are in the Commonwealth
of Pennsylvania. Included within the boundaries of the study area
are parts of Bradford, Potter, and Tioga Counties in Pennsylvania,
and parts of Allegheny, Chemung, Livingston, Ontario, Schuyler, Steu-
ben, and Yates Counties in New York. The Chemung River Basin is
bounded by the Finger Lakes of New York on the north, by the Susque-
hanna River Basin on the east, by the West Branch Susquehanna River
Basin on the south, and by the Genesee and Allegheny River Basins on
the west.
The major tributaries of the Chemung River are the Tioga and
Cohocton Rivers. The Tioga River, with its headwaters in the western
portion of Bradford County, Pennsylvania, flows in a. southwesterly
direction into Tioga County, Pennsylvania, and, thence in a northerly
direction to join the Cohocton River at Painted Post, New York. The
total length of the Tioga River is 58 miles, of which lib miles are
in Pennsylvania. The major tributaries of the Tioga River are Crooked
Creek, Canisteo River, and Cowanesque River. Tne Cohocton River
originates in Livingston County, New York, and flows in a south-
easterly direction for a distance of 55 miles to join the Tioga River
in forming the Chemung River. From the confluence of the Tioga and
Cohocton Rivers, the Chemung River flows k$ miles in a southeasterly
direction to the Susquehanna River.
GEOGRAPHY
Located within the Allegheny Plateau physiographic province,
the study area is characterized by broad, wide valleys and steep,
rounded hills. Shale and sandstone, along with coal in the upper
Pennsylvania portion of the study area, are tne dominant geological
formations. Most of the stream channels in the study area are
bordered by wide, alluvial flood plains containing deposits of
glacially derived boulders and gravel. Stream gradients vary from
90 feet per mile to two feet per mile.
Many of the alluvial valleys are devoid of tree cover, and
their capability to store rainfall has diminished, despite extensive
reforestation in recent years. In contrast, the hills in the study
-------
IV - 2
area are steep, rugged, uncultivated, and heavily wooded. Heavy
runoff from the steep hills, coupled with the decreased ability of
the valleys to hold rainfall, causes extreme flow variations in the
study area. Flood control works are evident throughout the study
area. Two single-purpose reservoirs and a number of local flood
control projects (such as levees, flood walls, and channel improve-
ments) have been constructed to provide flood protection for parts
of the study area.
CLIMATE
Annual precipitation within the study area, based on TO years
of record, is approximately 30 to ho inches. Rainfall intensities
fluctuate as much as stream flows, with a maximum value of 12 inches
in H8 hours recorded. The mean temperature is U8° F., with a mean
monthly low of 26° F. occurring in January and a mean monthly high
of 71° F. occurring in July.
PRINCIPAL COMMUNITIES AND INDUSTRIES
Principal communities within the study area are the Boroughs
of Mansfield, Westfield, and Elkland in Pennsylvania; the Village of
Bath, and the Cities of Elmira, Corning, and Hornell in New York.
The largest industries in the Chemung River Basin are the
Corning Glass Works at Corning, New York, and the Great Atlantic and
Pacific Tea Company, Ann Page Division, at Elmira, New York. Smaller
industrial establishments within the study area are the Ingersoll-
Rand Company at Painted Post, Hew York; the Sperry-Rand Corporation
at Elmira, New York; the Bendix Corporation at Elmira, New York. In
addition, the Hew York State Electric and Gas Corporation has a steam-
electric generating station located at East Corning, New York.
-------
V - 1
V. WATER RESOURCES OF THE STUDY AREA
QUANTITY
Information from the U. S. Geological Survey indicates that
groundwater sources within the study area are numerous. Underlying
or within a mile of most of the major water users are glacial lake
and stream deposits of sufficient thickness to provide wells with
yields of 500 to 9,000 gpm.
The study area has a humid climate, providing a large supply
of water; and there is no foreseeable overall shortage. The ground-
water resources appear to be ample to meet the expected future needs;
howeve>* l'i~ ~ •-•''*»-- t -•«•'- levelop may be those of seasonal avail-
ability or' -; . — - , i, ,-r ,,.e total resource.
Surface water flows in the Chemung River Basin demonstrate
distinct seasonal variations. Average to high discharges prevail
from November through June, with low flow conditions existing during
the months of July through October.
Flows in the various streams of the study area show consider-
able fluctuation. The variation is due, in part, to the rapid runoff
from the steep hills and the lack of cover in the alluvial valleys
and the physical size of the individual streams themselves. Stream-
flow characteristics for various locations on the major streams in
the study area are given in Table 2.
QUALITY
Information from the U. S. Geological Survey indicates that
groundwater quality in the study area is characteristically hard,
with concentrations of 200 to 300 mg/1 not uncommon in many wells.
Excessive iron and/or chloride concentrations are a problem locally,
but their occurrence in groundwater from glacial deposits is rare.
Ranges in values for important groundwater quality indicators, pro-
vided from unpublished information in files of the U. S. Geological
Survey, are summarized in the following Table. The 25, 50, and 75
percent values are extracted from a normal frequency distribution of
available chemical analyses of groundwater in the upper Susquehanna
River Basin.
-------
V - 2
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V - 3
IMPORTANT GROUHDWATER QUALITY INDICATORS
Indicator
Iron
Manganes e
Sulfate
Chloride
Nitrate
Dissolved Solids
Hardness
pli
25^
0.0k
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190
150
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7.8
All values except pH in mg/1.
Percentage of wells for which indicator concentrations are equal
to or less than the value shown.
The Tioga River, originating in Bradford County, Pennsylvania,
is classified as a trout stream. Flowing northward through Tioga
County, however, the stream receives mine drainage from several small
tributaries. Virtually no biological or fish life exists in the
stream reach from Blossburg, Pennsylvania (Stream Mile 86.5), to the
confluence with Canisteo River in Hew York (Stream Mile 48.7).
Figures 2 and 3 illustrate profiles of mean concentrations of mine
drainage constituents sampled in the Tioga River. (NOTE: Net alka-
linity, as snown in Figures 2 and 3, is the c3ifference between the
acidity titration to a pii of 8.3 and the alkaline titration to a pH
of k.5; the difference being positive for alkaline water and negative
for an acidic water.) Although alkaline water from Crooked Creek
discharges to the Tioga River at Stream Mile 65-2, the alkalinity of
the smaller flow in Crooked Creek is not sufficient to neutralize the
acidity in the Tioga River. Appendix E contains water quality data
from the 1965 investigations for selected stations in the Chemung
River Basin.
The water quality of the Tioga River is enhanced by the flow
from Canisteo River; acidity is apparently reduced through neutraliza-
tion by the alkaline water from the Canisteo. Biological survey
results indicated aquatic life was reappearing, and this reach down-
stream to the confluence with the Cohocton River exhibited the best
biological conditions in the Tioga River in the reaches downstream
from Blossburg.
The water quality of the Cowanesque River is intermittently
affected by dissolved oxygen levels as low as 2 mg/1, 5-day BOD
values as high as Jh mg/1, and abnormally high chloride concentrations
-------
V - k
(up to kQO mg/l), particularly near the Boroughs of Westfield and
Elkland, Pennsylvania (see Appendix E). However, downstream from
these areas the Cowanesque River apparently recovers from the or-
ganic waste loadings prior to discharge to the Tioga River at Mile
57.6. Tanneries at Westfield and Elkland contribute significant
inorganic loadings to the stream. For example, the tannery at Elk-
land contributed as much as 938 mg/l of sulfate, 37.5 nig/I of
calcium, and 1.1 mg/l of iron to the stream during the 1968 sampling
investigation. Also, during the investigation, the stream exhibited
profuse algal growths downstream from the tanneries at both Westfield
and Elkland.
The water quality of the Canisteo River is degraded by inade-
quately treated municipal and industrial wastes at several locations.
One 10-mile section of the Canisteo River below Hornell, New York,
shows almost no dissolved oxygen, with sludge deposits and gassing
readily apparent at times (see Appendix E) . Recovery appears to be
complete approximately 16 miles downstream from Hornell at Adrian,
New York. The Canisteo River contributes satisfactory water quality
to the Tioga River at Mile 1*8.7.
The Cohocton River experiences localized degradation from
municipal and industrial discharges from the Villages of Cohocton,
Bath, and Painted Post; discoloration, sludge deposits, floating
solids, and oil have been reported1 at several locations. However,
during the 1965 sampling of Cohocton River, the limited data exhib-
ited quality conditions normally associated with undegraded streams
(see Appendix E).
Localized degradation of the Chemung River occurs downstream
from the Village of Painted Post and the Cities of Corning and
Elmira. Stormwater relief sewers discharge into the Chemung River
at the Cities of Corning and Elmira. Despite discharges of treated
and untreated municipal and industrial wastes, the Chemung River
(during the 1965 and 1968 sampling periods) exhibited dissolved
oxygen concentrations usually greater than 5 mg/l, except in the
reaches downstream from Newtown Creek and Elmira's sewage treatment
plant where DO values below 5.0 mg/l were more frequent. During the
1965 sampling, the 5-day BOD concentrations downstream from Elmira
ranged as high as 33 mg/l; however, the 1968 sampling results yielded
5-day BOD values up to about 6.8 mg/l. The bacteriological results
indicated coliform densities in the range of 10,000 to 800,000 count
per 100 ml.
1 Chemung River Drainage Basin Survey Series Report No. 2, New York
State Department of Health.
-------
V - 5
The absence of swimming and bathing areas utilizing the
surface waters of the Chemung River Basin seems to indicate general
recognition that the quality of the water is not suitable for water-
oriented recreation. Other water uses, though demanding lower quality,
appear to be satisfied by the present water quality.
Two single-purpose reservoirs are located in the study areas.
The Arkport Reservoir is located on the Canisteo River approximately
one mile west of Arkport, New York. The Almond Reservoir is located
on Canacadea Creek, a tributary of the Canisteo River, approximately
two miles northeast of Almond, Hew York. Until 1965, both reservoirs
provided storage for flood control only; however, beginning in the
summer of 1965, operations of the Almond Reservoir were changed to
provide a recreation pool, with a difference of about 500 acre-feet
between normal summer level and the lower normal winter level. The
fall drawdown to winter level increases natural streamflow by about
8 cfs for 30 days, beginning in mid-September.
-------
V-6
200-
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TRIBUTARY CONTRIBUTIONS
MEAN NET ALKALINITY
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S
TIOGA
MEAN
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NET ALKALINITY
TIOGA RIVER
MEAN FLOW
75 70
STREAM
65 60
PROFILE OF FLOW, NET ALKALINITY OF TIOGA RIVER
AND , .rrj,
TRIBUTARY CONTRIBUTIONS OF NET ALKALINITY
FIGURE 2
-------
V- 7
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-------
VI - 1
VI. THE ECONOMY
IMTRO^DUCTIOH
For the purpose of economic analysis, the study area consists
of Steuben and Chemung Counties in New York and Potter and Tioga
Counties in Pennsylvania. The two main urban areas are Elmira in
Chemung County and Corning in Steuben County. The area is slightly
more than 150 miles from New York City, Philadelphia, and Pittsburgh,
and within approximately 50 miles of Buffalo and Rochester.
PRESENT ECONOMY
The largest City in the study area, Elmira, is located along
the Chemung River approximately 26 miles upstream from the confluence
with the Susquehanna River, in the midst of an extensive valley com-
plex suitable for future urban expansion. The New York Counties of
Chemung and Steuben contain considerably more lowland area than do
the two Pennsylvania Counties. Consequently, remaining forestation
is only about 33 percent in Steuben County and ^5 percent in Chemung;
compared with almost 66 percent in Tioga and 90 percent in Potter
County.
In 196^, approximately 500 persons were employed in lumbering.
Non-forest agricultural uses varied inversely to the degree of
forestation. Steuben County had the greatest percentage of acreage
(over 65 percent) in such non-forest agricultural uses, with heavily
forested Potter County having only nine percent. Steuben County con-
tains the major concentration of dairy operations as well as orchards,
vineyards, and general farming in the extreme north of the County.
Broilers are extensively raised in Tioga County.
Railroads connect major centers in the Sub-basin with the
main industrial and population centers of the northeast part of the
United States. Elmira, New York, is the railway hub of the area,
being served by the Erie-Lackawanna-Western and the Penn Central
Railroads.
U. S. Highways 6 and 15 and State Routes 13, 1^, and IT are
the major highways connecting the population centers within the study
area and also linking the urban centers to large areas in New York
and Pennsylvania.
