-------
promulgated ; therefore, the impact resulting from the proposed plant
cannot be quantified at the present time.
The aforementioned computer simulation is based on a low flow
of 8.6 mgd (13.3 cfs) which is considerably .higher than the cal-
culated 7-day 10-year low flow of 29.3 mgd (3.77 cfs). To quantify
the effects when the 7-day 10-year low flow does occur, additional
computer simulation should be conducted. To derive a qualitative
understanding of the effects, a simple extrapolation method is
used to predict the effects. The results are presented in Table 44
for various phases of the proposed action. As this table illustrates,
no apparent violations of water quality and allowable waste loads
would be caused by the proposed action. The implication of the
calculated ammonia concentration in terms of biological effects is
discussed on pages 232-238.
Field observations of the water quality conducted by various
agencies and individuals are summarized in Table 45. In this
table, the stream water quality standards are also listed in
comparison. The water quality standards for temperature are given
separately in Table 46.
4. Impacts
In general, the water temperature, pH value, concentrations
of dissolved oxygen, nitrate, total dissolved solids (TDS), chloride,
dissolved iron, chromium, zinc and copper are well within the water
quality standards. Considering that the effluent from the proposed
plant would have at least 6 mg/1 of DO, maximum BOD,- of 8 mg/1,
207
-------
TABLE 44. The Resulting Effects of the Proposed Action
During Various Construction Phases (based on
7-day 10-year low flow of 3.77 cfs)
Variables
Design Capacity in mgd
DO in mg/1
NH. as N in mg/1
BOD5 in Ib/day
NH3 as N in Ib/day
Organic N in Ib/day
Phase 1
1.5
6.53
0.47
270,
36
89
Phase 2
3
6.4
0.475
368
42
95 .
Phase 3
6
6.26
0.484
563
54
107
Stream Standard
or Allowable Load
___
6.0
1.5
768
117
Source: Enviro Control, Inc., 1975
208
-------
TABLE 45. Water Quality of Olentangy River
Data Source
River Reaches
Measured from the
Proposed Site (miles
Conditions
No. of Observations
'Dates of
Observations
DO in ng/1
BODj in mg/1
faij as N in mg/1
K03 as K in mg/l
Organic N in og/1
Total P in irg/1
Temp, in 'C
pH
Total Conforms
in 100 ml
Fecal Coliforas
in 100 ml
Fecal Streptococci
in 100 ml
T.S.S. in ng/1
T.O.S. in mg/1
C " in iug/1
e (dissolved) in mg/1
U in tig/1
Cr in mg/1
{n in 119/1
Kg in ng/1
Cu in mg/1
Cyanide in mg/1
Turbidity in JTU
Turbidity in ppa
Burgess S
Kiple, Ltd.
0-2.5
Existing '
24
10/31, 11/7.
11/25/74
7.4-12.4
1.3-12.7
0.0-1.7
0.0-0.9
0.0-3.4
0.11-1.16
4.5-20.0
7,6-8.1
Ohio Uesleyan
Study Team
-22-1 .
Before the
Expansion of
the Delaware STP
K.A.
6/13/72-7/28/72
4.3-6.7*
...
...
0.4-4.0
...
...
,7.5-28
6.8-8.4
Sctoto River
Basin:
Waste Load John H. Oliver
Allocation
Report
Delaware Dam - .7
to Houth "*'
Before the Before the
Expansion of Expansion of
the Delawa're STP the Delaware STP
13 13
before 3/1/74 Sunter
1967-1969
S: Jifii*" 6-9-8-8
». 2.5-13.2
b. 2.3-4.8
«. 0.1-3.75
b. 0.0-0.1
a. 2.1-2.8
b. 2.1-2.8
a. 0.25-6.1
b. 0.5
a. 0.0-0.3 n 15 ? 11
b. 0.0-0.3 u.-ift-u
B. 25.0 41 «5«
a. 7.9-8.7 - ... .
b. 7.9-8.7 8'3 8'5
Water Quality
Standards for
The River
Segment
Delaware Dam
to Mouth
Existing
...
...
S.O
...
1.5
S.O
...
...
See Table 46
6.0-9.0
800-2.4x10**
66-44xl05
,6-1205*
b! 530-tntc***
200
26-6. ExlO4
6-65
40.4-73.2
...
...
...
a. 274-394
b. 274-394
a. 24-50 -,..,
b. 24-50 " "
I. 200-300
b. 200-300 "" !
500
250
' 1,000
<1 ... ... j . s
<2-31
<20-80
...
...
1. 0.0
b. 0.0 ;
j
100
1,000
J; }] 56-86
<25-58
<3-8
...
...
...
...
500
200
7-43
29-U6 1-
Only one observation per sampling location
"Kith one low value of 1,4 mg/1 of 0.0. at Station 5
between the Delaware STP's Sanitary Land Fill and Quarry
***Too numerous to count
*,During low flow periods
b.Other than low flow periods
Source: Enviro Control, 1975
209
-------
TABLE 46. Maximum Allowable Water Temperature
in the Olentangy River
Month
January
February
March
April
May
June
July
August
September
October
November
December
Temperature in °C
10
10
15.6
21.1
26.7
32.2
32.2
32.2
32.2
25.6
21.1
13.0
Source: Ohio EPA, 1974
210
-------
and allowable waste loads for BOD and Cl, only the total dissolved
solids content is likely to cause a problem. Although, the current
total dissolved solids concentrations are within the water quality
standards, the total dissolved solids load would exceed the allowable
load by approximately 48%. This might have some impact on the
stream biology and the agricultural uses of instream water.
Ammonia standards are reported to have been violated approxi-
mately 10 per cent of the time (Ohio EPA, 1974). Under the assumption
that the Waste Load Allocation Program (Ohio EPA, 1974) would be
successfully implemented, the instream ammonia concentrations would
be so reduced that the ammonia concentration at the mixing point
of the proposed plant site would be within the 1.5 mg/1 limit at
all times.
As the plant grows to its ultimate size, some problems associated
with nitrate might occur as a result of conversion of ammonia into
nitrate in the proposed treatment processes. Presumably, nitrate im-
pacts would be confined to the agricultural uses of the instream water.
The land south of the proposed site is limited in the acreage devoted
to agricultural uses. By the time the nitrates reach the mouth of the
Olentangy River, the large dilution capacity there would reduce their
impact to an insignificant level. The ground water table in the area
is generally so high that NO., contamination of the ground water system
might be insignificant. It is calculated that, in the project area,
yields of no more than 5 gallons per minute can be developed by well
drillings (Ohio Department of Natural Resources, 1963). These yields
are considered poor, indicating that the soils are relatively imper-
meable and that, therefore, the interaction between ground water and
the water in rivers might be slight. It is therefore supposed that the
211
-------
ground water contamination by nitrates is predominantly controlled by
molecular diffusion which is rather a slow process. However, lack of
data on the fluctuation of ground water level and the characteristics
of the soil make the impact quantification difficult.
The fecal coliform concentration of the river water has been
reported many times as "too numerous to count" (Ohio EPA, 1974).
The same situation has occurred throughout the entire river segment,
indicating that it is highly polluted by municipal sewage. Municipal
sources are specified because among the total source loads of BOD5,
TSS, phosphorus, NH3, and TKN, the municipal sources account for
more than 95 per cent and their discharges correlate well with the
fecal coliform loads. These municipal sources include the Delaware
Sewage Treatment Plant and small package treatment plants of various
commercial facilities and educational institutions (Ohio EPA, 1974).
Septic tank runoff also contributes to increased coliform levels in the
Olentangy River. The effluent limitation of fecal coliforms is 200 per
100 ml, thereby assuring that the fecal coliform load from the proposed
plant is kept within the allowable load standards of the stream.
To achieve this goal, chlorination of the treated sewage after the
second stage clarification and prior to rapid sand filtration is
proposed in the plant design. There is concern about the possible
adverse effects on stream fish by the residual chlorine in the
plant's effluent. Although the post-aeration of the effluent
before discharging into the Olentangy River could drive out some
of the residual chlorine from the effluent, the residual chlorine
concentration would still be high. The effluent concentration of
total residual chlorines is estimated to be 0.5 mg/1 without
212
-------
dechlorination of effluent. The impact of the residual chlorine on
river flora and fauna is discussed on pages 226-232,
No effluent quality standards have been established for other
constituents such as iron, cadmium, chromium, zinc, and copper so
that the effects of discharging effluent containing these consti-
tuents cannot be determined. It is assumed that any industrial
wastewaters which contain high concentrations of these constituents
would be adequately pre-treated before discharge into the sewage
collection system.
The construction of the plant is proposed to take place in
three phases. The design capacities of each phase are 1.5 mgd,
3 mgd, and 6 mgd in the year zero, year 10, and year 20, after the
plant becomes operational. The phasing scheme of the interceptor
sewer network is shown in Figure 9.
Some impacts on water quality can result from the project
construction. Erosion and siltation'problems associated with
sewer construction; dissolved oxygen depletion, BOD5, and turbidity
associated with the dredging activities for sewer river crossings
and outfall work are the major concerns.
Erosion due to plant construction could have some effects on
water quality such as increase of turbidity, total suspended solids,
and total settleable solids. Upon discharging these materials into
the river, siltation might result in the downstream segment where
flow velocity decreases below that required to maintain the load
in suspension. Siltation is a major factor in the modification
213
-------
of floodways and should this siltation be extensive, such
modification might contribute to an increase in flood hazards and
potential flood damages.
Dredging activities required by the construction of sewer
river crossings and effluent outfall structures could cause some
water quality problems. Dissolved oxygen depression would be a
consequence of the high chemical oxygen demand by the re-entrainment
of river bed sediments. It has been reported (Jeane & Pine,
1975) that near a harbor dredging site, the dissolved oxygen often
dropped below 4.0 mg/1, which is the water quality criteria recom-
mended by the Department of Ecology, State of Wahsington, and some-
times even down to the lethal range (Servizi et al., 1969).
Levels of total sulfides, usually considered toxic substances, and
chemical compounds of high oxygen demand would increase near a
dredging site (Jeane & Pine, 1975). Although the river bed of the
Olentangy River is essentially of calcareous nature, the low stream
velocity at low flow cannot preclude the existence of some organic
sediments. The dissolved oxygen depletion may occur during
dredging periods, but will not be so significant as reported
elsewhere (Jeane & Pine, 1975), because of lower organic content
of the bottom sediments of the Olentangy River. The degree of
depletion of dissolved oxygen due to river dredging cannot be
quantified without knowing the oxygen demand of the river sediment.
Dredging can cause an increase of turbidity and total settle-
able solids. The amount of increase depends upon the characteristics
of the river bed sediments, and cannot be quantified at the present
time. Dredging of fine-grained silt and clay can increase river
214
-------
turbidity considerably and the resultant high turbidity may persist
downstream along a long reach of river from the dredging site.
However, in the dredging of gravels and coarse sands, the rate of
sedimentation is generally much greater and the suspended sediment
load does not tend to persist over such great distances.- Increase
of turbidity caused by construction might have some temporary
impacts on the Olentangy scenic river segment in terms of visual
aesthetics, and some damaging impact on sight-feeding fish species
and benthic fauna.
The major impacts are summarized into two categories, rever-
sible impacts and irreversible and irretrievable impacts. The
impacts which fall into the category of reversible impacts are:
Surface water contamination by the effluent total dissolved
solids
Surface water contamination by nitrate content of the effluent
Surface water contamination by the possible high ammonia
content of the effluent
Surface water contamination by the residual chlorine in
the effluent
Turbidity increase of the surface water due to construction
of river crossings, the outfall, and the plant
Possible dissolved oxygen depletion due to dredging of
river bed for construction of river crossings and the outfall
The impacts which fall into the category of irreversible and
irretrievable impacts are erosion and siltation problems associated
with project construction. These impacts include destruction of
aquatic life, some of which would be unlikely to recover.
215
-------
5. Interceptor Phasing
In the design of a new sewage system, it is important to
schedule the completion of the various interceptor lines in response
to current and anticipated needs. This phasing would be consistent
with population densities, water quality problems and projected
growth. Concern has been expressed, in Delaware County, that the
proposed system does not adequately meet the needs of present
residents, but rather is designed for a planned influx of popula-
tion. The validity of this concern is assessed here and suggestions
for improvements and modifications of the current phasing plan are
made. The impact of alternative plant sites on phasing is evalu-
ated as well.
The proposed interceptor lines are shown in Figure 9. Planning
phases are expressed in terms of 10-year intervals, using 1975 as a
baseline for Phase I, though, due to delays in the permit and
impact statement processes, 1977 is a more accurate baseline date.
The first phase consists of a short line along the Olentangy River
to one proposed residential development and a major system in the
Alum Creek Basin which would serve outlying areas north of Wester-
ville in the vicinity of Westerville Reservoir, and the area
around Alum Creek Lake. Service to the lake area would accommodate
an expected increase in recreational activity, which is of concern to the
Corps of Engineers.
During Phase II, it is proposed to construct extentions along
the Olentangy River to include the village of Powell and more
216
-------
northerly areas, an expansion of the Alum Creek network, and the
completion of a force main to the lower Scioto Basin, including
Shawnee Hills. During Phase III, it is proposed to construct an
extension of the sewer system northward in all basins and to install
minor lines (Burgess and Niple, Ltd.,1974).
A map supplied by the Delaware County Health Commissioner
(May, 1975) shows that significant problem areas exist in Shawnee
Hills, Powell, Seldom Seen Road, Carriage Drive, Hyatts, Lewis
Center, Cheshire, and the southern end of U. S. 23 (see Figure 36).
Smaller problem areas occur in various limited areas in Liberty,
Orange, Genoa, and Berlin Townships. These water quality problems
result from untreated or poorly treated runoff from cesspools,
septic tanks, and package plants and are caused by both the unsuit-
ability of soils in the area for use as septic tank fields and the
problems of sewage treatment.
The Delaware County Sanitary Engineer's Office has estimated
that 1,575 people will be served by the initial phase of the project,
mostly in the Alum Creek area. This figure is based on a house
count within 1,000 feet of the planned interceptors, an assumed
average of 3.22 persons per house, and a non-occupancy rate of
7 percent. This phase would service approximately 13.4 percent of the
1970 population in the total service area as estimated by Burgess
and Niple (1974), or, by interpolation, 10.6 percent of the
estimated present population. Phase II adds to this number signifi-
cantly by including Shawnee Hills and Powell. It is not until
Phase III that over half of the present or projected population
would be served.
217
-------
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218
-------
Development of sewerage to residents of the afflicted areas
should be integrated with a comprehensive long-range plan.
Failure to serve the existing population effectively would result
in continuation of local water quality problems and probable low
flow septic problems in the interceptors. These problems could be
avoided or minimized by first serving the areas which have large
population densities.
The root of the problem with the present system is that it
is primarily designed to accommodate wastewater from the Alum Creek
Lake recreation areas. A lesser problem is the exclusion of the
village of Powell from the first phase in favor of a planned
development area north of Powell Road. Both of these plans avoid
high density problem areas in favor of lower density areas in
Phase I. Solving these two problems and adding the town of Shawnee
Hills on the lower Scioto Basin to Phase I would serve a much
larger number of present residents. The plan does, however, serve
well the densely populated southern Genoa Township area in Phase I.
The U. S. Army Corps of Engineers has proposed to construct
package treatment plants for the wastes from the Alum Creek Lake
recreational facilities. These wastes would fluctuate seasonally
and would be expected to grow substantially due to increasing
population influx into nearby areas. The Corps, in its Environ-
mental Impact Statement, has postulated 911,000 visitor days per
year in 1980. Assuming usage by each visitor for only a portion
of the day and lack of showers or other larger water uses, an
average daily sewage output of 0.04 mgd can be expected. The
219
-------
actual output would be much higher in the summer and smaller during
winter months. On an average basis, this is comparable to use by
300-400 residents, or about 20 percent of the population served by
Phase I. The lines for this area of the plan, however, comprise
more than 25 percent of the total length of line proposed for Phase I
and include one force main and one large reservoir crossing. If a
line were to be laid to the lower Scioto Basin before the extension
to the Alum Creek area to the north, it would require slightly less
line mileage and would serve over 310 houses in the Shawnee area and
72 houses along the route. This is the equivalent of about 1,175
residents or 74 percent more than presently planned to be served
by Phase I.
Because it is assumed that only a limited length of interceptor
lines could be laid in a given time period and because laying of the
force main and interceptors to the Scioto River would entail delay
of the northern Alum Creek lines, some provision would have to be
made for the Alum Creek sewage in the interim period. A lagoon or
irrigation disposal method, as was discussed in October, 1973 by
soil conservationists and consulting engineers, are possible
interim provisions. The reports (cited in Burgess and Niple, Ltd.,
1974) indicate no particular problems with the use of some land for
this purpose.
Another alternative discussed was to pump the Alum Creek sewage
through Westerville to Columbus, but this would still entail the
the laying of a long pipe. Perhaps this could be done if some other
entity, such as the Corps, agreed to pay for and construct the line
220
-------
to Westerville, which is on the Columbus sewage system, so as not
to interfere with the Delaware County schedule. Then in Phase II,
the line could be easily switched to the Delaware system. The
Corps has already earmarked $600,000 for package plants on Alum
Creek Lake. They have considered paying this money to Delaware
County in return for sewerage service. Permission for this would
almost certainly be given by Delaware County, since it would be
extremely advantageous to them. It would speed their laying of
lines but delay any additional expense at least until the line
could be connected with the Delaware system in Phase II.
The village of Powell is presently not scheduled to be served
until Phase II. A house count of Powell from the 1973 U.S.G.S.
Powell Quandragle map shows 126 residences or approximately 380
residents. This represents 24 percent of the current planned Phase I
service. The extension of a line from Powell from the presently
planned treatment plant site would require little additional pipe
and would actually result in a savings of pipe if the Phase I line
to a proposed development north of Powell were delayed. This would
not cause major problems because the development might otherwise
be delayed in response to present economic conditions. Inclusion
of Powell is also advantageous from a financial standpoint because
existing houses are more certain to yield revenue than planned ones.
Thus, the main recommended modifications involved in the
present or nearby plant sites are to include the Powell and Shawnee
Hills areas in the first construction phase and either delay or
use alternative plans in the northern recreational areas on Alum
221
-------
Creek Lake. Construction phasing modifications arising from alter-
nate plant locations are discussed below.
Both the Franklin County 1-270 site and the highground site
south of Powell would only require 2 to 3 additional miles of inter-
ceptor line. Both a lift station and a force main-would also be
required because these sites are significantly above river level.
It is not expected that addition of a lift station or a short amount
of line should significantly delay completion of other portions.
The phasing priorities for these two locations would then remain
as outlined on pages 219-221.