Between 19^0 and 1950 and again from 1950 to I960, popula-
tion in the study area increased by only about eight percent. The
population of Chemung County increased substantially more than the
average (l8 percent in 19^0-19^0, Ik percent in 1950-1960) while,
on the other hand, Steuben County's growth was somewhat slower than
-------
VI - 2
the average for the total study area, partly as a result of produc-
tion decreases at the Corning Glass Works plants. The population of
Tioga County increased only slightly; while Potter County, the most
rural County in the study area, actually decreased in population over
the period 19^0-1960. The area as a whole was subject to net out-
migration.
FUTURE ECONOMY
National Planning Association projections of employment and
population, on the basis of economic prospects, show a considerably
faster rate of growth in the coming decades than in the past. Calcu-
lated for an economic sub-region somewhat larger than the study area
(about 50 percent larger in population), these projections show 10-
year increases ranging from 20 to 27 percent over the 60-year (I9o0-
2020) projection period. These increases place the study area as the
fastest growing economic sub-region in the Susquehanna River Basin
over the full 60-year period and second in rate of growth in the
1960-1990 period.
The study area should match expected performance on the basis
of the comparative performance of Chemung and Steuben Counties. Popu-
lation of the study area may be expected to increase by over 80 percent
between I960 and 1990, from 250,000 to 1*58,000. Much of tne growth is
expected to occur in the more industrialized New York Counties, but
Tioga County is also expected to show some gain over past growth.
The two largest Cities, Elmira, Hew York, with a I960 popula-
tion of 46,517, and Corning, Hew York, with a I960 population of
17,085, should lead the population growth. The potential water ser-
vice areas (concentrated water use areas expected to act as nuclei
for future growth) were each about twice as populous as the Cities
proper in I960, and these areas are projected to double in popula-
tion in 30 years. (See Appendix D, Table D-l.) Much slower growth
is projected for the municipal area of iiornell, New York, the third
largest City.
Tabulated on the following page is a summary of the present
and projected population for the water service areas within the
study area.
-------
VI - 3
Water
Service
Area
Bath
Corning
Elkland
Elmira
Hornell
Mansfield
Westfield
Present
Population
11,978
36,172
3,088
97,^21
20,972
4,029
2,369
Projected Population
1980
22,000
58,000
3,800
163,000
25,000
5,800
2,992
2000
37,000
91,000
4, 600
264,000
28,000
8,600
3,622
2020
64,000
149,000
5,900
441,000
34,000
13,000
4,645
The rapid rate of increase in population, based on increased
economic expansion, implies that a substantial net in-migration of
working-age population and their families will occur in the study
area through the year 2020. A list of industries for the area and
projections of output is provided in Appendix D, Table D-2.
-------
VII - 1
VII. MUNICIPAL AND INDUSTRIAL WATER SUPPLY
PAST AND PRESENT WATER USES
Municipal
Within the Tioga and Chemung River Basins are 36 privately
or publicly owned water utilities currently supplying the munici-
pal water needs of the study area (see Appendix A, Table A-l).
Summarized below are the sources of water, present population served,
and average daily use for these 36 municipal water utilities.
Average Use
Source of Water
Ground Water
Surface Water
Population Served
72,800
88,900
(mgd)
9.56
9.96
(gpcd)
132
112
Total 161,700 19.52 121
Almost 85 percent of the public water needs in the Tioga
River and Cheraung River Basins is provided by three municipal water
utilities: the Corning Water Works, the Elrnira Water Board, and the
Hornell Municipal WAter Works.
Below Elmira, New York, the only major municipal water util-
ity is Waverly, New York, located near the confluence of the Chemung
and Susquehanna Rivers. Waverly obtains its water supply from two
impoundments in Dry Brook, a tributary to the Chemung River.
Industrial
Approximately 80 percent of the water supplied in the Tioga
River and Chemung River Basins is used to satisfy industrial water
needs. Listed in Appendix A, Table A-2, are the industrial water
users in the study area. The sources of water and average daily
consumption for these industrial water users are as follows:
Source of Water
Ground Water
Municipalities
Surface Water
Average Daily Use (mgd)
13.62
5. 75
45.20
Percent of Total
21.1
8.9
70.0
Total 6^.57 100.0
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VII - 2
A breakdown of the industrial water usage in the Tioga River
and Chemung River Basins is tabulated below.
Used by Industry Average Daily Use (mgd) Percent of Total
Potable Water 1.57 2.U
Process Water 11.Ho 17-7
Cooling Water 51.60 79-9
Total 6H.57 100.0
Other
Surface water within the study area is also used for live-
stock watering in support of the many dairy operations in the Basin.
The alluvial valleys provide good grazing land, and the nearby
streams allow livestock easy access to water. Surface water is
presently used to a limited extent for agricultural irrigation.
Estimates2 of irrigation water indicate approximately 5 cfs are now
being used in the Chemung River Basin.
Most of the swimming in the Tioga River and Chemung River
Basins is done on an individual basis. Supervised swimming is
carried out at municipally operated bathing areas on Bennetts Creek
in the vicinity of Canisteo Village and on the Cohocton River at
Cohocton Village.
Sport fishing in the Chemung River Basin is primarily for
warm-water species such as bass, pike-perch, pickerel, and. the vari-
ous panfishes. Bass are generally numerous but slow growing, and an
eight-inch minimum size limit prevails in the main river and tribu-
taries upstream from Corning, Hew York. Trout fishing is restricted
to some of the smaller tributaries and the headwaters of Canisteo
and Cohocton Rivers.
EXISTING SOURCES OF GROUND AND SURFACE WATER
In order to facilitate analysis for water supply requirements
and waste loads, "water service areas" were established to coincide
with geographic concentrations of municipalities and/or industries.
Under the water service area concept, such areas can contain urban,
suburban, and rural residential areas; unincorporated areas; arid
Irrigation Report (Preliminary), Susquehanna River Basin, U. S.
Department of Agriculture, Soil Conservation Service, Harrisburg,
Pennsylvania, June 1966.
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VII - 3
commercial and industrial complexes. These areas of concentrated
use are expected to act as nuclei for future growth in the study
area. By including the major municipalities and industries in one
water service area or another, all of the significant water users
and waste producers are encompassed in the determination of water
supply requirements and waste loads. While at the present time only
a small percentage of the total population in any water service area
is served by central water systems, past experience indicated that
with growth and development in the future, an increasingly higher
percentage of the population of all water service areas can be ex-
pected to be connected to central systems. For planning purposes,
it is considered reasonable to provide for all water needs in the
water service areas by the year 2020.
.- Seven water service areas were established for the purpose
of evaluating the water supply requirements and waste loads of the
study area. The seven areas designated include: Mansfield on the
Tioga River, Elkland and Westfield on the Cowanesque River, Hornell
on the Canisteo River, Bath on the Cohocton River, and Corning and
Elmira on the Chemung River.
QUANTITY
.The sources and quantity of municipal water supplies present-
ly used in each of the seven water service areas are given in Table 3.
PRESENT MUNICIPAL WATER SUPPLY
Source of Supply
Water
Service
Area
Mansfield
Westfield
Elkland
Hornell
Bath
Corning
Elmira
Total
Population
Served
U,l*00
1,200
2,180
18,350
5,000
214,300
78, 6l 6
13^,0^6
Ground
Water
(mgd)
0.00
O.Ik
0.15
O.k2
0.1+9
2.63
3.78
7.61
Surface
Water
(mgd)
0.26
0
0
1.87
0
0
6.37
8.50
Average
Demand
(gpcd)
59
117
69
125
98
108
129
120
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VII - U
As indicated by Table 3, four water service areas, Westfield,
Elkland, Bath, and Corning, rely solely on ground water sources for
meeting their present municipal water supply needs. Of the other
three water service areas, Mansfield uses surface water sources ex-
clusively for its municipal water supply, while Hornell and Elmira
acquire most of their municipal water supply from surface water
sources.
Table k indicates the source and quantity of industrial water
supplies presently used in each of the seven water service areas.
TABLE h
PRESENT INDUSTRIAL WATER SUPPLY
Water
Service
Area
*
Mansfield
Westfield
Elkland
Hornell
Bath
Corning
Elmira
Total
Ground Water
(mgd)
0.1*2
5.^5
6.91
12.78
Source of Supply
Surface Water
(mgd)
2.0
2.0
Municipal Water
(mgd)
0.39
0.20
2.8U
1.88
5.31
*
Negligible industrial water supply requirements.
In addition to the industrial water supply needs of Table k,
the New York State Electric and Gas Corporation maintains a steam-
electric generating plant on the Chemung River about four miles
downstream from the Corning area. Present water usage at this plant
amounts to about 1*3.2 mgd.
Ground water resources are currently used to satisfy approxi-
mately one-third of the needs of seven water service areas. Signifi-
cant undeveloped potential is believed to exist, however, and ground
water can be expected to be utilized more in the future to satisfy
larger demands at each service area.
In addition to ground water resources, there exists an almost
untouched surface water supply potential in each of the water service
areas except Hornell, Corning, and Elmira.
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VII - 5
QUALITY;
Ranges in values for ground water indicators were listed pre-
viously on Page V - 3. These values are generally typical of the
ground water quality in the study area. High hardness concentrations
(200 to 300 mg/l) are characteristic in the ground waters of each of
the seven water service areas.
Surface water quality in the study area varies with the pro-
portion of ground water in the base flow. During periods of low flow,
surface water has quality characteristics similar to those of ground
water because of the great contributions of ground water to stream
flow. As indicated previously in Section V, water quality is ad-
versely affected because of organic or mine drainage pollution at
various locations throughout the Chemung Basin.
FUTURE WATER REQUIREMENTS
It is "Relieved that municipal water needs in the future will
fluctuate according to the economy, availability of water, size of
the municipality, living standards, and topography, other factor?,
such as meter installation, degree of industrialization, and water
quality are also expected to exert some influence on future muniripal
vater requirements.
National water use trends as well as water USE: trends for
the study area suggested, a 1.0 nercent annual increase in the per
capita water use was reasonable for planning purposes; therefore, a
1.0 pel-rent anm;al increase in per capita water use was used to pro-
ject the municipal water requirements of the study area to the year
?020. The projected municipal water supply needs for the seven water
service areas are presented in Table 5-
Industrial
Generally, industry is classified as either wet or dry,
depending on the quantity of water required for operation. Wet
industries utilize a significant amount of water for operatjon; the
actual quantity varying with the plant location, si/,e, availability
of water, product mix, recirculation, and the particular industrial
process. Dry industries require little or no water in their operation,
Estimates of future industrial v/ater use requirements nre
based on national Planning Association projections of industrial
development for economic sub-regions. These projections provide
-------
vii - 6
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VII - 7
indices of productivity in each of the four-elicit Standard Industrial
Classification codes, employing a base index of 100 for present
productivity and employment. Present industrial water consumption,
obtained from inventories and personal contacts, is multiplied by
the indices of productivity to obtain estimates of future water re-
quirements for the years 1980, 2000, and 2020. These projected
requirements were then attenuated to reflect possible reductions in
use rates by application of water-saving techniques such as process
or equipment modification, cooling towers, and recirculation.
The major change in the industrial water use within the study
area will be the phasing out of operation of the New York State Elec-
tric and Gas Corporation's Hickling Station downstream from Corning.
As indicated by company officials, phasing out will be completed by
about 1990.
Currently the water needs (1*3.2 mgd) of the New York State
Electric and Gas Corporation comprise approximately 70 percent of
the industrial water requirements of the study area. Until 1990,
the Hickling Station plant's water needs are expected to remain
constant.
The projected water requirements for the major water-using
industries in or near the seven water service areas are as follows:
Water
Service
Area
#
Mansfield
West field
Elkland
Hornell
Bath
Corning
New York State
Electric and Gas
Corporation
Elmi ra
Present
(mgd)
O.U2
2.00
0.15
0.20
8.29
43.2
7.30
1980
(mgd)
0.17
0.66
0.59
1.2
13.3
1*3.2
3'*.3
Projected
2000
(mgd)
O.Ol*
0.21*
0.93
2.5
17.7
63.6
2020
(mgd)
0.02
0.23
1.3
3.5
22.7
82.7
*
Negligible industrial water requirements.
**
New York State Electric and Gas Corporation considered to be out
of operation by 1990.
Table 6 summarizes the total present and projected water
supply needs for each of the water service areas as well as presents
the estimated 7-day, 25-year flow of the stream at each service area.