If site OR7, north on the Olentangy, was to be selected,
approximately 6 or 7 miles of force main would be required to pump
the Olentangy Valley wastes northward to the plant. The inter-
ceptors from the other two basins could cross the divides either
at the south end of the county as is presently proposed, or at
the latitude of site OR7. This latter plan, however, would entail
pumping by force main up all three basins and would seriously delay
the interceptor construction as well as adding a large expense in
force main construction. Even crossing at the southern end of the
county might delay completion of Phase I interceptor lines somewhat,
due to the cost and effort of laying an extra force main.
The selection of the Alum Creek site would cause the most signifi-
cant differences in system design. While the same line routes would
be followed, a much larger pumping station and force main would be
required in the Olentangy Basin near Powell Road to pump sewage from
222
-------
the Olentangy and Scioto Basins over the draining divide to Alum
Creek. Difficulties and expenses involved in this double pumping
might make it more cost-effective to concentrate on serving the
nearby Alum Creek Basin more extensively in Phase I and postponing
connection with the Scioto Basin until Phase II. Logical extensions
in the Alum Creek Basin, based on population densities and water
quality problems, should concentrate in the north and northeastern
directions toward Cheshire and Berkshire Townships.
While the above discussion indicates the major considerations
affecting the interceptor system, optimum arrangement of inter-
ceptor lines should be based on a study independent of the original
concept, rather than changes in the concept. This should be developed
only for sites for which a study of facilities plan depth is performed,
These recommendations are applicable to site OR3 because a facilities
plan has been prepared for it. (Burgess and Niple, 1974). Our
recommendation of site OR3 as the optimum site on the Olentangy
River includes the implementation of this phasing plan.
223
-------
Private Communications
Beemer, Harold W.-, Chief, Engineering Division, Huntington District,
U.S. Army Corps of Engineers, 11 August 1975.
Gilbert, Gary, Delaware County Sanitary Engineer, August 1975.
May, Lloyd, Delaware County Health Commissioner, Delaware County Health
Department, July 1975.
U.S. Army Corps of Engineers, 1975.
References
Burgess and Niple, Limited, Supplement to the Sanitary Sewage Facilities
Plan for South-Central Delaware County, Ohio, 1974.
Finkbeiner, Pettis, and Strout Consulting Engineers and Planners,
Comprehensive Water and Sewage Development Plans for the County of
Delaware, 1969.
Jeane II, G.S. and P.E. Pine, "Environmental Effects of Dredging and
Soil Spoil", Journal of the Water Pollution Control Federation, Vol. 47,
No. 3, March 1975.
Ohio Department of Natural Resources, Division of Water, Water Inventory
of the Scioto River Basin, 1963.
Ohio Environmental Protection Agency, Scioto River Basin Waste Load
Allocation Report, 1974.
Servizi, J.A. et al., Marine Disposal of Sediments from Bellingham Harbor
as Related to Sockeye and Pink Salmon Fisheries, International Pacific
Salmon Fisheries Commission, Progress Report No. 23, 1969.
224
-------
B. BIOLOGY
Adverse impacts of the proposed facilities on aquatic biota are
associated primarily with chlorine and ammonia discharges from the
treatment plant- This section describes the aquatic biota in the
Olentangy River and the rare and endangered naiade and fish species
in the affected river segment. It discusses the effects of the
increasing concentrations of chlorine and ammonia upon the fish of
the river, and the expected impacts upon terrestrial biota both at the
plant site and along the interceptor lines.
1. Aquatic Biota
The benthic assemblage in the Olentangy River downstream from
the City of Delaware is not nearly as abundant and diverse as the
number and grouping of clean water indicator species found at
Powell Road (Olive, 1975). The numbers of mayflies, stoneflies,
and caddisflies in this stretch of the river significantly increase
upon reaching the Powell Road area of the river and further down-
stream, thus indicating the influence that the Delaware sewage
treatment plant has upon the benthic macroinvertebrates of the
river. It is apparent that the increase of the clean-water indi-
cators, the mayflies, stoneflies, and caddisflies, which are also
excellent fish food sources, in the area of Powell Road marks the
area of the river where it significantly recovers from the effects
of sewage effluent from Delaware City.
225
-------
The fish populations in the stretch of the river between
Powell Road and the river crossing of Route 23 are similar to
those found in the Powell Road area (Griswold, 1975). This
abundant and diverse benthic population extends downstream past the
proposed plant site to the fo-ot of the artificial riffle-pool
area at 1-270.
The largest populations of desirable fish species, such as
the sunfish, smallmouth bass, rock bass, catfish, and bullheads,
are found at the artificial riffle-pool structures about 2 miles
downstream from the plant site. These structures, built to supply
the fish with habitats, are effective as indicated by the
increased numbers of fish being caught by fishermen and by
electroshocking data for this area. These stream modification
structures might also be responsible for the greatly decreased
number of naiades found in this area. No specific data on this
artificial fish habitat area have been collected, but the benthic
community in this stretch of the river is even more abundant than
that found and described at Powell Road by Olive (1975). Presum-
ably, such bottom-dwelling animals as the larvae of mayflies,
stoneflies and caddisflies must be present here in large numbers
because they are essential as a food source for the fish reported
to be here. Possible impacts to this large game fish population
from the plant's discharges of chlorine and ammonia are discussed
below.
2. Impacts from Chlorine Discharges
The calculated 7-day 10-year low flow at the proposed
site (4.54 cfs) was used for the calculations in
226
-------
determining the chlorine and ammonia concentrations in the river
at the point of plant discharge (pages 195-200). Because future
drought conditions are possible in the area, the use of the
worst river conditions is necessary for an accurate assessment
of the possible adverse impacts to the aquatic biota of"the
river froiji this plant.
The concentration of chlorine in the effluent of the proposed
plant is expected to be 0.5 ppm. At 1.5 mgd the concentration of
residual chlorine during a low flow period in the immediate area
downstream from the outfall would be approximately 0.17 ppm. When
the 1.5 mgd plant is expanded to 3 mgd at a future date, the chlorine
residual concentration in the immediate area downstream from the
outfall during low flow period would be approximately 0.254 ppm.
This is slightly above the concentration that causes the fish species
diversity to go to zero (Tsai, 1971). Upon expansion of the plant
to 6 mgd, the chlorine residual concentration in the immediate area
downstream from the discharge point during a low flow period rises
to 0.337 ppm. This concentration is very close to the level
(0.37 ppm) at which all fish were found to be absent from the
receiving waters (Tsai, 1971).
Combinations of chlorine with ammonia and organic matter may
occur to the detriment of aquatic life. Thus, toxicity to aquatic
life does not solely depend upon the amount of chlorine added, but
also upon the concentration of residual chlorine remaining and on
the relative amounts of free chlorine and chloramines present.
Chloramines are formed whenever water containing ammonia, ammonium
hydroxide, or ammonium ions is chlorinated. Chlorine and chlora-
mines are further discussed on pages 286-294.
227
-------
The Fish and Wildlife Service has recommended against the
plant's discharges in a letter to Mr. Ned Williams, Director of
the Ohio EPA (Faulkner, 1975). This letter refers to the recommen-
dation by U.S. EPA that the concentration of residual chlorine in
the receiving waters should not exceed 0.003 ppm in order to
protect aquatic life. Brungs (1975), who made the 0.003 ppm of
chlorine recommendation in 1973, more recently recommended to us,
in 1975, a 0.01 ppm level to protect warm water fish.
Research by the U. S. EPA is presently underway at a sewage
treatment plant in Grandville, Michigan. The Grandville treatment
plant treats only domestic sewage and contains no industrial inputs.
Most of the species of fish used for the experiments are the
same species present in the Olentangy River; thus, comparisons can
be drawn with the results of the experiments concerning the effects
of the proposed plant's discharges. Table 46 presents the
information obtained from the research group at the treatment
plant in Michigan. This table shows that the species most sensitive
to chlorine are such forage fish as the shiners and minnows. These
fish are large portions of the diet of the larger and more desirable
game fish, such as the bass and sunfish. Additional information on
chlorine effects is supplied by Table 47.
Tsai (1971) studied the diversity of fish, in three states,
in streams which maintained a residual chlorine concentration of
0.5 to 2.0 ppm below sewage outfalls. He typically found a clean
bottom without living organisms in the immediate area below these
discharge locations. He found that the stream bottoms near
unchlorinated outfalls were usually covered by large growths of
228
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TABLE 46. Acute 96-Hour TL-50* of Various Fish Species
Species
Chlorine Concentration in ppra
Golden Shiner
Pugnose Shiner
Northern Common Shiner
Fathead Minnows
Crappie
Bluegills
Largemouth Bass
test 1)
test 2)
test 1)
test 2)
O.OAO
0.045
0.051
0.095
0.082
0.127
0.278
0.195
0.241
* Median tolerance level (50 percent survival)
Source: DeGrave, 1975
TABLE 47. Toxic Effects of Residual Chlorine on Aquatic Life
Species
Fathead Minnow
Black Bullhead
Yellow Bullhead
Smallmouth Bass
White Sucker
White Sucker
Walleye
Largemouth Bass
Phytoplankton
Largemouth Bass
Chlorine
Effect Endpoint Concentration
in ppm
Safe concentration
Total kill - 96 hr.
Partial kill - 96 hr.
Sublethal stress
Threshold concen.
96-hour TL-50*
7- day TL-50
All killed in 3 days
96-hour TL-50
96-hour TL-50
Absent in streams
7-day TL-50
7-day TL-50
7- day TL-50
7-day TL-50
50% reduction in
photosynthesis and
respiration
12-hour TL-50
0.0165
0.16-0.21
0.07-0.19
0.04-0.09
0.04-0.05
0.05-0.16
0.082-0.115
0.154
0.099
0.099
0.1
0.132
0.132
0.15
0.261
0.32
0.365
Reference
Arthur & Eaton,
1971
Zillich, 1972
Zillich, 1969
Arthur, 1971
Arthur & Eaton,
1971
Arthur, 1971
Arthur, 1971-72
Tsai, 1971
Arthur, 1971-72
Arthur, 1971
Arthur, 1971
Arthur, 1971
Brook & Baker,
1972
Arthur, 1971-72
* Median tolerance level (50 percent survival)
Source: Becker and Thatcher, 1973; Brungs, 1973
229
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wastewater fungi. The fish species diversity showed a 50 percent
reduction when the chlorine concentration increased to 0.1 ppm.
The diversity then fell to zero at a concentration of 0.25 ppm,
and no fish at all were found in the water when the concentration
"was 0.37 ppm. Tsai (1970) concluded that those species which are
sensitive to low dissolved oxygen levels and organic enrichment
decreased or disappeared in the area. They were then replaced by
other species which were tolerant to the low dissolved oxygen
levels and organic enrichment and are able to increase their
abundance. Species found to be adversely affected included the
important game fish, the smallmouth bass, largemouth bass, and
black crappie.
Arthur (1971-72, as cited in Brungs, 1973) studied the effects
of chlorinated secondary wastewater treatment plant effluent con-
taining only domestic wastes on the amphipod, Gammarus pseudo-
limnaeus, and the water flea, Daphnia magna. He concluded that
Daphnia magna is one of the more sensitive invertebrate species
because it died when the residual chlorine concentration reached
only 0.014 ppm. It did have acceptable reproduction at 0.003 ppm
and below. The amphipod, Gammarus pseudolimnaeus, had its repro-
duction reduced by residual chlorine concentrations above .012 ppm.
There were no toxic effects observed when the same wastewater was
dechlorinated with sulfur dioxide.
Although there have not been any studies done on the zooplank-
ton assemblages in the Olentangy River, the common species of the
water flea, Daphnia, probably exist in the river system. It is a
230
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very important food source for both young and mature fish (Pennak,
1953). The amphipod, Gammarus, is also a very common fish food and
presumably is present in the Olentangy River system (Faulkner,
1975). Olive (1971) reported the amphipod, Hyallella, to be present
in the river near Powell Road.
Arthur (1971-72, as cited by Brungs, 1973), using a calculated
chlorine concentration of 0.03 ppm, based on dilution of a measured
concentration of 2.0 ppm, found that phytoplankton photosynthesis
was reduced by more than 20 percent of the value obtained with a
similar experiment using effluent having no residual chlorine.
This effluent was dechlorinated by sulfur dioxide.
The Wyoming Bioassay Laboratory in Grandville, Michigan
(DeGrave, 1975) has conducted experiments on the effects of
100 percent dechlorinated effluent upon the following fish species:
fathead minnow, bluegill, largemouth bass, pugnose shiner, pugnose
minnow, common shiner, and golden shiner. The effluent had been
dechlorinated by sulfur dioxide. Except for the pugnose shiner,
no mortality was found to occur when the fish were subjected to
a 100 percent effluent solution that was 100 percent dechlorinated.
The pugnose shiner experienced a 25 percent mortality under these
conditions. Reasons for this mortality are not known, but the
information obtained by these experiments shows that the forage
species and the largemouth bass and bluegill, could swim through
100 percent dechlorinated effluent and survive.
Thus, in order to protect the benthic organisms and the
abundant sport fish in the area of the plant site and downstream
231
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from the plant near 1-270, it is recommended that dechlorination
be used at this plant. Detailed discussion on dechlorination
techniques is presented on pages 286-294, and a discussion on the
best location of the outfall to protect the aquatic biota of the
river is discussed on pages 278-280.
3. Impacts from Ammonia Discharges
In surface and ground waters, ammonia is usually formed by
the decay of nitrogenous organic matter. Unpolluted rivers
generally contain low ammonia concentrations, usually less than
0.2 ppm as nitrogen. Ammonia is soluble in water and reacts with
it to form ammonium hydroxide, which readily dissociates- into
ammonium and hydroxyl ions. This tends to increase the pH level.
At higher pH levels, the ammonium ion readily changes to NH3
which is harmful to fish. All of the various ammonium salts are
soluble in water and yield NH^ and an anion (Becker and Thatcher,
1973).
The toxicity of ammonium salts and ammonia to aquatic life
is related to the amount of ammonia which is a function of the
pH of the water. A relatively high concentration of ammonia in
water at a low pH may not have toxic effects on fish life, but
the toxicity of the ammonia would increase as the pH is increased.
The toxicity of ammonia to fish life is increased significantly
with a decrease in dissolved oxygen levels.
The proposed sewage treatment plant would discharge 1.5 ppm
of ammonia when it first goes into operation at 1.5 mgd. At
232
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this initial stage the concentration of total ammonia upon dilution
with the river during a low flow period would be 0.51 ppm. Then,
when the plant is expanded to 6 mgd at some future date, the
concentration of total ammonia when diluted with the river during a
low flow period would be 1.01 ppm. These discharges would experience
pH increases upon mixing with the river water when moving downstream.
Cell membranes are relatively impermeable to the ionized form
of ammonia (NHJ" ) , but undissociated species (NH3) can readily
cross cellular barriers (Milne et^ _al. , 1958; Warren, 1962 as cited in
Thurston et^ _al. , 1974). Tabata (1962 as cited in Thurston et al. ,
1974) attributes some degree of toxicity to invertebrates and fishes
to the NHt species.
Flis (1968 as cited by Ohio Fish and Wildlife Service, Faulkner,
1975) has found that exposing carp to sublethal concentrations of
undissociated ammonia in the ranges of 0.11 and 0.34 ppm caused
rather extensive decay and tissue disintegration in various organs.
Robinette (1974 as cited by McKim £t_ al., 1975) conducted labora-
tory experiments with channel catfish fingerlings to evaluate the
effects of sublethal concentrations of ammonia. He found that
there was a significant growth reduction at 0.12 and 0.13 ppm of
ammonia. Further studies indicated that there was no significant
difference in the oxygen uptake between the control and experimental
fish. Microscopic evaluation of the gills of the fish revealed
that all fish exhibited hyperplasia (an abnormal increase in the
number of cells of a tissue or organ). The fish that were exposed
to the highest concentrations of sublethal un-ionized ammonia-
nitrogen displayed the greatest degree of hyperplasia.
233
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Table 48 presents the percentage of undissociated aqueous
ammonia that could be present in the plant's discharge at the
various pH ranges possible for the effluent. These percentages
are based on the equilibrium constants for dissolved undissociated
ammonia and the ammonium ion, NH/. The relative percentage of
these species is also governed by the water's temperature.
TABLE 48. The Percent Distribution of Aqueous Ammonia
Species at Various pH Values and Temperatures
Species
NHg ° n H~0 aqueous
NH+
NH3 ° n H^O aqueous
«t
pH value
0.
99.
0.
99.
7
566
434
273
727
7.
1.
98.
0.
99.
5
77
23
859
141
7
2.
97.
1.
98.
.7
77
23
35
65
Temperature
8
5.
94.
2.
97.
38
62
67
33
in °C
25
25
15
15
Source: Thurston ert jil., 1974
The pH value recorded by Olive (1971) for the Olentangy River
near Powell Road was 8.5. The effluent's pH values from the
plant, according to its permit, can range from 6 to 9. The pH
value of the effluent will, of course, vary, but it will usually
be near a pH of 7 or slightly higher.
At the initial 1.5 mgd capacity, the plant's effluent would
contribute 33 percent of the flow in the river during a low flow
period. The effluent plume, then, would experience a pH increase
from 7 to 8 upon mixing with the river water. As shown in Table 49,
the percentage of aqueous undissociated ammonia will increase almost
234
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by a factor of 10 when the pH value is raised from 7 to 8 at both
the 15 °C and 25 °C temperatures. These two temperatures are within
the range commonly experienced by the river. The increase of the
aqueous undissociated ammonia, the toxic form of NH3, by a factor
of 10 when the pH changes from 7 to 8 does not necessarily
mean that the plume's toxicity to the fish will be increased 10
times. This relationship is not definitely known, but this
increase indicates that the fish within the mixing zone of the
effluent plume would be more likely to be harmed than would fish
outside the mixing zone.
When the plant's capacity is expanded to 3 mgd, the plant's
effluent would contribute 51 percent of the river's flow during a
low flow condition. The plant's effluent plume would undergo a
pH increase from 7 to 7.74 when mixing with river water at a pH
of 8.5. As shown in Table 48 this would increase the percentage
of aqueous undissociated ammonia by a factor of 5 at both the
15 °C and 25 °C temperatures. Upon final expansion of the plant
to 6 mgd the plant's effluent would comprise 67 percent of the
river's flow during a low flow period. The effluent plume, when
mixing with the river water, would increase in pH from 7 to 7.5.
This increase, according to Table 48, would increase the aqueous
undissociated ammonia level by almost a factor of 3.
The zone of the river downstream in which complete effluent
plume and river water mixing has occurred would have the undis-
sociated ammonia species present at the increased pH levels described
above. This portion of the river would have complete cross channel
235
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mixing of the effluent and therefore the fish in the downstream
stretch of the river would be exposed to increased concentrations
of the toxic form of ammonia, the undissociated ammonia species.
Because at the initial level of capacity of the plant» 1.5 mgd,'
"this harmful species of ammonia would increase by a factor of
10 from the point of discharge, the potential for damage to the
fish of the river would be significant. The most abundant and
desirable fish population would be exposed to potentially damaging
levels of ammonia within this zone of completely mixed effluent
and water. This would occur in the river at the Interstate 270
intersection.