-------
VII -
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VII - 9
As indicated by Table 6, two water service areas, KLkland
and Westfield, have sufficient natural stream flow which could be
used to satisfy the projected needs for water supply. At present,
though, the Elkland and Westfield water service areas rely solely on
ground water for their sources of supply. Because of availability,
both of these water service areas are expected to utilize additional
ground water development to meet future water supply needs. In the
event future development of ground water resources does riot prove to
be feasible in either or both of these water service areas, surface
water supplies should be ample to satisfy the projected water supply
requirements. The Mansfield water service area currently draws its
water supply from surface water sources other than the Tioga River.
It is anticipated that existing and potentially available surface
water supplies will be more than adequate to satisfy projected needs
in the Mansfield water service area.
In the Bath water service area, ground water sources are used
exclusively to meet the present water supply requirements of 0.69 mgd.
These existing sources, along with the natural stream flow in the Bath
water service area, are expected to be inadequate for meeting the 2020
average water supply need of 13.^ mgd. Further development of ground
water resources or reservoir storage to provide about 5 mgd in excess
of the natural stream flow will be necessary to satisfy the average
water supply requirements by the year 2020. Flow regulation from the
proposed Tioga-Hammond and Cowanesque Projects is not expected to be
utilized to satisfy future water supply requirements at Bath, unless
it is determined feasible to convey water by pipeline from the Chemung
River (a distance of about 20 miles). The Corps of Engineers has
studied three potential multi-purpose reservoir sites in the Cohocton
River Watershed; hence, possible storage at any one of the reservoir
sites which may be developed should be evaluated as an alternative to
further ground water development or pipeline from the Chemung. How-
ever, it is expected that ground water could adequately meet the pro-
jected needs. Any source development should be adequate to satisfy
estimated maximum daily demands of 20.1 mgd and maximum monthly
demands of 16.7 mgd.
The Hornell water service area presently obtains nearly all
of its 2.1*1* mgd water supply needs from an impoundment on Carrington
Creek. By the year 2020 the hornell water service area anticipates
an average water supply requirement of Y-9 mgd. Existing surface
water supplies combined with natural stream flow of the Canisteo
River are not expected to be adequate to satisfy the 2020 needs.
Either development of ground water resources or reservoir storage
to provide approximately 3.5 mgd would be needed to satisfy average
requirements. As in the case of Bath, flow regulation from the pro-
posed Tioga-Hammond and Cowanesque Reservoirs does not appear likely,
since a pipeline from the Tioga River to Hornell (about 38 miles)
-------
VII - 10
would be required. However, with the abundance of ground water, as
reported by the U. S. Geological Survey in the area, further develop-
ment of ground water resources is expected. Any development should
also be capable of meeting short-term peak demands, such as maximum
day and month of 11.9 mgd and 9.9 mgd, respectively.
In the Corning water service area, the 10.9 mgd present water
supply requirements are- supplied by ground water. Existing ground
water sources, supplemented by natural stream flows, are adequate to
meet 1980, 2000, and 2020 average needs of 18.9 mgd, 29.7 mgd, and
^8 mgd, respectively. Evaluation of the ground water resources of
the study area indicates significant undeveloped potential exists,
and that ground water could be utilized to satisfy larger demands at
Corning. The New York Electric and Gas Corporation power generating
station downstream from Corning anticipates no increase in water
usage prior to phasing out operations by 1990. Therefore, natural
stream flows should continue to adequately meet the flow needs of
this industry.
Elmira, the largest water service area in the study area,
obtains approximately 60 percent of its current 18.9^ ragd water
supply needs from ground water sources. The remainder of its pres-
ent supply is provided by the Chemung River and Hoffman Creek. Com-
plete utilization of existing natural stream flow could result in a
water supply yield of about ^3 mgd; however, this would theoretically
create a "dry" reach. The existing sources of supply, including the
natural stream flow of the ChemunK River, are expected to be marginal
or inadequate to meet the average demand of 55.7 mgd by the year
1980, and certainly inadequate to meet the peak demands of 83.5 mgd
for the maximum day and 69.6 mgd for the maximum month. By the years
2000 and 2020, additional development would be required to meet both
the average daily needs as well as the peak requirements. Maximum
daily demands are estimated to be about 162 mgd and 250 mgd by the
years 2000 and 2020, respectively, with corresponding maximum monthly
needs of about 135 mgd and 215 mgd.
Preliminary estimates by the U. S. Geological Survey indicate
that underlying Elmira, as well as the other areas of this report,
are vast reservoirs of ground water capable of supplying large quan-
tities of water during drought periods far exceeding anything in the
historical record. It is estimated that with a series of wells along
lines extending outward from Elmira more than hOO cfs for up to 112
days might possibly be drawn from the underground reservoir. Since
this draft is greatly in excess of the reasonable rate of direct re-
charge by precipitation to the aquifers (approximately 1 mgd per
square mile) continual withdrawal from the aquifer would necessitate
some scheme of ground water recharge. A series of wells in the two
valleys around Horseheads is estimated to yield a potential supply
-------
VII - 11
of 333 cfs for approximately 108 days prior to recharge. The above
quantities are rough estimates of the ground water potential in the
Elmira area and are based on assumptions and judgments of existing
geological and hydrological information. In order to obtain a greater
assurance of the ground water potential in the areas, further studies
appear necessary. These studies should provide the opportunity to
evaluate various alternative schemes of development with an objective
toward ultimate development and management of the water resources in
the area. If ground water alone were utilized to meet the projected
needs for Elmira, an elaborate arrangement would be required for
replenishment of ground water aquifers.
The projected water supply requirements for the Elmira area
could be met by augmenting the flow of the Tioga-Cheniung River from
storage in the Tioga-Hammond and Cowanesque Reservoirs. Historical
stream flow data were analyzed to evaluate the adequacy of various
reservoir storages to meet flow requirements. Stream flow sequences
(representing a 500-year period) that preserved the statistical char-
acteristics of the historical data were generated by a high-speed
digital program developed by Fiering and Pisano.3 A single r-ese*--
voir, controlling the combined watersheds upstream from the three
proposed reservoirs, was assumed at the Tioca-Hammond and Cowanesque
complex site; and flows were routed through varying sizes of the
reservoirs to meet the 1980, 2000, and 2020 water supply requirements
of tne Elmira water service area.
Storages to meet Elmira's water supply needs for years 1980,
2000, and 2020 were evaluated two ways: (l) total municipal and
industrial water supply needs, exclusive of industrial cooling water
requirements, arid (?) total municipal and industrial water supply
requirements, including industrial cooling water (see ""'able r?) ,
Based on these analyses, it is estimated that an effective
storage of 29,500 acre-feet (exclusive o" rooling water) or 37,000
acre-feet (including cooling water) will be needed at the Tiora-
Ilammond and Cowanesque Reservoirs to meet the 20?0 water supply needs
at Elmira. Required storages for years 1980 and 2000 are shewn in
Table 8.
The effective stors.ge selected was based on meeting the
stream flow requirements to satisfy Elmira's average water supply
needs with a protection level of 98 percent, i.e., the chance of
deficiencies occurring in not more than two percent of the years.
Fiering, M.B., and Pisano, W.C., "Synthesis and Simulation Pack-
age for Reservoir .Planning," prepared for the Federal Water
Pollution Control Administration, U, S. Department of health,
Education, and Welfare, 1966=
-------
TABLK 7
REQUIRED STREAM FLOW TO MI'RT PROJECTED WATF.P
SUPPLY WEEDS AT ELMIRA*
M & I Heeds M & I Heeds
(Excluding Cooling Water) (including Cooling Water'
Year mgd mgd
1980 30.0 1+5.0
2000 8H.0 96.8
2020 li*3.6 lbl.5
*
Heeds are reduced by 10.7 mgd, the present ground water usage at
Elmira.
TABLE 8
STORAGE REQUIREMENTS AT TIOGA-HAMMOHD AND COWANESQUE
RESERVOIRS TO MEET PROJECTED WATER SUPPLY HEEDS AT ELMIRA
••I it 1 Storage M & I Storage
(Excluding Cooling Water) (Including Cooling Water)
Year Acre-Feet Acre-Feet
,. ,* - 0 2,700
2000 9,250 12,700
2020 29,500 37,000
The values given in Table 8 represent storage volumes for
fully meeting Elmira's projected water supply needs from surface
sources . Further development of ground water resources in the area
would reduce the reservoir storage needed. The decision to provide
storage or utilize ground water resources would, therefore, be based
on economics and technical feasibility of each alternative. However,
it is expected that future development will result in some combina-
tion of reservoir storage and ground water development. Hence, sur-
face water needs are plotted against reservoir storage and presented
as Figure h in order to facilitate estimating the storage needed if
surface water use is reduced by increased ground water utilization.
The storage volumes given were computed to provide a 98 percent
assurance that the specified flows would be available when needed.
-------
•EEL - I 3
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-------
VIII -
VIII. WATER QUALITY CONTROL
Continuing control of water quality is necessary if the bene-
ficial uses of the water resources of the Basin are to be maintained.
Without adequate control measures, water quality will be degraded oy
the wastes normally associated with economic growth and will adversely
affect recreation, fish and wildlife, and general aesthetics cf area
streams. By meeting water quality requirements, waste treatment and
flow regulation will assure that the area streams can serve a variety
of uses. As a result of better water quality, economic benefits will
accrue from less costly treatment for water supplies; frem greater
opportunity for water-based recreation; from less corrosion of navi-
gation equipment, water structures, and industrial equipment; and
from improvements in real estate values.
A stream normally assirilates a limited amount of organic
waste through natural biological processes. When th-? "waste load dis-
charged to a stream exceeds the assimilative ca.pacity, additional
treatment is needed to maintain its quality. If the water quality
remains degraded after adequate waste treatment (presently considered
to be well-operated secondary treatment) has been applied, then addi-
tional streamflow can be used to ensure that a suitable water quailhy
will be maintained in the stream.
_MUMCIPAL AI^JI'IDUSTRIAL PQLL17I\IO;-I
The principal sources cf waste dischr>,r~ed into the waters of
the Tioga River and Chemung River Basins are tiibu.i p.ted in Appendix n,
Tables B-l and B-2. In projecting waste loadings to the year 20?0,
it is assumed tn&t adequate treatment will be provided at ea^h waste
source prior to discharge into a stream. For purposes of -'-his report,
adequate treatment is defined as secondary treatment vith c';, percent
reduction in BOD, since the washes produced tcerern] ;y will be aniena-
ble to reduction in existing biological waste treatment processes.
Greater reductions can be obtained on wastes actually reaching secon-
dary treatment facilities, but. discharges of organic- material through
surface runoff and occasional seepage from name disposal systems nan
result in an overall average reduction in BCD of approximately 85
percent.
Based upon present waste strengths, vitL adjustments for an-
ticipated future waste discharges, waste loads from municipal sources
are estimated to be equivalent to 0.25 pounds :>f -..Itimate 3CI/ per
person per day. Industrial waste din charger, a--e much more compli-
cated to appraise, however. Even in the manufacture of a, single
product, the use of different industrial techrii:jues and processing
-------
VIII - 2
equipment may result in wide variations in quantity and strength of
wastes. Thus, future industrial wastes are estimated either by uti-
lizing present discharge data from individual plants or by applying
typical loading data for the industries anticipated.
The present and anticipated waste loadings for each of the
seven water service areas are summarized in Table 9.
TABLE 9
MUNICIPAL AND INDUSTRIAL WASTES
TT . „ , . , , Present and Anticipated Loadings
Water Estimated
Service Waste Flow ——— K * *
Area (mgdj _1?_65_ 1980 2_000_ 2020_
Mansfield 0.34 81*5 194 310 H88
Westfield 0,64 695 103 90 107
Elkland 2.3 1,059 203 205 260
Hornell 2.25 3,220 1,390 1,840 2,410
Bath 0.1* 440 690 1,320 2,500
Corning 3.57 6,870 3,400 6,230 9,750
Elmira 7.78 12,900 11,750 21,000 32,1*00
#
Projections assume 85 percent removal of carbonaceous BOD.
The Hickling power generating station near Corning, Hew York,
discharges approximately 43 cfs of condenser cooling water which
amounts to about 20 to 50 percent of total stream flow during normal
summer flow conditions. While an apparent thermal problem has not
developed, this discharge is a factor in limiting the assimilative
capacity of the River, particularly during the low flow periods.
Present information indicates that this plant will be phased out of
operation by year 1990.