Because of the toxicity of ammonia to fish, the European
Inland Fisheries Advisory Commission (EIFAC) (1970 and 1973 as cited
by Thurston et al., 1974) has recommended a water quality standard
of not greater than 0.025 ppm of undissociated ammonia. At a
temperature of 25 °C and a pH of 8, the total ammonia concentra-
tion necessary for a level of 0.025 ppm of undissociated ammonia
is 0.164 ppm. As indicated above, at the initial 1.5 mgd stage,
the treatment plant would discharge, upon effluent plume dilution,
0.51 ppm of total ammonia. If this concentration of undissociated
ammonia approximates a correct safety level, then during a low
flow river period and under these temperature and pH conditions,
the fish in the river could suffer adverse impacts from the
effluent's ammonia concentrations and the plume's complete
mixing farther downstream. Upon final expansion of the plant to
the 6 mgd capacity, though the plant's effluent upon
mixing would only experience a pH increase from 7 to 7.5, a possi-
bility for damage to the fish of the river from undissociated
236
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ammonia would persist. The Olentangy River can experience a -tempera-
ture increase of up to 30 °C (Faulkner, 1975). At this temperature
and with the plume's pH at 7.5, a total ammonia concentration
of 1.01 ppm would contain the 0.025 ppm of the undissociated
ammonia which EIFAC identified as critical to. fish. The 1.01 ppm
of total ammonia is the exact concentration that the plant would
discharge when it is expanded to 6 mgd.
The U. S. Fish and Wildlife Service (Faulkner, 1975) follows
the concentration recommended by U.S. EPA of 0.02 ppm of undis-
sociated ammonia to protect fish and other aquatic life. This con-
centration is even lower than that recommended by EIFAC, and
indicates that the plant's discharges of total ammonia would have
to be even lower than those previously discussed. In considering
this recommended standard and the worst river conditions of 30 °C during
river low flow, and a effluent plume pH increase up to 8.0 for the
1.5 mgd capacity, the plant could only discharge 0.79 ppm of total
ammonia to achieve a 0.27 ppm concentration and, upon dilution,
maintain a level of concentration of undissociated ammonia at or
below 0.02 ppm. Under these same conditions and with a capacity
of 6 mgd, the plant could only discharge 0.4 ppm of total ammonia
to produce a concentration of 0.27 ppm total ammonia which, upon
dilution, would achieve the 0.02 ppm recommended concentration of
undissociated ammonia.
Further research upon the effects of ammonia on fish is needed.
Thurston (1975) reports that the amount of data on the effects of
ammonia upon both cold and warm-water fish species is so limited
that an accurate assessment of the impacts from this proposed project
237
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cannot now be made. From the available information there is
a significant possibility that the fish population of the river
would be damaged by the proposed ammonia discharges of this treat-
ment plant.
4. Terrestrial Biota
The proposed site is presently a cultivated field. The only
trees on the site are those along the river bank on the east side
of the site. These trees are the typical riverbottom species
that are commonly found throughout the country. They include
such species as the cottonwood, sycamore, boxelder, maples, and
oaks. These trees would not be affected at all by this project
and could serve as a portion of the buffer between the plant and
the park across the river. The plans for the treatment plant
include the planting of various evergreen and deciduous trees
around the site to provide a scenic and aesthetic buffer. The
planting of these trees is desirable because they would provide
food and cover habitats for the various birds in the area. The
wildlife that might live along or near the river banks adjacent
to this site should not be affected by the operation of this plant.
The woodland vegetation to be crossed by the interceptor lines
for this project include such upland associations as oak-hickory
and beech-maple. There are riverbottom areas which contain
sycamore, cottonwood and boxelder trees (Decker, 1975). The
oak-hickory association is found on many sections of the hilltops
where the soil is low in lime content, well-drained, and in most
instances sandy. These trees grow in soils which have a fairly
low pH; thickets of laurel, blueberries, and huckleberries are
238
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prominent as their understory. The more prevalent upland wildlife
in these areas includes quail, rabbit, squirrel, larger mammals such
as deer, smaller mammals such as mice, moles, and shrews, and a
variety'of passerine"birds. In addition, some higher food chain
species such as hawks, owls, foxes, and skunks presumably inhabit
these areas and have stable populations.
The beech-maple association and the typical riverbottom
sycamore-cottonwood-boxelder association are common along the streams
and river areas in the county. These tree types are characteristically
found in the lower elevations, along watercourses, that have moist
soil conditions. Wildlife species common in the upland forest are
also usually found in these lower areas in fairly abundant numbers.
Such wildlife as the muskrat, mink, river otter, raccoon, opossum,
and amphibians are presumably also abundant in these areas.
The use of various highway rights-of-way to install the inter-
ceptor lines would greatly reduce the amounts of vegetation to
be removed in construction. This is especially true of Powell
Road because the pipeline would follow it to reach both Powell
and Alum Creek Reservoir. This alignment would eliminate the
necessity of displacing and disrupting the wildlife and large-
sized trees in hilltop and upland areas. The use of high-
way rights-of-way has been found to be ecologically the most
acceptable method for emplacement of pipelines, because this
location causes much less disruption to the environment than
crossing tracts of forest areas. The wildlife in the areas
239
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that must be crossed by open trenches would be temporarily displaced
to similar habitat areas nearby. Because such a small area of
their habitat would be used for the pipeline, no significant crowding
or lack of available food sources should occur. Construction of
the interceptors should not take place during the spring but during
the summer and fall so as not to cause unnecessary destruction of
nesting areas and disruption of breeding and rearing habits.
5. Rare and Endangered Species
This subsection is a discussion of the rare and endangered
species in the area of the proposed project. Stein (1975) found
shells of two species of naiade mollusks (Quadrula cylindrica and
Epioblasma torulosa rangiana) that have been declared by the State
of Ohio to be rare and endangered. No living specimens of
Quadrula cylindrica, the Cob shell, are known to have been found in
the river system since 1961. Only four sub-fossil
Northern riffle shell, Epioblasma torulosa rangiana have been
found in the river previously. All of these sub-fossil specimens
were found in Columbus.
Pleuroj)ema clara and Simpsonaias ambiqua are included in the
listing of naiades by Stein which she believes might currently be
living in the project area downstream from the proposed plant.
These two species are also considered, by the State of Ohio, as
being rare and endangered. Stein found two dead shells of both
these species during her work on the river in 1960 to 1963*
240
-------
One rare and endangered fish species, the spotted darter
(Etheostoma maculatum), has been collected from the Olentangy
River. This species is recorded in the Ohio State University
Museum records as having been collected in 1958, 1960, and 1963
in the area between Worthington Hills and the. Interstate 270
intersection. 1963 is the last time that this species was
reported to have been found in the river.
The bluebreasted darter (Etheostoma camurum) is considered
to be a rare fish in Ohio and is known to be found only in a few
localities in the state (Momot, 1975). This fish is found in the
Olentangy and was collected during the electroshocking done by
the Department of Zoology of Ohio State University in 1974
(Griswold, 1975).
The Indiana bat, Myotis sodalis, is listed as a threatened
species by the Department of the Interior (1973, 1974). Its
present distribution is in the midwest and eastern United States
from the western edge of the Ozark region in Oklahoma to central
Vermont, to southern Wisconsin, and as far south as northern
Florida. Its distribution is associated with large cavernous
limestone areas and areas just north of cave regions. It is
presently decreasing in numbers with an estimated 500,000 still
in its distribution range. These mammals breed in late June and
their breeding rate is generally a single young per season.
The Indiana bat is declining in numbers and distribution due to
the commercialization of the caves and frequent laboratory raids
for laboratory experimental animals (U.S. Department of Interior,
1973). This endangered species has not been reported to live in
241
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the project area, thus, it is not expected to be affected by this
proposed project.
The endangered mollusks and fish species which may live in
"the stretch of the Olentangy River under consideration merit
further investigation to determine their presence in the river
system and to assess the effects of the project upon them. The
impacts on the endangered mollusks will be difficult to determine
because their ecology and life cycles are presently poorly
understood or altogether unknown. To assess the impacts upon
the endangered fish species will also be very difficult because
their populations are so low and there are difficulties in sampling
for these species.
242
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Private Communications
Beemer, Harold W., Chief of Engineering Division, United States Department
of the Army - Huntington District, Corps of Engineers, Huntington, West
Virginia, 11 August 1975.
Brungs, William, EPA National Water Quality Laboratory, Duluth, Minnesota,
14 August 1975.
Decker, Jane M., Assistant Professor of Botany, Ohio Wesleyan University,
7 August 1975.
DeGrave, Nick, Wyoming Bioassay Laboratory, EPA Project #802292, Grandville,
Michigan, 14 August 1975.
Faulkner, C. E., Acting Regional Director, United States Department of the
Interior, Fish and Wildlife Service, Recommendation Letter to Mr. Ned Williams
of the Ohio EPA, Federal Building, 21 July 1975.
Griswold, Bernard, the Ohio Cooperative Fishery Unit, Ohio State University,
1975.
References
Becker, C. D., and T. 0. Thatcher, Toxicity of Power Plant Chemicals on
Aquatic Life, United States Atomic Energy Commission by Battelle Pacific
Northwest Laboratories, Richland, Washington, Wash-1249-UC-ll, Sections
D and G, 1973.
Brungs, William, "Effects of Residual Chlorine on Aquatic Life," Journal
of Water Pollution Control Federation 45 (10):2180-2192, 1973.