In addition to waste loadings from municipal arid industrial
sources, pollutants enter the streams of the study area from agri-
cultural sources. During periods of high surface runoff, insecticides,
pesticides, fertilizers, and barnyard and pasture runoff contribute
to the waste that must be assimilated by area streams. Nutrients
derived from these sources contribute to algal growth, while solids
contribute to the build-up of sludge deposits.
Based upon the provision of secondary treatment, waste load-
ings from Mansfield, the only water service area upstream from the
Tioga-Hammond Project site, are not expected to adversely affect
-------
VIII - 3
vater quality iu the Tioga Reservoir. Mine drainHste, "'•'•ivever, a^T'thrt
to be a significant cause of impairment of water quality in the Tioga
River upstream from the Tioga-Haramond Project site.
The Cowanesque River is initially degraded by the discharge
of primary effluent from the Borough of Westfield, approximately 23
miles upstream from the proposed reservoir site. A leather tannery
located at Westfield provides the equivalent of primary treatment
prior to discharging process wastes to the River and adds further to
the degraded condition. Although the stream recovers partially in
the 13-mile stretch downstream to the Borough of Elkland, it receives
additional waste loadings from the secondary treatment facilities at
this Borough and from lagoons at a leather tannery located here. Ap-
proximately 1 mgd of wastes originating at the tannery undergoes two-
stage settling prior to discharge to spray ponds where spray aeration
and land application are practiced during daylight hours of the summer
months. Excess flows during operation of the spray ponds, and the
entire flow during colder months, are retained in holding lagoons
located on the opposite side of the River from the plant (see Figure
5). Effluent from the holding ponds is subsequently released in
proportion to the river flow when the discharge exceeds 10 cfs, as
measured by the USGS gage at Lawrenceville. The allowable releases
from the holding ponds have been established by the Pennsylvania
Department of Health based on river flow and the BOD of the effluent
being discharged. The control procedure permits the discharge of
one part effluent per approximately 80 parts of stream flow.
Passage of wastes through the tannery holding ponds results
in 50 and 70 percent reduction in BOD, according to data obtained
during the period of September 1, 1968, to February 15, 1969; the
BOD of the wastes reaching the treatment facilities ranged from 820
mg/1 to 1,210 mg/1, whereas effluent BOD ranged from 320 to ^hQ mg/1.
Data from the 1965 investigations (Appendix E, Table E-3)
indicated that dissolved oxygen values as low as 2 mg/1 were occurring
in the vicinity of the proposed reservoir. Dissolved oxygen concen-
trations observed October 21, 1968, were higher than were experienced
in 19b5; however, during the more recent limited sampling, the flow
was higher and the temperature lower than would be expected during
late summer months. The results of the 1965 investigations indicate
that water quality problems are likely in the proposed reservoir
unless additional treatment is provided at the tannery at Elkland,
at the upstream tannery at Westfield, and at Westfield Borough.
The effluent from the tanneries at both Westfield and Elkland
is amber or "cloudy tea" colored and could be aesthetically objection-
able in the reservoir. The installation of color removal facilities
-------
LOCATION MAP
SCALE IN FEET
200 400
WATER SUPPLY a WATER QUALITY CONTROL STUDY
CHEMUNG RIVER SUB-BASIN
ELKLAND LEATHER COMPANY WASTE TREATMENT
FACILITIES
ELKLAND, PENNSYLVANIA
COWAIMESQUE RIVER
U.S. DEPARTMENT OF THE INTERIOR
FEDERAL WATER POLLUTION CONTROL ADMINISTRATION
MIDDLE ATLANTIC REGION CHARLOTTE SVILLE, VA.
FIGURE 5
-------
Vli.1 -
at the tanneries appears necessary prior to operation of the reservoir.
In addition to potential degradation from organic wastes and color,
nutrients in the tannery wastes may contribute to troublesome algal
growths in the proposed reservoir, and surveillance measures appear
warranted to ascertain if problems are developing so that corrective
actions could be initiated.
The tannery at Elkland pumps sludge from the primary settling
tanks to sludge drying beds across the River near the holding lagoons
(see Figure 5). Although there is no discharge to the River from
these drying beds, the possibility of inundation of these beds by the
reservoir backwater and "washout" or "scour" during peak flood flows
are a matter of concern in regard to the recreational use of the reser-
voir, particularly during subsequent summer periods. Scouring of the
sludge beds could result in sludge settling out in the headwaters of
the summer pool. Severe oxygen demands exerted during the more
critical months of the summer could pose a threat to the fishery
potential of the reservoir, In addition, scum accumulated or sludge
deposited around the shore would detract from the recreational use of
the reservoir.
Another item in the consideration of tannery wastes is the
possibility that pathogenic bacteria from the hides of diseased
cattle may survive the processing and waste treatment facilities.
Considering that the hides are packed in salt when snipped to the
tannery, and since very few pathogenic micro-organisms can survive
desiccation1*, it cioes not seem likely that many types of pathogenic
bacteria would survive.
At the tannery the hides are washed and then soaked in a
strong alkaline solution (lime and sodium sulfide at a pH of about
12) for a period of three to seven days to loosen the hair. After
screening by rotary screens, the waste water undergoes two-stage
settling, providing approximately four more days of detention in
which the wastes are still subjected to a high t>H. According to
the literature, pH in the range of 12 or more has provided complete
destruction of Salmonella typji£sa_ bacteria in municipal waste sludge.-'
In another investigation in which the research objective was to
determine destruction of anthrax bacteria in wastes from a tannery
employing lime and sodium sulfide processing, it was concluded "...
no viable anthrax spore could be detected in either the effluent or
Water Quality Criteria, Committee Report, Federal Water Pollution
Control Administration, U. S. Department of the Interior, April
1968.
Doyle, Charles B., "Effectiveness of High ph for Destruction of
Pathogens in Raw Sludge Filter Cake," Journal, Water Pollution
Control Federation, Vol. 39, August 1967.
-------
VIII - 6
the sludge."6 Anthrax spores are suspected to be more resistant to
destruction than other pathogenic bacteria likely to be found on
diseased animal hides; and since it appears from the above experiment
that anthrax spores did not survive the processing facilities, it
does not seem probable that survival of pathogenic bacteria in the
waste water would be a serious consideration. The greatest concern
from tannery wastes appears to be in the solids fraction in which
bacteria such as the anthrax spore may be imbedded in animal or
fatty tissue and partially protected from an environment conducive
to their destruction.
The tannery at Mkland obtains excellent efficiencies in the
removal of suspended solids, virtually 100 percent reduction, employ-
ing rotary fine-mesh screens. Hence, the liquid fraction would not
pose the concern as would the sludge if pathogenic bacteria could
survive the tannery processing facilities. The larger solids, such
as hide scrapings, are disposed of at the tannery and are eliminated
from the waste stream. Only the smaller particles passing the rotary
screens remain in the waste flow. Since the sludge represents that
portion of the tannery wastes containing the solids, it appears tnat
measures to minimize potential inundation and washout of the sludge
beds should be of greatest concern. However, in order to allay doubts
as to the possible survival of pathogenic bacteria in the tannery
sludge, a sampling program appears warranted prior to operation of
the proposed reservoir.
The proposed reservoir spillway crest elevation is established
at 1,117 feet, which means that tne backwater flow profile created by
the reservoir could extend upstream to the vicinity of the tannery as
shown in Figure 5. Any elevation above 1,113 could produce backflow
into the holding ponds, depending on level of the waste in tne ponds
at the time. Flooding of the lagoons to flow line elevation 1,117
would still retain the integrity of the lagoons and permit subsequent
controlled releases upon subsidence of flood flows. Trie backwater
curve at elevation 1,117 would not affect the sludge drying beds, as
elevations of dikes around the beds vary between 1,122 and 1,126 feet.
A more serious concern is the possibility of "washing out" the sludge
beds during a major flood that produced out-of-bank flow some hours
before the full flood control storage could be used.
During a field reconnaissance trip in October 1968, it was
learned from local citizens residing near the tannery tnat the flood
of March 196*1 produced out-of-bank flow sufficient to encircle the
6 Gillissen, G., and Scnolz, II. G. , "A Large-Scale Procedure for
Destroying Anthrax Spores in Effluents from Leather Factories,"
Arch. Hyg., Berl. 1961, 1^5, Bull. Hyg., Lend. 19o2, 37, via
Water Poll. Abs. 1962, 35, No. 9, 1839.
-------
VIII -
sludge beds, though it was not of such magnitude as to inundate or
cause "scour" of the beds. The peak flow as measured by the Lawrence-
ville gage was reported to be 25,^00 cfs March 5, 196U. Prior to
1961* the peak daily flows for which recorded flows are available
(1951-1961*) occurred in April 196l (18,300 cfs), October 195!? (l8,200
cfs), and January 1959 (18,100 cfs). Although the March 1961* is the
largest flood of record, high water and storm data Indicate that
larger floods have occurred prior to installation of stream gages on
the Cowanesque; viz., May-June 1889, March 1936, and May 19^6.
The peak flood of March 5, 1961*, based on a peak flow fre-
quency analysis, has been estimated to have a six percent, probability
of occurrence in any year. This flow, as indicated previously, did
not inundate or cause "scour" of the sludge beds. Therefore, tne
sludge beds would only be affected if a larger and less frequent flood
than that of March 1961* were to occur.
The Borough of Llkland and the tannery are provided with a
flood control dike. The dike is designed to control floods of 39,000
cfs, which is estimated to have a recurrence frequency of about once
in 100 years. The elevation of trie dike in tne area of the tannery
is about 1,137 to 1,130 feet and gradually decreases in the downstream
direction, as shown in Figure 5- The dike provides about three feet
of freeboard at the design flow of 39,000 cfs. On this basis, the
peak crest of a 100-year flood could reach elevations of about 1,127
to l,13l* in the area of the sludge beds, resulting in overtopping of
the dikes around the sludge beds. Thus a. flood having a peak flow
exceeding some flow between 25,1*00 cfs (which did not inundate the
sludge beds in 196U) and 39,000 cfs (which would flood the beds) and
a probability less than six percent and more tnan one percent in any
year could result in inundation of the sludge beds and possible scour
of the sludge.
In order to minimize potential scour of the sludge beds, sev-
eral alternatives should be investigated: (l) provide a flood control
levee along the right stream bank comparable to tne existing levee on
the left bank, (2) raise the dikes around the sludge beds, and (^)
initiate a sludge management program to assure that the beds are
empty during the hign flow season.
The first alternative does not appear desirable since the
construction of a dike on the right bank would constrict the flow in
the stream channel and reduce the degree of flood protection for the
Borough and tannery for wnich the levee was designed.
Raising the dike around the sludge beds should be explored
further to determine its feasibility. This alternative would reduce
the probability of flooding the sludge beds and would allow peak flood
flows to pass around the beds without reducing the effectiveness of
the flood control dike protecting the community on the left bank.
-------
vili - 8
The sludge management program also appears worthy of further
consideration. The industry in the past has allowed local residents
to remove dried sludge for use as a fertilizer or soil conditioner.
Establishment of a program to insure that the drying beds located in
the flood plain would be emptied before high flow months would remove
them as a threat to the recreational use of the reservoir. As a part
of such a program, it appears possible that the sludge storage areas
behind the levee on the left bank could be used during the period when
the sludge beds in the flood plain were not available for use.
MINE DRAINAGE POLLUTION
A portion of the Tioga, River drainage downstream from Bloss-
burg, Pennsylvania, is influenced by coal mine drainage. Almost all
of the mine drainage is contributed by three small tributaries:
Morris Run, Coal Creek, and Bear Creek. This drainage severely de-
grades the quality of the Tioga River for 38 miles downstream to the
confluence with Canisteo River.
Mine drainage originates in an isolated bituminous coal depos-
it which has been extensively mined both by deep and surface mining
methods. Although abandoned deep mines contribute most of the mine
drainage, abandoned surface mines add significantly to tne problem
by increasing the flow from the underground mines and by contributing
directly to the mine drainage discharges, Acid loadings in the three
streams draining the deposit vary from eight tons per day during low
stream flow periods to ^7 tons per day during high runoff periods.
Crooked Creek is not subject to mine drainage; and the water
quality is suitable for the propagation of fish and aquatic life, as
indicated by the operation of a trout fishery upstream from the
proposed Hammond Reservoir site.