McKim, J. M. D. A. Benoit, K. E. Biesinger, W. A. Brungs, and R. E. Siefert,
"Effects of Pollution on Freshwater Fish," Journal of Water Pollution Control
Federation, 47 (6):1742, 1975.
Momot, Walter T., Associate Professor, Ohio State University, Letter to
Mr. Ken Fuller of U.S. EPA, Chicago, Illinois, 9 June 1975.
01 ive, John H. , A Study of Biological Communities^ in the Scioto River as
Indices of Water Quality, The Ohio Biological Survey and the Water Resources
Center, The Ohio State University, Research Project Completion Report No.
B-008-Ohio, 1971.
Olive, John H., and Kenneth Smith, Benthic Macroinvertebrates as Indexes
of Water Quality in the Scioto River System, Ohio, The Ohio Biological Survey-
New Series Bulletin, Vol. V., No. 2, Unpublished Manuscript, 1975.
Pennak, Robert W., The Fresh-Water Invertebrates of the United States, The
Ronald Press Company, New York, 1953.
243
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Stein, Carol B., The Naiades (Phyllum Mollusca, Family Unionidae) of the
Olentangy River Between Powell Road and Interstate 270, Delaware and
Franklin Counties, Ohio, Ohio State University Museum of Zoology,
Columbus, Ohio, 1975.
Stein, Carol B., The Unionidae (Mollusca; Pelecypoda) of the Olentangy
River in Central Ohio, Unpublished Master's Thesis, The Ohio State University,
Columbus, Ohio, 1963.
Thurston, Robert V., Rosemarie C. Russo, and Kenneth Emerson, Aqueous
Ammonia Equilibrium Calculations, Fisheries Bioassay Laboratory, Montana
State University, Bozeman, Montana, Technical Report No. 74-1, 1974.
Tsai, Chu-Fa, Water Quality Criteria to Protect the Fish Population Directly
Below Sewage Outfalls, The Department of Forestry, Fish, and Wildlife,
Natural Resources Institute, University of Maryland, Completion Report
B-006-Md., 1971.
Tsai, Chu-Fa, "Changes in Fish Populations and Migration in Relation to
Increased Sewage Pollution in Little Patuxent River, Maryland," Chesapeake
Science, 11 (1):34-41, 1970.
United States Department of the Interior, Fish and Wildlife Service,
Threatened Wildlife of the United States, p. 209, U.S. Government Printing
Office, Washington, D.C., Resource Pub. 114, 1973.
United States Department of the Interior, Fish and Wildlife Service,
United States List of Endangered Fauna, Washington, D.C., Office of
Endangered Species, 1974.
244
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Co LAND USE
This section examines the existing pattern of land use in the proposed
service area, and the secondary impacts of the proposed construction upon the
growth of the .area and therefore upon the future development of the land use
pattern. This is followed by a discussion of the needs for planning in the
area, in the presence of these forces, to channel development along desirable
paths.
1. Current Land Uses
Most of the land in the proposed project area is either used for
agricultural, residential, or recreational activities or is held for
speculation and future development. Industrial and commercial uses
occupy a very small part of the total land area. Information describing
current land uses is given in Appendix A. This subsection contains an
inventory of current land use, relevant land use plans, and an inventory
of valuable natural areas.
The most current available representation of land use in the project
area is shown in Figure 37. The predominant residential feature of
the project area is the occurrence in roadside strips and small sub-
divisions of single-family detached homes interspersed with older, rural
farm homes. Commercial uses generally consist of service stations,
motels, restaurants and convenience stores widely scattered along
transportation arterials or clustered near areas of residential concentra-
tion. Most manufacturing is concentrated in the area west and south
of the City of Delaware. Elsewhere, industrial uses in the proj-ect
area are restricted to a few scattered light industries along
U.S. Route 23 and the railroads.
245
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Land used for transportation is so located as to provide excellent
accessibility to most portions of the project area. However, the
capacity of most existing roads is not adequate to handle high volume
traffic flows and will need modification to handle the increased residential
population projected for the future. Agriculture is a major land use;
however, a large portion of agricultural land is held for speculative
investment.
Land devoted to recreational uses is abundant and oversupplies local
needs, but because of the regional orientation of most of the recreation
facilities, they are used extensively by residents of other counties.
The attractiveness of these recreation facilities is strongly influenced
by the types of activities supplied, the number of users the facilities
can support, the demand for the activities supplied, and the accessibility
of the facilities from concentrations of population. The proximity and
recreational demand of the nearby, rapidly expanding Columbus metropolitan
area are significant factors which greatly influence Delaware County's
recreation system.
A comparison of the general types and acreages of recreation facilities
available in Delaware County to those in Franklin County and each of the
five other counties adjacent to Franklin County is shown in Table 49.
Delaware County has almost half of the total acreage of regional facilities
in the entire seven-county region surrounding Columbus. Delaware County
also has nearly half the total acreage of outstanding natural areas and
over one-third of the total acreage of natural environment areas, as
defined by the Ohio Department of Natural Resources. All of the*Highbanks
Metropolitan Park is classified as a natural environment area and all of
those portions of state routes 745, 257, and 315 which lie in the proposed
247
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service area are classified as outstanding natural areas.
The most current and detailed land use plan that describes the
project area is the concept plan developed by Surveys Unlimited (1973)
It describes and/or delineates the planned location of the following
land use elements for a 20-year planning period:
Regional role of Delaware City
Major commercial areas
Major industrial areas
Major residential areas
Major public and semipublic areas
Major vacant and open space areas
Major improvements to the transportation system.
The geographical location of these plan elements is shown in Figure 38.
This concept plan recommends that Delaware City be the center of
major commercial, administrative, health, and civic needs in the county.
The increasing countywide orientation to Columbus makes the achievement
of this concept unrealistic. New major areas of residential development
are expected in these portions of the project area:
North and southeast of Powell
North and south of Lewis Center
East and west of Interstate 71
North and south of Powell Road.
Major areas of residential expansion in the project area are expected
north of Westerville and south and west of Shawnee Hills. Expansion of
commercial areas is encouraged for Powell and Westerville.
The concept of planned commercial development is based upon the
recommendation that growth of a countywide market be encouraged to locate
in the City of Delaware and that convenience outlets be encouraged in
scattered areas throughout the county. Major industrial development is
249
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recommended in the following portions of the project area:
South of Home Road along the Chesapeake and Ohio Railroad
Along the Penn Central Railroad south of Powell Road and
east of U.S. Route 23
Northeast of Westerville along Maxtown Road
Near the intersection of U.S. Route 36 and Interstate 71
Near the intersection of Big Walnut Road and Interstate 71
Along U.S. Route 23.
The concept of recreational development centers around the development
of additional facilities in the Highbanks Reservation and the Alum Creek
Reservoir. Major areas of open space preservation are recommended in
certain watersheds and along major drainageways. Recommendations for
transportation include the improvement of the capacity of most existing
arterial roads and collectors and the building of an interchange with
Interstate 71 at County Road 109.
The Ohio Department of Natural Resources (1970) has designated three
portions of the project area as outstanding natural areas. This designa-
tion is recognized by the U.S. Bureau of Outdoor Recreation. These three
areas are, in general terms, the north-south traverse of State Routes
745, 257, and 315 through the project area. They are so classified on
the basis of the high quality of the surrounding natural scenery.
2. Secondary Impacts on Growth
The land use of an area is both a reflection of the economy and
society of the area and an expression of its historical evolution. It
is an expression, supported by action, of the relative importance which
that society places upon sites and functions. The introduction of a new
251
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element Into the landscape, such as a sewage treatment plant, has an
effect upon the use of land in the surrounding area which is dependent
upon the way in which it is viewed and valued by the neighboring
population. It may attract growth and development because it provides
attractive services, contributes to the location of new homes and
industries, or assures the preservation of public health. It may
repel growth because it is presumed to cast a shadow of noise, malodor,
and disease or blight upon the neighborhood.
Under these circumstances, secondary impacts may include those
associated with industrial and residential development, changes in
land values, shifts in the centers of retail trade concentration,
shifts in the location of the most attractive recreational sites, and
changes in the pattern of recreational activities.
Secondary impacts on growth which derive from the proposed action
are determined by a comparison of the amount and types of development
which would occur under a no-action alternative, which assumes that
there would be no additional public sewering, with the amount and types
of development which are projected to occur if the proposed action is
implemented. A description of the growth which would occur under a
no-action alternative is discussed on pages 1-33.
One secondary growth impact resulting from implementation of the
proposed action would be an increased rate of growth in population and
in economic activity in the project area. However, the size of the
increased rate of growth would be small because, even if no public sewering
were to be provided throughout the project area, there would still be
significant rates of growth. High rates of growth will occur regardless
of sewerage because the project area is highly attractive to residential
and light industrial development.
252
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Under these conditions, the absence of public sewering will not
preclude development, but will, instead, only make development more
costly. The extra cost involved in land development without sewers
determines the degree to which the lack of public sewers will retard
development. In this project area the significance of the extra cost
of private package systems or septic fields is minimal. The project
area is attractive to buyers of expensive housing units. The addition
of a few thousand dollars to the initial cost of each house to provide
for the added cost of a package system or septic field, over that of
land serviced by public sewerage, would be expected to lower demand
for such expensive housing only slightly. The extra costs of providing
private treatment of the wastes of prospective industrial users are
also expected to be a minor factor in their decisions to locate in
the project area. Therefore, the demand for industrial development
will be lowered, at most, only slightly.
Most of the relative increases in rates of population growth
that could be caused by the proposed action relate to the construction
of additional low and moderate cost housing. There would be increases
in the construction of apartments, trailer courts, and lower cost
single-family detached units. Public sewering, because it is financed
in this case principally by federal monies, and because the remaining
local debt would be amortized over a long period, has considerably less
initial and long-term costs per dwelling unit than privately financed
waste disposal. The size of this savings is significant to the decision
to build less expensive types of residences. These lower cost
residences would generate lower tax revenues than the amount that local
governments might wish to spend on the public sewers for the occupants.
253
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The increased availability of low and moderate cost residences would
also increase the opportunity for blacks to reside in the project area.
This increase would occur because lower cost housing is especially
attractive to low and middle income families and the lower income of
these families is strongly correlated to racial distinctions. For example,
in the Columbus region black families have generally lower incomes than
white families. In 1970 the median income for black families and unrelated
individuals in Columbus and in Delaware County was several thousand
dollars lower than the median income for white families and unrelated
individuals (U.S. Bureau of the Census, 1970). The percentage of blacks
in Columbus, though, is much greater than in Delaware County. Blacks
comprise 18.5 percent of the population of Columbus, compared to 2.0
percent of the population of Delaware County (U.S. Bureau of the Census,
1970). The proposed project would increase the availability of low and
moderate cost dwellings, and this in turn would increase the opportunity
for blacks in Columbus to move to the project area.
The increased growth of population attracted by public sewering
would cause a number of related impacts. These impacts would be minimal
because each impact is directly related to the amount of increased
development. The amount of increased development, as has been explained,
would not assume large proportions. These impacts are:
Increased erosion
Increased stormwater runoff
More polluted stormwater runoff
Increased siltation in local streams
Increased burdens on school systems and other public services.
254
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Increased erosion would result from construction on the easily
erodable soils that exist in most parts of the project area. Increased
stormwater runoff would result from increases in impermeable areas
resulting from increased development. More polluted stormwater would
primarily result from rain flushing oils and other petro-chemicals
from, paved areas. Increased siltation in local streams would result
from increased soil erosion on the slopes. This siltation could combine
with increases in stormwater runoff to produce increased flood levels
during rain storms.
The present schools in the project area, which are already old,
crowded, and inadequate, would have to be improved to meet pressures
caused by increased growth (Surveys Unlimited, 1973). In general,
increased growth would increase local costs of providing services,
but presumably would be accompanied by an expanded tax base. It is
quite possible that revenues gained from this increased growth would not
completely cover the extra expenditures necessary to provide the
services to support the growth.
A number of other impacts which might result from the implementation
of the proposed action are directly related to the types of growth and
development that are facilitated by public sewering. These impacts are:
Leapfrog development whereby suitable areas in northern
Franklin County might be bypassed
Increased speculation
A lower concentration of new subdivision development
along streams
Lower total costs of liquid waste disposal over the
long term.
255
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Public sewering may possibly cause development to leapfrog past
areas in Franklin County which have not yet developed to an extent
commensurate with efficient utilization of their sewers and roads. The
advent of public sewering, as argued above on page 254, would not greatly
increase development in the project area. Hence, the relatively small
amounts of excess development can be expected to cause little leapfrog
effect beyond that which is now taking place and likely to continue.
Speculation, which is generally high in areas expected to receive public
sewering, would not be greatly increased.
Subdivisions of greater than 4 units require waste treatment through
means other than septic fields; package plants must discharge into
continuously flowing streams. Hence, without the proposed project,
development of subdivisions with package plants would be largely
restricted to the proximity of perennial streams. With the proposed
project, development of subdivisions could occur in a greater variety
of locations. Real estate development would not be as concentrated
near perennial streams for this reason and the stream corridors, which
best serve as buffers to increased urban stormwater runoff and storm-
water pollution, would be freed from some pressure for development.
Stream corridors are ideal areas for recreation and preservation of
open space and high quality natural environments. They are likely,
over the long range, to have greatest value as parklands.
The costs of first building a septic field or package system and
then, at some time in the future, replacing it with a public sewer
connection are duplications and therefore costly in terms of both public
and private capital. This is especially true of sewering areas which
have already undergone septic field development. The large lots required
256
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for septic field development necessitate the emplacement of long feeder
lines. The duplication of costs is significant because public sewering
will eventually become a necessity in the project area. The difficulties
associated with the use of package plants or septic fields in the project
area in the context of projected population growth are the determining
factors which are expected to lead to the eventual installation of public
sewering. Package plants have high operating costs per customer served,
high rates of failure, and short life expectancies. Septic fields in
the generally poorly suited soils in the project area also have short
life expectancies and high rates of failure.
3. Planning Needs
Current growth pressure in the project area will necessitate changes
in local and regional planning. These growth pressures both complicate
and magnify the importance of the planning process. Population will grow
significantly, composition of employment will change, and the already high
accessibility will increase to all portions of the project area. Develop-
ment, unless properly guided, will degrade valuable local recreational,
scenic, and natural resources. Controlling development pressures will
necessitate implementation of an overall planning program that is
well coordinated between the local, county, and regional levels, not
crisis-oriented, and dynamic in its ability to meet a changing social
and technological environment and future contingencies.
Coordination is needed between the multiple levels of planning that
are currently responsible for the project area. These multiple levels
are municipal and township planning, county-wide planning, and regional
planning. Numerous planning decisions are currently made at the municipal
and township levels. County-wide planning decisions are made by the
257
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Delaware County Regional Planning Commission. Regional planning
decisions are made by the Mid-Ohio Regional Planning Commission.
Frequent and detailed liaison between these three levels is needed to
ensure the compatibility of planning policies and to facilitate the
distribution of data and other inputs into the planning process.. This
liaison requires considerable manpower. However, the Delaware County
Regional Planning Commission is currently considerably understaffed.
Sufficient manpower is also a pivotal factor in avoiding planning
by crisis. A crisis-orientation to planning involves solving problems
only after they have assumed large and not easily soluble proportions.
The township and municipal planning authorities in the project area
currently engage in a level of planning which most often operates
under crisis conditions. Sufficient manpower enables a planning
organization to anticipate and solve potential problems before they
affect the planning area. Maintenance of a detailed and ongoing data
base, establishment of a long-term planning framework, and formulation
of detailed long-term goals and objectives each would aid in the
anticipation and solution of potential problems.
A detailed and ongoing data base, a long-term planning framework,
and detailed long-term goals and objectives are also essential elements
of a dynamic planning process. A dynamic planning process increases
a planning agency's ability to meet changing future contingencies. For
a planning agency to achieve a dynamic planning process, it must use new
information to continuously update its long-term planning process and
refine its long-term goals and objectives. The Delaware County Regional
Planning Commission needs to be able to achieve these time-consuming tasks.
258
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References
Ohio Department of Natural Resources, A Statewide Plan for Outdoor
Recreation in Ohio 1971-1977, 1970
Surveys Unlimited, Policy Plan, Delaware County, 1970 to 1990, October 1973,
259
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D. AESTHETICS
Aesthetic considerations which could be important in the selection
of a site for a wastewater treatment plant are those related to the
visual blight upon the landscape, the intensity and dispersion of
malodorous emissions, and the noise disturbance which the plant might
cause. These considerations are taken up below.
1. Visual Impacts
The visual impact is a function of the area within which a
structure may be seen, the number of people in a position to see
it and the aesthetic response to this sight. The area of
visibility surrounding the proposed treatment plant is determined
by a line-of-sight analysis based upon the assumption of a plant
height of 18 feet, a general tree height of 40 feet and an
observer height of 6 feet.
It is further assumed that an observer within a wooded area
could see out of it, but that an observer outside of a wooded area
could not see through it. Sixteen, equally spaced, radial line-
of-sight transects, were constructed from the plant site to the
maximum limits from which the proposed plant could be seen.
These transects are shown in Appendix E. An example of the
graphic line-of-sight analysis is presented in Figure 39.
The location of the radial transects and the interpolated
area of visibility of the plant are presented in Figure 40.
The area of visibility is an elipse in which the major axis,
about 4500 feet long, extends along the Olentangy Valley and
260
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.west
east-
940 -
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920 -
910 -
900 -
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4000
5000
Figure 39. A Line of Sight Profile (Profile 5)
Source: Enviro Control, Inc., 1975
261
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1000
1000 2000 3000 -1000 5000 6000 7000 FEET
1 KILOMETER
CONTOUR INTERVAL 10 FEET
DATUM IS MEAN SEA LEVEL
Figure 40. Area of Visibility of Proposed Plant
Source: Enviro Control, Inc., 1975
262
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the minor axis, about 3000 to 4000 feet long, extends across the
valley. It is noteworthy that, because of the roughly convex
curvature of the Highbanks, the plant would not be visible from
the top of the bluffs at an elevation of 890 feet above sea level.
Ridges which extend normal to the Olentangy Valley and buildings,
particularly in Mount Air, also obstruct visibility.
The people who might be affected by this visual impact include
that fraction of the visitors to the Highbanks Park who climb
part-way down the cliffs to points 100 to 130 feet above the
river, about 18-20 home dwellers in the northern part of Mount
Air, about a dozen home dwellers along the Olentangy River in
Delaware County south of Powell Road and drivers along State
Route 315 south of Powell Road.