During periods of high runoff or flood conditions, the cross-
over channel may be used to transfer water from the Tioga pool to the
Hammond pool. Corps of Engineers' design information for the Tioga-
Hammond project indicates that flows equal to and greater than a
once-in-seven-year flood will result in overflows into the Hammond
pool. The transfer of water from the Hammond pool to the Tioga pool
is unlikely because of the relatively lower flood flows in Crooked
Creek than in Tioga River, The Project is being decigned on the
basis of 128,600 cfs flood flow in the Tioga River and 53,900 cfs
flood flow in Crooked Creek, with approximately the same storage
below the level of the cross-over. Since the Tioga River and Crooked
Creek Watersheds are contiguous, it is expected that flood flows
would occur in proportion to the drainage area or the design flood
flows so that the Tioga dam pool would be expected to fill to the
cross-over sooner than the Hammond pools
-------
VIII - 9
An analysis was made to determine the probable effects of
overflows from Tioga Reservoir on water quality in Hammond Reservoir.
Manganese appears to be the most sensitive indicator. Dry weather
flows in Tioga River immediately upstream from the reservoir site
have a manganese concentration of approximately 2 to 3 mg/1. This
suggests similar concentrations in the Tioga Reservoir at normal pool-
elevations. Under flood or near-flood conditions, manganese concen-
trations would in all likelihood be reduced because of" greater
dilution by surface runoff.
As a basis for evaluation of the effects on the fishery in
the Hammond pool, manganese concentrations of up to 3 mg/1 were as-
sumed in the spill-over into the Hammond pool, This concentration
represents the most severe condition possible, but probably would
not persist for long since the volume of flood water necessary to
cause spill-over is expected to result in mixing and should result
in sufficient dilution to reduce manganese concentrations below
normal concentrations in the Tioga pool. Assuming that complete mix-
ing would occur in the Hammond pool, reaultant manganese concentra-
tions would range from about 0.16 mg/1 in the hammond pool if the
Hammond pool were initially at the level of the bottom of the spill-
over channel to about O.o5 mg/1 if the Hammond pool were initially
at the level of the spillway crest. It is unlikely, however, that
homogeneity in mixing will occur; ratner, the manganese concentration
would, be higher near tne spill-over point and In all likelihood con-
siderable manganese would be discnarged through reservoir releases
during and after tne flood, thus reducing the final concentration
in the Hammond Reservoir,
The literature'* suggests manganese concentrations of 1 mg/1
or less are not deleterious to fish arid aquatic life and indicates
higher concentrations (dependent upon stream characteristics) have
been tolerated for snort periods of time. Accordingly, it is not
expected that manganese concentrations resulting from infrequent
spill-over from the Tioga Reservoir will adversely ai'fert the fishery
in the Hammond pool and particularly the trout fishery upstream in
Crooked Creek,
Other constituents of mine drainage, such as iron and acidity,
are not expected to cause adverse effects on the Hammond fishery,,
Iron, for example, is normally present in the Tioga River at the
Project site, in concentrations of 0.1 to 2.U mg/1, and 0.1 to 0,'«
mg/1 in Crooked Creek, Assuming that the maximum concentrations
above existed during flood stages, the resultant concentrations in
the Hammond pool would not be expected to exceed about 0»U to 0.75
mg/1, respectively, for the spill-over conditions described above.
Water Quality Criteria, Publication Mo. 3-A, The Resources Agency
of California, State Water Quality Control Board, Sacramento,
California.
-------
VITI - 10
These concentrations are considered conservative, however, since dilu-
tion during flood stages vould tend to reduce iron levels below the
concentrations normally observed in low flows. The literature7 indi-
cates that waters throughout much of the United States contain concen-
trations of 0.7 mg/1 and support a good fishery; hence, even under
the maximum concentrations indicated above, iron is not expected to
result in damaging concentrations in the Hammond Reservoir.
Acidity in the spill-over is expected to be reduced suffi-
ciently by dilution so that, upon mixing with the alkaline waters of
Hammond pool, the resultant mix would not be harmful to the fishery.
For the most severe condition, it was assumed that the spill-
over from the Tioga pool contained acidity concentrations (110 mg/1
as CaCOo) and a pH (3.0) similar to data gathered during low flow
conditions. When mixed with the alkaline waters of Crooked Creek
(alkalinity of 15 mg/1 as CaCO^ and pH of about 7), the resultant
concentration of the mix in the Hammond pool would be alkaline (ap-
proximately U.3 mg/1 as CaCO^); which, according to work by Goldberg8
is associated with a pK in the range of about 5,3 to 7.1. Therefore,
based on the blending relationship and the most severe condition in
the Tioga pool, it appears that overflow would not result in intoler-
able conditions in the Hammond pool. Any dilution that occurred would
reduce acidity in the spill-over and result in further improved
conditions in the Hammond pool.
WATER QUALITY STANDARDS
Increased use of water resulting from population growth com-
bined with increased per capita use, expanding industrial requirements,
and the mounting emphasis placed on recreational use of surface waters
all contribute to the importance of maintaining water quality so as to
permit maximum utilization of water resources. Water quality standards
provide an objective basis for the planning of water resource programs
so that water will be maintained at a quality suitable for anticipated
beneficial uses.
Water quality standards considered necessary to maintain de-
sired uses may be met by setting increasingly stringent limitations
on concentrations and volumes of all waste effluents discharged to a
stream or by limiting the concentration of waste in the stream itself
by a combination of treatment and regulation of the flow in the stream.
See footnote on previous page.
8 Unpublished laboratory results of acid-alkaline blending of stream
flows.
-------
VIII - 11
In New York, the State Department of Health utilizes stream
classifications and assigns quality standards to be maintained for
each class. Classifications are established according to "best usage"
which is defined as the usage requiring the highest level of quality
considered to be in the best public interest for the intended areas.
Table 10 lists the major tributaries of the Chemung Basin in New York
and designates the assigned classifications.9
A minimum dissolved oxygen level of h mg/1 for non-trout
waters and of 5 mg/1 for trout waters, and pll ranges between 6.5 and
8.5 have been established for Classes A, B, and C. For Class D, the
minimum dissolved oxygen level is established at 3 mg/1, and pH
ranges are established from 6.0 to 9.5- (Sewage or waste effluents
must be effectively disinfected if they are to be discharged into
Class A or B waters.)10
In addition, the State of New York has established standards
for coliform organisms as follows:
Class A: Average coliform count not to exceed 5,000 MPN/100
ml in series of four or more samples collected
during any 30-day period; an MPN exceeding 5»000/
100 ml in not more than 20 percent of the samples
collected during the period.
Class B: Average coliform count not to exceed 2,i+QO MPM/100
ml in a series of four or more samples collected
during any 30-day period; an MPN exceeding 2,1*00/
100 ml in not more than 20 percent of the samples
collected during the period.
The Pennsylvania Department of Health has established water
quality standards11 and stream uses as given in Tables 11 and 12 for
the portions of the Chemung, Tioga, and Cowanesque Rivers within the
State.
9 Official Classifications, Chemung River Drainage Basin, New York
State Department of Health.
10 Rules and Classification and Standards of Quality and Purity for
Waters of New York State, New York State Department of Health,
11 Water Quality Standards for Pennsylvania's Interstate Streams,
Pennsylvania Department of Health, Harrisburg, Pennsylvania,
June 1967.
-------
VIII - 12
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VIII - 15
WATER POLLUTION CONT_ROL__PROGRAMS
New York
With the establishment of the Pure Waters Program lay the
State of New York in 1965, the State has embarked on a mammoth pollu-
tion control program involving an expenditure of 1.7 billion dollars.
Under the program, the State will finance comprehensive sewerage
studies, assist in construction of new treatment plants, and allow
tax benefits to industries for waste treatment plant expenditures.
The comprehensive sewerage studies are essential prior to approval
of a grant to aid the construction of adequate treatment facilities.
Under the Pure Waters Program, policy has been established
that secondary treatment will be required where municipal waste treat-
ment plants discharge into "Class C" waters or above, or where dis-
charges into "Class D" waters result in an adverse effect on "Class
C" waters or above„
P e n ns y1 va n i a
The Pennsylvania State Legislature during 1966 passed a
$500,000,000 bond issue which will provide $100,000,000 to the Penn-
sylvania Department of Health for sewage treatment construction grant
purposes. In addition, 1200,000,000 will be allocated to mine drain-
age abatement measures such as reclamation of areas disturbed by
mining activities. The remaining 3200,000,000 will be spent on
construction and development of recreational areas ,.
The Pennsylvania Clean Streams Act, which became effective
in January 1966, is another step toward improvement of water quality
in areas affected by mine drainage.- The Act prohibits discharge of
acid waters or other polluting discharge from active coal mines.
The Pennsylvania Department, of Health in the past has stipu-
lated the degree of waste treatment required for specific streams
based on existing stream quality. With the establishment of water
quality standards, the Department of Health initiated action to re-
quire a minimum of secondary treatment (85 percent BOD removal) for
biodegradable wastes before discharge to streams not degraded by
mine drainage. For streams significantly degraded by mine drainage,
the State previously did not require treatment of sewage unless
degradation attributable to organic waste discharges was evident.
The State now requires a minimum of primary treatment prior to dis-
charge to streams receiving coal mine drainage to the extent that all
alkalinity of the stream is exhausted and the pH of the stream is
usually 4.0 or less at tne point of discharge or througnout the stream.
However, if the quality of the water in the receiving stream is ex-
pected to improve significantly because of scheduled mine drainage
-------
viii - 16
abatement measures, or if the primary treated effluent would adversely
affect downstream waters, a minimum of secondary treatment shall be
required.
FLOW REGULATION
Present water quality and stream uses were evaluated for the
Chemung River Basin, and it was determined that dissolved oxygen and
coliform bacteria were generally the most critical quality standards
to be maintained to protect present and future uses of the streams.
However, in the Tioga River where mine drainage is the primary pollu-
tant affecting quality, pH (or acidity), iron, and manganese
concentrations were the main indicators of concern.
The coliform bacteria can be controlled by adequate disin-
fection of wastes prior to discharge; however, to maintain the DO
standard, treatment in excess of secondary treatment (85 percent BOD
removal) and/or flow regulation will be necessary for the water ser-
vice areas of Hornell on the Canisteo River and Corning and Elmira
on the Chemung River.
In the Tioga and Chemung Rivers the primary uses to be pre-
served are: water supply, fish and aquatic life, and recreation.
Periods of degraded water quality adversely affect many uses of the
stream, resulting in restriction or cessation of beneficial uses.
While recreation and water supply uses could be restricted during
short periods of low water quality, fish and aquatic life usually
sustain severe damage from adverse stream conditions. Biological
characteristics of a stream reflect long-term or residual effects
from even short periods of low water quality. Other uses are adverse-
ly affected only during periods of poor quality and generally do not
suffer residual effects.
The proposed Tioga-Hammond and Cowanesque Reservoir Projects
are located upstream from the water service areas of Corning and
Elmira and could provide flow regulation to the reaches of the Chemung
River affected by discharges from these areas. Flow regulation by
piping of flows from the Tioga-Hammond and Cowanesque Reservoirs to
the Canisteo River to protect stream quality downstream from Hornell
does not appear practical because of the distance and topography
involved. Possible alternative control measures to enhance and pro-
tect water quality in the Canisteo River include advanced waste treat-
ment by Hornell and/or flow regulation from the Corps of Engineers'
potential reservoir site #100 located on Bennett Creek (a tributary
-------
VIII - 17
discharging to the Canisteo River about six miles downstream from
Hornell). Hence, for the purposes of this report, the contribution
of flow regulation provided by the Tioga-Hammond and Cowanesque Reser-
voirs was based on water quality control in the Chemung River down-
stream from the Corning-Elmira water service areas. Based on the
Streeter-Phelps formulation of the oxygen sag curve, the water quality
control requirements for assimilating present and anticipated waste
loads while maintaining an average monthly dissolved oxygen level of
5.0 mg/1 (considered comparable to a minimum daily level of U.O mg/l)
during low stream flow conditions are presented in Table 13 for
treatment efficiencies of 85, 90, and 95 percent BOD removal.
Hydrological data were analyzed to evaluate the adequacy of
various reservoir sizes at the proposed Tioga-Hammond and Cowanesque
sites to meet the downstream flow requirements as presented in Table
13. Stream flow data for a 500-year period were synthesized from
historical data by the Fiering-Pisano model and utilized in the
analysis. These flows were routed through reservoirs of various
sizes to determine the storage volumes needed to meet the water
quality control flow requirements of Table Ik.
From the analyses, it is estimated that 66,500 acre-feet will
be needed by year 2020 to meet the flow requirements after secondary
treatment (85 percent BOD removal). Storage volumes needed if addi-
tional treatment is provided are presented in Table lU.
The storage requirements are based on meeting the stream flow
requirements throughout 98 percent of the years, a probability which
is considered comparable to the protection level associated with the
seven-day, 50-year flow criteria established under the Water Quality
Standards of the State of New York.
The previous storage analyses are based on stream flow being
utilized to satisfy all of Elmira's water supply needs except for the
10.7 mgd presently obtained from ground water. The water supply with-
drawals would reduce the natural stream flow available for water
quality control. If the ground water were utilized to satisfy all
water supply needs at Elmira, thereby permitting the use of the entire
stream flow for water quality control, the required storages for water
quality control providing a 98 percent protection level would be as
listed in Table 15.
It is expected, however, that some combination of surface and
ground water usage will occur. To facilitate the estimation of water
quality control storage needed if a combination of surface and ground
water were used, Figures 6 and 7 present reservoir storage for main-
taining quality standards plotted against water supply withdrawals
from the Chemung River at Elmira.
-------
VI7I - 19
TABLE I'-t
STORAGE REQUIREMENTS AT TIOGA-HAMMOHD AND CGWANESQUE
RESERVOIRS TO MEET PROJECTED FLOW REQUIREMENTS IN TnE
CHEMUNG RIVER DOWNSTREAM FROM CORHING-ELMIRA WATER SERVICE AREAS
Year
1980
2000
2020
Treatment
Level
85
90
95
85
90
95
85
90
95
Storage Requirements
(Acre-Feet '
]J4,^G
5,100
0
36,600
J,U,800
0
66 , 500
27,000
0
TABLE 15
STORAGE REQUIREMENTS AT T10GA-HAMMOND AND COWANtLQUE
RESERVOIRS TO MEET PROJECTED FLOW REQUIREMENTS IN THE
CKEMUNG RIVER DOWNSTREAM FROM CORHING-ELMIRA WATER SERVICE AREAS
(Ground Water Used to Satisfy All Water Supply Meeds at Elmira'!
Treatment Storage Requirements
Year Level '"Acre-Feet";
1980
2000
2020
85
90
95
85
90
95
85
90
95
u,rr.o
0
0
±7,200
3 , 200
0
38,600
9,500
o
Mine Drainage
The Tioga River from Blossburg, Pennsylvania, to tiie Canisteo
River confluence in New York (a distance of about 38 miles; is
-------
-20
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-------
VIII - 22
adversely affected by mine drainage to the extent that fish and aquat-
ic life are virtually eliminated; recreation is inhibited; and the
water is unsuitable for water supply without extensive treatment.
Mine drainage abatement measures and/or control of releases from the
Hammond and Cowanesque Reservoirs in proportion to releases from the
Tioga Reservoir appear to be the most effective control actions avail-
able to preserve these beneficial uses in at least the lower portion
of the stream.
An evaluation was made to determine the potential of flow
regulation to control acidity levels downstream from the proposed
Tioga and Hammond Reservoirs. Five alternative reservoir operating
and acidity control conditions were analyzed. These are:
1. Mo reservoirs present, and
2. Both reservoirs in place and operating according to
proposed pool levels; i.e.,
Tioga winter pool 2,200 acre-feet
Tioga summer pool 11,710 acre-feet
Hammond winter pool 2,800 acre-feet
Hammond summer pool 8,210 acre-feet
These above alternatives assume no acid abatement measures are under-
taken in the upper Tioga River Basin. For case 2, the reservoir
would be raised from the winter pool level during April and May to
provide the summer pool by June 1. Between September and October, the
summer pool would be lowered to the winter pool level.
3. The Hammond pool operated for water quality control only,
no mine drainage abatement measures undertaken in the
upper Tioga River watershed;
h. The Hammond pool operated for water quality control only,
mine drainage measures undertaken affording about 21 per-
cent reduction in acid loadings to the Tioga River; and
5. The Hammond pool operated for water quality control only,
mine drainage measures undertaken affording 50 percent
reduction in acid loadings to the Tioga River.
For alternatives 3 through 5, the Tioga pool was operated as
in case 2 above, except that the Hammond pool was allowed to fill to
60,000 acre-feet before releases were made.
A regression analysis was made of sampling data to relate
flow with alkalinity in Crooked Creek and acidity in Tioga River.
Using these regression relationships, 12.5 years of historical daily
-------
VIII - 23
flov records were analyzed to estimate the daily alkalinity (negative
if acid) of the inflow to each pool and the total alkalinity in each
pool. In each case the objective in controlling the releases was to
maintain a downstream alkalinity concentration of 10 mg/1 or more—the
concentration considered necessary for meeting a minimum pH of 6.5
established as part of the water quality standards.
The results of the evaluation are summarized in Table 16.
The results indicate that for cases 1 and 2, an alkalinity of 10 mg/1
downstream from the reservoir could be maintained only for about six
percent of the time. However, for cases 3 through 5, the objective
could be met for about 6l percent to 91 percent of the time. Opera-
tion of the Hammond pool for water quality control only would preclude
multi-purpose uses such as flood control and recreation for which the
project is also designed. Hence, from the above evaluation, it appears
that controlled releases from the Hammond Reservoir on Crooked Creek
cannot provide sufficient alkalinity to neutralize Tioga River flows
to continuously maintain water quality standards considered necessary
to protect the fishery or to provide recreational and other desired
water uses downstream from the proposed Tioga-Hammond Reservoirs.
TABLE 16
TIOGA RIVER - CROOKED CREEK
FLOW REGULATION
ALKALINITY CONTROL
Percent of Time
Alkalinity 10 mg/1
or more maintained
downstream from
Condition the reservoirs^
I, Operation of reservoirs to maintain
proposed winter and summer pools
Case 1 No reservoirs 6.0
Case 2 Both reservoirs in place:
Fill from May 1 to June 1 6.1
Fill from April 1 to June 1 6.0
II. Operation of Hammond Pool for flow
regulation only
Case 3 No mine drainage abatement 6l
Case ^ 21 percent reduction mine
drainage 79
Case 5 50 percent reduction mine
drainage 91
-------
VIII - 2k
Releases from the Cowanesque Reservoir could provide the
additional alkalinity needed to protect water uses in the six-mile
reach of the Tioga River from the Cowanesque River to the Canisteo
River; however, the seven-mile reach "between the Tioga-Hammond Res-
ervoir and Cowanesque confluence would not benefit from the releases
unless flow from the Cowanesque Reservoir were pumped to the Tioga-
Hammond dam site.
MINE DRAINAGE ABATEMENT MEASURES
An alternative, and perhaps a more practical solution to the
mine drainage problems, might be abatement measures in the headwater
mining areas. Abatement measures, if effective, would enhance water
quality in the reaches upstream from the Tioga Reservoir and the Tioga
pool itself, as well as the stream reaches that would be regulated
by the above reservoirs. Water quality would be improved throughout
the 38-mile reach presently degraded by mine drainage, rather than
the 13 miles which might be improved by flow regulation. Also, if
the water impounded in the Tioga pool were not degraded by mine drain-
age, additional uses such as recreation and fishing could be enjoyed
in the reservoir. Furthermore, elimination of acid conditions in the
waters impounded by the Tioga Dam would permit redesign in the Tioga-
Hammond structures, with attendant savings in construction costs.
Mine drainage to the Tioga River originates primarily in the
Morris Run Watershed from inactive deep mines and both active and
inactive strip mines. A recent study conducted by a consulting engi-
neering firm under contract to FWPCA indicated that ki strip mines
in the Morris Run Study Area, 39 of which were inactive, contributed
impounded waters to deep mine workings either through direct connec-
tions or by infiltration. Five inactive strip mines discharged mine
drainage intermittently to surface streams as the result of accumula-
tion of precipitation. The study disclosed 72 major deep mine entries
in the study area, nine of which discharged acid drainage to surface
streams. In addition, the study disclosed four separate stretches of
stream bed and three major subsidence areas where surface waters
infiltrate underlying deep mine workings.
For the Morris Run Study Area, seven abatement measures (six
preventive and one treatment measure) were determined to be applicable
in light of Study Area problems and conditions.
Abatement measures considered applicable, eitner alone or in
combination, are:
-------
VIII - 25
Preventive Measures
Reconstruction of Stream Channels
Construction of Surface Water Diversion Ditches
Restoration of Strip Mines
Filling of Strip Mines
Restoration of Subsidence Areas
Sealing of Ground Surfaces
Treatment Measures
Neutralization and Oxidation of Acid Waters
Four abatement plans consisting of various combinations of
applicable preventive and treatment measures were considered for
detailed study. The anticipated results and the cost of the plan
recommended in the study report are summarized as follows:
Estimated Abatement Costs
Abatement
Measure(s)
Estimated Reduction
Average Annual Cost (Millions'
First Cost Average Over Average Over
(Millions) Initial 30 Years 300 Years
Preventive
Treatment
Volume -21%
Iron Tonnage -21%
Acid Tonnage - 23%
All mine drainage
remaining after
construction of
preventive measures
Total Abatement Costs
3.75
3.02
6.77
0.240
0.501
0.7*11
0.035
0.420
O.US5
The above plan was recommended on the basis of initial and
long-term costs and flexibility which would permit application of
preventive measures as construction funds become available.
The recommended mine drainage abatement plan would enhance
quality in the Tioga River in the 38-mile reach presently degraded
by mine drainage and would provide water quality suitable for recrea-
tion in the impoundment itself. Tangible benefits could be claimed
by mine drainage abatement measures which would provide water suitable
for recreational, fishery, and agricultural uses. Benefits attrib-
utable to mine drainage abatement measures would also result from a
-------
VIII - 26
reduction in costs of construction, operation, and maintenance of the
Tioga-Hammond Dam if provided in time that construction could be
modified. With the elimination of acid waters in the Tioga River, a
single dam could be constructed so that Tioga and Hammond pools could
be operated as a single reservoir. This modification would eliminate
the control works in the cross-over channel now proposed between the
two pools and would eliminate one of the two proposed operating towers
The estimated tangible average annual benefits are summarized in
Table 1?.
As reported previously, the average annual cost of the abate-
ment pJ an to eliminate mine drainage from the Tioga River ranged
from $707,000 to $1*55,000 for amortization periods of 30 years and
300 years, respectively. Although the estimated tangible benefits
($303,000) are less than the cost of the abatement measures, the
total benefits could be substantially greater if representative
values could be assigned to: (l) the reduction of damages associated
with erosion and corrosion of concrete and metal structures, (2) the
increased value of reclaimed mining areas and property adjacent to
acid degraded streams, and (3) greater potential for economic growth
and development in this area.
Mine drainage pollution is one of the most severe problems
in Pennsylvania. More than 2,000 miles of streams are adversely
affected by acid alone or by acid in combination with other constit-
uents of mine drainage. Hence, the scope of the problem is wide-
spread and clearly points to the need for abatement action.
Implementation of the mine drainage abatement plan for the Tioga
River watershed would serve to verify the cost and effectiveness of
the abatement measures. In addition to yielding benefits to the
Tioga River reaches, the Tioga River abatement program could serve
as a model for implementing similar actions in other mine drainage
problem areas.
-------
VIII - 27
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-------
IX - 1
IX. BENEFITS
WATER SUPPLY
Only one water service area, Elmira, will have water supply
deficiencies which could be satisfied practicably by storage in the
proposed Tioga-Hammond-Cowanesque Reservoirs. The remaining commu-
nities expected to have water supply deficiencies are remote from
the regulated reaches of the Tioga and Chemung Rivers and are located
in areas where alternative sources are available for development at
lesser cost to meet the projected needs. Therefore, it is not expect-
ed that provision of storage in the proposed reservoirs would be of
benefit to water users outside the Elmira area.
For Elmira, water supply benefits were evaluated in terms of
the cost of the water supply most likely to be developed by the
community. Alternative water supply sources considered were: (l)
development of groundwater, and (2) provision of a single-purpose
water supply reservoir. Because of the large glacial aquifers under-
lying the Elmira area, groundwater development was initially proposed
as an alternative to a water supply reservoir. However, development
to continuously meet Elmira!s future needs of about 172 mgd would
require an elaborate series of wells and provisions to artificially
recharge the aquifer. Preliminary cost estimates of the potential
groundwater supply system indicated the costs could conceivably
amount to twice that of reservoir development. However, the cost
data used in assessing the well system were preliminary in nature
and, further investigation and analyses would be necessary before a
more reliable estimate of the cost of this alternative could be
made. For this reason, and because of the uncertainties at this
time as to the feasibility of development and operation of a well
system of.this scale, groundwater development was considered a more
costly alternative than surface for the purposes of this report in
the determination of benefits.
The benefits of an adequate water supply to the City of Elmira
are the total of the tangible and intangible contributions of water
supply to the satisfaction of human needs and desires, but are not
fully measurable in monetary terms. The evaluation of the expansion
benefits that would be foregone in Elmira if an adequate water supply
were not available or were not provided in a timely fashion is highly
subjective. Therefore, it was assumed that the benefits attributable
to water supply storage would be at least equal to the least costly
means of supply needs.
For purposes of estimating benefits for development of a water
supply system for meeting Elmira's needs through year 2020, tentative
cost estimates of providing a. water supply reservoir were employed.
These costs are presented in Table 18 for the two following conditions:
-------
- 2
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IX - 3
(l) industrial cooling water needs would be met on a once-through
basis, and (2) heat dissipation needs would be met by cooling towers
and make-up needs were assumed to be negligible. The evaluation was
based on construction of the reservoir in 1980, since small defici-
encies would be expected around 1980 and would become more severe
throughout the period to year 2020. Additional use of groundwater
could delay the need for construction of the reservoir. However,
this alternative would involve an analysis to determine the optimum
conjunctive use of reservoirs and groundwater development and, as
stated previously, the groundwater cost information appears to be
too preliminary at this time to assess groundwater development with
a reasonable degree of certainty.
Based on the premise of a water supply reservoir constructed
in 1980 to satisfy Elmira's needs through year 2020, the initial
costs as given in Table 18 are expected to be approximately
$12,580,000 or $10,030,000, respectively, for industrial cooling water
needs being met by storage or by cooling towers. Amortized over a
100-year period from I960 to 2080 at k 5/8 percent interest plus
operation and maintenance charges, the annual value of water supply
benefits would be approximately $610,000 or $U86,000 for the above
two conditions, respectively.
WATER QUALITY
The benefits stemming from provision for flow regulation or
other alternative means for maintaining water quality standards may
be appraised as the increased value of goods and/or services result-
ing if quality is controlled, as compared with their value in the
absence of these measures. The benefits from maintaining water
quality include increased economic activity, increased or improved
recreational opportunities, reduced municipal and industrial water
treatment costs, increased industrial production, improved health
and welfare, greater availability of fish and other aquatic life,
and enhanced aesthetics of the aquatic environment.
The significant damages that would result in the Chemung
River Basin in the absence of water quality control measures are
loss of recreational opportunity, damage to fish and wildlife, and
degradation of aesthetics.
Increased recreational use in the ^5-mile reach downstream
from Corning and Elmira appears to be one of the most significant
potential benefits for which monetary values could be estimated
for resultant water quality control measures. At present, most of
the water-oriented activities are limited by degraded quality.
Estimates by the U. S. Bureau of Outdoor Recreation indicate a
-------
IX - h
potential recreational use of 109,000 annual user-days throughout
the k5-mile reach having a value of $109,000 annually.
Increased sport fishing also represents a significant poten-
tial benefit to be derived from stream quality improvement measures.
At present, most of the fishing effort in the study area is confined
to upper stream reaches and tributary headwaters. The value of the
fishery for the Chemung River in the U5-mile reach was evaluated by
the U. S. Bureau of Sport Fisheries and Wildlife. The average annual
use of 28,^00 fisherman days for sport fishing was estimated to have
a value of $56,800 annually.
It has not been ascertained at this time whether fishing and
recreation benefits justify storage and controlled flows in the
Chemung River. Sufficient data are not available to directly evaluate
the economic value of all of the effects of water quality improvement;
however, the approved water quality standards indicate the quality
and uses desired in the Chemung River. The cost of achieving this
quality should be a reasonable estimate of the benefits obtained. In
all likelinood the benefits would considerably exceed this cost if
monetary values could adequately be assigned to all potential benefits,
tangible and intangible.
For the area of this study, the two water quality improve-
ment alternatives considered to have the greatest potential applica-
tion are flow regulation and advanced waste treatment. Estimated
costs are summarized in Table 19 for the two alternative conditions
presented in Chapter VIII: (l) surface water utilized for meeting
both the water supply needs and water quality needs, and (2) surface
water utilized only for meeting the water quality needs.
Various methods of advanced waste treatment have been devel-
oped for removal of very high percentages of pollutants from waste
flows. These methods are now being demonstrated in laboratory and
pilot scale plant applications. One method, the carbon adsorption
process, has been proven effective in full scale operation and was
used in the present evaluation. Carbon adsorption units are usually
preceded by conventional secondary treatment, followed by lime alum
coagulation-sedimentation and sand filtration. Treatment effi-
ciencies using these processes may be expected to achieve as high
as 99 percent BOD removal.i2
The water quality evaluations indicated that operation of
the advanced waste treatment facilities would be needed only during
12 Stephan, David G., "Water Renovation - Some Advanced Treatment
Processes," Civil Engineering, Volume 35, September 1965.
-------
IX -
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ix - 6
the critical period extending from June through September. There-
fore, operating costs included in Table 19 represent operations
during four months of each year. During other months of the year,
secondary treatment and the available streamflows, as indicated in
historical flow records, are adequate to maintain water quality at
or above standards.
Calculations presented in Table 19 indicate that the combi-
nation of reservoir storage and advanced waste treatment providing
90 percent BOD removal is the least costly alternative for maintain-
ing water quality whether surface water or groundwater is utilized
to meet water supply needs. However, as pointed out previously,
reliance upon groundwater alone to meet Elmira's future water supply
needs is not favored at this time because of the uncertainties both
in economics and feasibility of development. The evaluation of
groundwater usage as related to water quality management is presented
here to demonstrate that water quality control costs depend upon
other water resource development decisions and could conceivably be
lower if groundwater development were found to be technically fea-
sible and were adopted. Another complication with the well system
would be the drawdown of the aquifer which could reduce stream flows
during critical periods if the wells were located near the stream.
Based on the conclusion that surface water will be utilized
to meet longer term future water supply and water quality control
requirements, the least costly alternative for water quality manage-
ment and providing suitable quality for the intended stream uses is
reservoir storage of 27,000 acre-feet in combination with advanced
waste treatment of collectable wastes, resulting in an overall re-
moval of 90 percent of the BOD reaching the Chemung River. As
shown in Table 19, this alternative may be expected to cost ap-
proximately $725,700 annually (in addition to an adequate level of
secondary treatment) including amortization over a 100-year period
at k 5/8 percent interest and operation and maintenance charges.
The cost of this alternative is taken as a measure of the value of
the benefits attributable to streamflow regulation under the as-
sumption that the benefits are at least worth the cost of meeting
the water quality standards established to protect present and
anticipated stream uses. Hence, for the purposes of this study,
the average annual value of benefits, resulting from reservoir
storage of 66,500 acre-feet (as given in Table 19) for flow regula-
tion purposes, is estimated at $725,700.
It has not been ascertained at this time what portion of
the water quality management storage and controlled flows in the
Chemung River could be justified directly for fishery and recrea-
tional use; however, control of flows made possible for reservoir
storage as presented in Table 19 would protect these uses and meet
-------
LA
water quality standards. The fishery and recreational benefits
together are estimated at $165,800 annually; therefore, of thp
$725,700 benefits which may be attributable to the maintenance <-•*
water quality by streamflow regulation, $lb5,800 are expected to
accrue from fishery and recreational uses downstream from the <"OV;L~
ing and Elmira service areas. If representative values for ail of
the benefits, both tangible and intangible, could be realistically
estimated, the total would be expected to exceed the $725,700 -/a1 ,f- •
It is expected that intangible benefits would be greater
for flow regulation than for advanced waste treatment. Although
advanced waste treatment would achi eve water quality standards and
protect the intended uses, flow regulation would contribute tc »
larger conservation pool (with attendant increases in reservoir
fishery and recreational benefits), increased streamflow (with
greater opportunity for in-stream uses), greater controJ of nature
pollution, and the assurance of sustained streamflow throughout
the year.
The benefits to be derived from water quality improvement,
measures will be distributed throughout the k5-mile reach of the
Chemung River downstream from Corning and Elmira, New York. Fjo\*
regulation would also provide additional water quality ennancemnm,
in the upstream 20-mile reach between Corning and the proposed
reservoirs. The benefits are widespread in scope and appear suf-
ficient in magnitude to warrant provision of the required volume
of storage for flow regulation. The primary beneficiaries are
members of the public, both witnln and outside the Basin, who UKft
the Chemung River for recreation or fishing or who appreciate the
value of clean streams. Regulation of flow by the proposed Tiosfi-
Hammond-Cowanesque Reservoirs would relieve the communities of
Corning: and Elmira of the need to provide treatment beyond >Q
cent BOD removal until after year 2020.
From the preceding evaluation in Chapter VIII, the alkaline
waters stored in the Hammond Reservoir do not appear sufficient to
neutralize the acid waters from the Tioga impoundment on a rorrtin,-
ous basis. Since periodic acid conditions would damage or aest.ro;
the fish habitat necessary to support the fishery on a permanent
basis, it is not considered to provide significant fishery benefat.,
although some recreation benefits would accrue during periods when
the Tioga flows were neutralized, the periodic loss of tne fishery
would greatly reduce the recreational potential.
-------
A - 1
APPENDIX A
TABLE A-l
MUNICIPAL WATER USAGE (i960)
CHEMUNG RIVER BASIN
Water Usage (mgd)
Municipality
Addison Village
Alfred Village
Almond Village
Arkport Village
Avoca Village
Bath Village
Big Flats Town
Blossburg Borough
Bloss Township
Canisteo Village
Catlin Town
Cohocton Town
Cohocton Village
Corning City
Corning Town
Elkland Borough
Elmira City
Elmira Heights Village
Erwin Town
Greenwood Town
Hornell City
Horseheads Village
Knoxville Borough
Mansfield Borough
Mansfield State Teachers College
North Hornell Village
Osceola Township
Painted Post Village
Prattsburg Village
Riverside Village
South Corning Village
Tioga Borough
Troupsburg Town
Waver ly
Wellsburg Village
Westfield Borough
Population
Served
1,800
3,500
570
800
1,000
5,000
2l*5
2,525
300
2,550
1*50
350
923
17,500
900
2,180
71,171
5,139
100
300
15,000
7,200
61*0
k,koo
1,1*00
1,000
208
3,1+00
653
1,030
880
700
150
5,950
61 1*
1,200
Source
Ground
0.108
0.150
0.050
___
0.051*
0.690
0.020
0.058
0.150
0.025
0.020
0.050
2.575
0.055
0.150
3.1*72
0.308
0.011
0.018
1.100
0.026
0.008
0.220
0.030
___
0.013
0.065
0.135
Surface
_ .__
0.096
-__
0.128
0.020
6.370
—
—
—
2.170
—
— __
0.260
0.012
0.100
0.100
0.053
O.OU8
___
0.600
_ __
Total
161,728
9.561
9.957
-------
A - 2
APPENDIX A
TABLE A-2
INDUSTRIAL WATER USAGE (1963)
CHEMUNG RIVER BASIN
Water Usage (mgd)
Source
Industry
Add! son Milk Co-op
Aldenary Dairy
Alfred Atlas Sand and Gravel
Artistic Card Publishing Company
Bendix Corporation
Buckly-Nylok Company
Chemung Foundry
Corning Glass Works (at Big Flats)
Corning Glass Works (at Corning)
Corning Packaging Company
Dairymen's League Co-op
Elberle Tanning Company
Elkland Leather Company
Elmhurst Dairy
Erie-Lackawanna RR Repair Shop
Fawn Beverages
General Electric Company
Grandviev Dairy
Great Atlantic and Pacific Tea
Company
Hankins Container Company
Hardinge Brothers, Inc.
Hygeia Refrigeration Company
Ingersoll-Rand Corporation
Kennedy Valve Manufacturers
Merrill Hosiery Company
Mobil Oil Company
National Biscuit Company
New York State Electric and Gas
Corporation
Pepsi Cola Bottling Company
Polio Dairy
Prattsburg Creamery
Reinhart Sand and Gravel
R. F. Reynolds Company
Schweizer Aircraft Corporation
Scuder and Sons Dairy
Seven-Up Bottling Company
Sperry Rand Corporation
Stern and Stern Textile Company
Ground Surface
0.022
0.020
0.216
1.155
0.025 —
— —
0.210
3.1+00
0.150
Q.kOQ
0.260 2.000
0.005
0.250
0.300
0.250
O.U32
0.260
0.200
o.oio —
0.100 1*3.200
o.ioo
0.125
1.500
0.020
O.OlU
0.020
1.660
Municipal
__ _
0.030
o.ooU
0.130
0.008
2. 790
0.01+8
0.002
0.160
0.111
0.050
0.002
1.000
0.009
0.001
0.030
0.275
0.011
0.016
0.007
0.005
___
___
0.002
0.098
0.155
-------
A
APPENDIX A
TABLE A-2 ' Continued)
I.njlustry_
Thatcher Glass Manufacturers
U. S. Steel Corporation
Ward Lafrance Company
Westinghouse Electric Company
(at Bath)
Westinghouse Electric Company
(at Hors eheads)
Total
Ground
Water Usage (mgd)
Source__
Surface
O.OkO
2.1*80
13.6214
145.200
Municipal
0.532
C.001
0.006
O.POO
C.066
5.7^9
-------
B - 1
APPENDIX B
TABLE B-l
MUNICIPAL WASTE SOURCES
CHEMUNG RIVER BASIN
Municipality
Alfred Village
Bath Village
Bath Village
(Vet. Admin. Hospital)
Big Flats Town
Blossburg Borough
Canisteo Village
Corning City
Corning Community College
Elkland Borough
Elmira City
Erwin Town
Hornell City
Horseheads Town
Mansfield Borough
Painted Post Village
Westfield Borough
Population
Served
3,700
2,000
2,1*50
750
1,650
2,200
20,285
500
2,150
50,1*50
1,000
16,917
1*89
3,380
2,570
1,200
Waste
Flow
(mgd)
0.21+0
0.200
0.199
0.059
0.162
0.250
3.000
0.050
0.200
5.500
0.120
2.000
0.050
0.338
0.200
0.205
Waste Load
Discharged, I960
Treatment (P.E.)
Secondary
Primary
Secondary
Secondary
None
Primary
Primary
Secondary
Secondary
Secondary
Secondary
Primary
Secondary
None
Secondary
Primary
*
1,385
368*
162
1,1* 30*
27,^95
75
323*
51,1*55
150*
11,1*37
71*
3,380*
7l*0
780
Includes industrial organic wastes.
-------
B - 2
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C - 1
APPENDIX C
TABLE C-l
DURATION, FREQUENCY, AND STREAM FLOW CHARACTERISTICS
TIOGA RIVER AT TIOGA, PENNSYLVANIA
Location—Lat Ul°5U»30", Long 77°07I^5", 130 ft. upstream from
highway bridge at Tioga, Tioga County, and three-quarters
of a mile upstream from Crooked Creek.
Drainage Area—282 sq. mi.
Tributary_tp_—Chemung River.
Average Discharge—2k years, 333 cfs.
Extremes—1938-62: Maximum discharge, 39,000 cfs, May 27, 19^6;
minimum discharge, U.5 cfs, August 10. 11, 1955.
Magnitude and Frequency of Annual Low Flow
Period of Period 1939-59
Consecutive Discharge, in cubic feet per second, for
IDays _ ijidieated recurrence interval, in^ years .
7
lit
30
60
120
2
16
20
23
28
kh
3
12
16
18
23
3k
5
10
12
15
18
28
10
v •?
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11
Ik
22
25
5.7
6.8
8.2
10
18
Duration Table of Daily Flow
Period 1939-60
Discharge, in cubic feet per second, which was
equalled or exceeded for indicated percent of time.
% 2 5 10 20 30 UO 50 60 70 80 " 90 "95 98
cfs 2,200 1,350 800 U65 290 200 135 90 59 38.5 25 18.5 13.*
-------
C - 2
APPENDIX C
TABLE C-2
DURATION, FREQUENCY, AND STREAM FLOW CHARACTERISTICS
CROOKED CREEK AT TIOGA, PENNSYLVANIA
Location—Lat iH°5V05", Long 77°08'55", at New York Central Railroad
Bridge, one mile southwest of Tioga, Tioga County, one mile
upstream from Elkhorn Creek, and three miles upstream from
mouth.
Drainage Area—122 sq. mi.
Tributary to—Tioga River.
Average Discharge—9 years, 112 cfs.
Extremes—1953-62: Maximum discharge, 10,900 cfs, October lU, 1966;
Minimum discharge 2.1 cfs, August 21*, 26, 1962.
Low-flow Frequency—Estimated average annual minimum discharges for
seven consecutive days.
Recurrence Interval 2 years 10 years
Discharge k.6 cfs 2.^ cfs
Basis of Estimate—Correlated with Tioga River at Tioga using
concurrent daily discharges.
Duration Table of Daily Flow
Period 195^-60
Discharge, in cubic feet per second, which was
equalled or exceeded for indicated percent of time.
2 5 10 20 30 1*0 50 60 70 80 90 95 98
880 1*70 265 lUO 85 56 37 25 17 ip 5.8 IK 5 3-5
-------
C - 3
APPENDIX C
TABLE C-3
DURATION, FREQUENCY, AND STREAM FLOW CHARACTERISTICS
YOWANESQUE RIVER NEAR LAWRENCEVILLE, PENNSYLVANIA
Location—Lat ^1°59'10", Long 77°09'00", three-quarters of a mile
downstream from Cook Creek, one and three-fourths miles
southwest of Lawrenceville, Tioga County, and two and
one-half miles upstream from the mouth.
Drainage Area—295 sq. mi.
Tributary to—Tioga River.,
Ayerag_e__Dischargg_—11 years, 290 cfs.
Extremes—1951-62: Maximum discharge, 18,300 cfs, April 25, 196l;
Minimum discharge, 0.8 cfs, August 31, September 1, 1962,
Low-flow Frequency—Based on eight years of record.
Recurrence Interval 2 years 10 years
Discharge 5.0 cfs 2,0 cfs
Duration Table of Daily Flow
Period 1952-60
Discharge, in cubic feet per second, which was
equalled or exceeded for indicated percent of time.
2 5 10 20 30 hQ 50 60 70 80 90 95 98
2,200 1,200 730 380 2kO lUO 90 55 31 17 8.8 5.6 3.9
-------
C - 1*
APPENDIX C
DURATION. FFilQUMCY, A!u> ;
-------
C - 5
APPENDIX C
TABLE C-5
DURATION, FREQUENCY, AND STREAM FLOW CHARACTERISTICS
CAWISTEO RIVER AT WEST CAMERON, NEW YORK
Location—Lat H2"l3'20", Long 77°25'05", on right bank 250 ft. down-
stream from highway bridge, one quarter of a mile southeast
of West Cameron, Steuben County, and one and one-half miles
north of Cameron.
Drainage- Area—3^2 sq. mi.
Average Discharge—2J4 years, 358 cfs.
Minimum Daily Discharge—12 cfs.
Minimum Average Discharge, in cfs, for Indicated
Length of Period, Based on 1937-59 Records
Period
Discharge
Period
Discharge
3-day
7-day
Ik-day
30 -day
60-day
12.0
12.1
12.9
15.3
19.2
90-day
120-day
150-day
183-day
274-day
23.0
25.8
27.0
30.2
59. ^
Magnitude and Frequency of Annual Flow
Based on 1937-59 Records
Period
(Consecutive
days)
1
7
30
Discharge
2
25
28
3**
recurren*
5
17
19
22
rn_ years
10
15
16
19
20
13
Ik
17
30
12
13
15
Duration of Daily Discharge
Discharge, in cfs, which was equalled or
exceeded for indicated percent of time.
Water
Years
1931,
1938-60
1931-60
1
3,700
3,600
5
1,1*50
1,^50
10
850
81*0
15
590
560
20
MtO
kio
30
275
2^5
1*0
190
165
-
50
130
115
60
88
85
70
62
62
80
>*5
^
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39
39
90
33
33
95
26
26
98
21
21
99
19
19
99.5
17
17
99.9
15
15
Remarks—Flood flows regulated by Arkport Reservoir since November 1939 and
Almond Reservoir since October 19^8; normal regulation insufficient
to materially affect figures of monthly run-off.
-------
C - 6
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C - 7
APPENDIX C
TABLE C-T
DURATION, FREQUENCY, AND STREAM FLOW CHARACTERISTICS
COHOCTON RIVER NEAR CAMPBELL, NEW YORK
Location—Lat U2°lU'10", Long 7T°13'00", on left bank .just downstream
from highway bridge, one and one-half miles upstream from
Michigan Creek, and two miles upstream from Campbell, Steuben
County.
Drainage Area—i»72 sq. mi.
Average Discharge^—i*2 years, it52 cfs .
Minimum Daily Discharge—8.0 cfs.
Minimum Average Discharge, in cfs, for Indicated
Length of Period, Based on 1919-59 Records
Period
Discharge
Period
Discharge
3-day
7-day
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60-day
8.3
10.6
11.9
15-3
19.6
90-day
120-day
150-day
183-day
27^-day
21.8
26.9
30.8
35-1
59.7
Magnitude and Frequency of Annual Low Flow
Based on 1919-59 Records
Period
(Consecutive
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recurrence intervals in years
Water
Years
1919-60 3,S
1931-60 3,{
days)
1
7
30
2
3H
39
k6
5 10 20 30
25 19 13 10
30 22 16 13
33 27 21 18
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for indicated percent of time
1 5
>00 1,700
500 1,750
10
1,050
1,100
15
760
800
20
590
610
30
390
390
1*0 50 60 70 80 85 90 95 98 99 99-5 99.9
270 190 130 96 70 59 ^9 kO 30 2k 20 lit
265 180 130 93 67 56 U6 36 28 23 20 13
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D - 2
APPENDIX D
TABLE D-2
INDICES OF INDUSTRIAL OUTPUT
TIOGA AND CHEMUNG RIVER BASINS
(INDEX OF OUTPUT I960 = 100)
SIC
Chemung
2026
2033
2086
2097
2653
2111
3221
3221
3321
31*1*1
351*1
3l*9l*
3572
3673
3711
3729
Broome
191*1
2013
2023
2026
2071
2653
28U
311+1
3251
3391
31+91*
3572
Description
County
Fluid Milk
Canned Fruits, Vegetables, Preserves
Bottled and Canned Soft Drinks
Manufactured Ice
Corrugated and Solid Fiber Boxes
Greeting Card Publishing
Glass Containers (Corning)
Glass Containers (Thatcher)
Gray Iron Foundries
Fabricated Structural Steel
Machine Tools, Metal Cutting Types
Valves and Pipe Fittings, excl. Plumbers
Typewriters
Transmitting, Industrial, and Special
Electron Tubes
Motor Vehicles
Aircraft Parts and Auxiliary Equipment
County
Sighting and Fire Control Equipment
Sausages and Other Prepared Meats
Condensed and Evaporated Milk
Fluid Milk
Candy and Other Confectionery Products
Corrugated and Solid Fiber Boxes
Perfumes, Cosmetics, and Other Preparations
Footwear, excl. House Slippers
Brick and Structural Clay Tile
Iron and Steel Forgings
Valves and Pipe Fittings, excl. Plumbers
Typewriters
1970
158
114
150
127
95
122
122
155
100
97
11*3
163
170
302
78
1*12
119
171
156
183
97
202
163
60
156
131*
50
171
1980
2l*5
172
276
183
136
133
137
225
118
103
187
228
268
685
15
907
183
272
2Ul
332
133
98
270
39
231
189
0
270
1990
363
255
508
270
155
139
157
325
12U
151
21*6
379
1*33
1,081
0
1,307
257
1*22
357
578
187
1*7
1*63
26
307
266
0
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V ' "
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2021
2023
2021*
2026
Sand and Gravel
Creamery Butter
Condensed and Evaporated Milk
Ice Cream and Frozen Desserts
Fluid Milk
155
161
159
157
155
210
250
2l»7
21*1+
2kO
275
370
365
361
356
Now 11*1+2
-------
D - 3
SIC
2033
2231
2251
2653
3229
3561
3671
Tioga
2023
3111
3229
3k9b
369^
APPENDIX D
TABLE D-2 (Continued)
Description
Canned Fruits, Vegetables, Preserves
Broad Woven Fabric Mills
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Pumps, Air and Gas Compressors
Radio and Television Receiving Type Tubes
County
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Electrical Equipment for Internal
Combustion Engines
19TO
111*
103
122
95
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197
281
106
62
122
83
131
1980
172
68
91
123
167
3lU
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112
33
137
70
152
1990
255
37
55
155
190
517
965
109
17
157
87
188
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