In this context the Highbanks Park has proposed to establish
three picnic areas
On the bottomlands of the Olentangy River about 5000 feet
north of the proposed plant site
On the bluff above the Olentangy River about 4000 feet
north of the proposed plant site
On the bluff above the Olentangy River about 4000 feet
north northeast of the proposed site
Except for the screening provided by trees along the Olentangy
River and screening provided by tree planting about the site the
plant would be visible from the first site. Because of both the
convexity of the topography and the screening effects of trees
in an intervening ravine the plant would be obscured from the
263
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second picnic area, proposed for group events. Similarly, the proposed
plant would be obscured from the third proposed picnic area both by the
convexity of the topography and the intervention of trees. However, the
proposed plant would be visible through the trees from certain vantage
points along the proposed nature trail in Highbanks Park.
The plan for the proposed plant and the site has a number of
provisions designed to enhance the visual impact. The building is designed to
be compatible with the rural-suburban character of the neighborhood
and landscaping has been carefully planned to include trees that will
screen the site.
2. Odor Impact
Odors in the proposed plant will occur from septic conditions in
wet wells in the primary stage or as a result of upsets during the
secondary stage of treatment. Substances which cause odorous emissions
are hydrogen sulfide and ammonia. Other inorganic odors include sulfur
dioxide or carbon disulfide. Organic odors identified are mercaptans,
proteins degraded by bacteria, which often transform into various
amines. The odor threshold, or minimum level detectable by people,
of concentrations of mercaptans, certain amines, or hydrogen sulfide
is about 10 times lower than that of sulfur dioxide, and it, in turn,
is 10 times lower than the threshold for ammonia. When several odor-
producing chemicals are emitted simultaneously, there are synergistic
effects. However, accurate determination of these effects is difficult.
The sources of odors in municipal wastewater treatment plants
are presented in Table 50. These odor problems can be prevented by
proper plant design or eliminated by add-on treatment methods.
Several odor prevention or removal methods are given in Table 51.
264
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All of the unit operations in the proposed STP are aerobic,
hence all of the gaseous by-products theoretically produced during
sewage decomposition for example, carbon dioxide should be
odorless. Septic odor-producing conditions may develop, however, in
certain areas. These areas include the raw sewage lift station, the
tertiary filter building, and the sludge concentrator building.
The raw sewage may be septic as it comes into the plant prior to
its combination with activated sludge. Odor from fresh sewage is minimal
and is confined to the lift station. In long sewer lines at low flow
rates with no storm or ground water additions, sewage may become septic.
Chlorine has been proposed as one method of odor control in the lift
station. This is cost-effective because chlorine will be used also
to disinfect the final effluent. Chlorine, however, reacts with some
of the organic components in raw sewage, and certain chlorinated
hydrocarbons, such as the chloramines, have been identified as possible
health hazards.
In addition to the chemical control of odors in the raw sewage,
the lift station air vent will be equipped with a scrubber system.
This trap will effectively keep any lift station odors from reaching
the outside atmosphere. This unit must be properly maintained in
order to be effective.
The tertiary rapid sand filter and sludge concentrator building
air vents will be equipped with activated carbon filters. Activated
carbon will adsorb and absorb any odorous compounds and prevent their
reaching the outside atmosphere. Although these filters are very
effective, they do wear out and must be replaced or recharged. This
maintenance is the responsibility of the plant operator and is necessary
267
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to ensure adequate odor control. The wastewater from the periodic
backwashing of the tertiary filters will be returned to the aerators
for treatment. Therefore, no periodic odor problems will result from
filter backwashing.
Hydrogen peroxide, also, could be used for odor control. No
chlorine is involved. However, a hydrogen peroxide system, in addition
to the chlorinators for final disinfection, would add to the cost of
the plant.
One other potential source of odor, though not necessarily an
obnoxious odor, is the aeration-dechlorination system. One purpose
of this operation is to reduce the chlorine residual by releasing it
into the atmosphere. The chlorine may be detectable near the aeration
tank, but its concentration there and certainly outside the plant area
should not be objectionable. The use of another method of dechlorination,
such as sulfur dioxide or granular activated carbon, would result in
no release of chlorine into the atmosphere.
3. Noise Impact
Unwanted sound, referred to as noise, is generated by most mechanical
equipment including that proposed for the Delaware County Sewage Treatment
Plant. Noise can have an adverse impact on people that ranges from
simple annoyance to psychological and physiological stress. Such reactions
include increased irritability, loss of concentration, nervous tension,
impaired aptitude, and loss of sleep. The extent of the impact depends
primarily on the loudness, pitch, intermittency, and familiarity of the
noise reaching sensitive human receivers.
268
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Noise levels are typically measured in decibels in the "A" scale
(dBA). The scale emphasizes a certain set of frequencies to which
the human ear is most sensitive. Examples of common indoor and outdoor
noise levels are listed in Figure 41.
Noise can be attentuated, i.e., reduced, before it reaches sensitive
human receivers. Distance, vegetation, and topography, including hills
and walls, can reduce noise levels significantly. For example, a five
foot wall has been shown to reduce highway noise by five dBA (Sexton, 1969)
Vegetation must be quite dense to attenuate noise. In a dense evergreen
woods with a visibility of 70-100 feet, the attenuation of sound is
approximately 18 dBA per 1000 feet. Trees with tall trunks to a height
of 6 to 8 feet and spaced about 10 feet apart provide no attenuation
(Embleton and Thiessen, 1962). Planting vegetation to improve the
aesthetic appearance of the noise-generating area has been shown to reduce
local sensitivity to noise without actually reducing the noise levels
(Sexton, 1969).
The Delaware County Sewage Treatment Plant equipment that may cause
a significant noise impact on receivers outside the plant area includes
the blowers and the emergency power generator. The large pumps will
also produce high noise levels, but this equipment will be located
below ground level and the noise impact will be limited to plant personnel
who must service this equipment.
The nearest non-plant receivers include a residence and a park
approximately 400 feet and 1000 feet away, respectively, from the
proposed site of the blower building. The blowers, with their piping
and blow-offs are capable of routinely producing noise levels exceeding
100 dBA at a distance approximately three feet from the uncovered
269
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COMMON OUTDOOR
NOISE LEVELS
Jet Flyover at 1000 ft
Gas Lawn Mower at 3ft
Diesel Truck at 50 ft
Noisy Urban Daytime
Gas Lawn Mower at 100 ft
Commercial Area
Heavy Traffic at 300ft
Quiet Urban Daytime
Quiet Urban Nighttime
Quiet Suburban Nighttime
Quiet Rural Nighttime
NOISE LEVEL
(dBA)
100
90
--80
- 70
- 60
r 50
h 40
30
20
- 10
0
' COMMON INDOOR
NOISE LEVELS
Rock Band
Inside Subway Train (New York)
Food Blender at 3 ft
Garbage Disposal at 3ft
Shouting at 3ft
Vacuum Cleaner at 10 ft
Normal Speech at 3 ft
Large Business Office
Dishwasher Next Room
Small Theatre, Large Conference Room
(Background)
Library
Bedroom at Night
Concert Hall (Background)
Broadcast and Recording Studio
Threshold of Hearing
Figure 41. Common Indoor and Outdoor Noise Levels
Source: U.S. Department of Transportation, 1973
270
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operating equipment (Allis Chalmers, Inc., 1975). However, this
equipment would be housed in a structure with 8-inch thick cement
block walls, 1 1/4 thick urethane insulation, and 5/8 inch thick
redwood veneer. If the blow-off is vented inside the building, or if
it is adequately muffled and vented outside, the total noise level
immediately outside the building should be consistently below 90 dBA.
Using a noise level of 90 dBA immediately outside of the building,
the noise levels at various distances from the building are shown in
Table 53.
TABLE 52. Noise Level in dBA at Various Distances
from the Proposed Blower Building
Distance
in ft.
Noise Level 7,
in DBA
) 100 200 500 1000 2000
5 75 72 68 64 57
Source: Enviro Control, Inc., 1975
These levels are derived by the dissipation law of sound pressure,
assuming the absence of sound barriers. Lagging the piping, i.e.,
covering it with sound-deadening insulation, may further reduce outside
noise levels (Allis Chalmers, Inc., 1975). These precautions, together
with the distances to the sensitive receivers, should result in a minimum
acoustical impact from this noise source. Moreover, strategic placement
of the blower building and emergency power generator housing with regard
*
to existing and proposed topography, and the planting of aesthetically
pleasing vegetation, should ensure local acceptance of the minimum
acoustical impact.
271
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Private Communication
Allis Chalmers, Inc., 1975.
Caterpillar Manufacturing Company, 1975.
References
Embleton, T.F.W. and G.J. Thiessen, "Train Noises and Use of Adjacent
Land", Sound, January-February 1962.
Liptak, E.G., ed., Environmental Engineers' Handbook, Vol.2, Air Pollution,
Chilton Book Company, 1974.
Sexton, B.H., "Traffic Noise", Traffic Quarterly, July 1969.
U.S. Department of Transportation, Fundamentals and Abatement of Highway
Traffic Noise, 1973.
272
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E. MITIGATIVE MEASURES
Several areas of special concern have been discussed relating to the
impacts of the proposed facilities on water quality. Consequently, this
section explores measures designed to mitigate the impacts of stream
crossings, outfall location, and excessive nitrogen and chlorine content
in the effluent.
1. Interceptor Stream Crossings
Placement of sewer interceptor lines across or beneath stream
beds can cause temporary or permanent disruption of stream flow and
a corresponding increase in sedimentation. This may in turn lead
to impacts on water quality and sensitive biological organisms.
These impacts can be minimized by careful consideration of:
Number of crossings
Placement of crossings
Construction phasing
Construction techniques
Minimizing the number of crossings and correct placement of those that
are necessary are both important early in the planning process because
these crossings affect emplacement of lines that lead away from the
stream. Construction phasing provides assurance that such adverse impacts
as erosion or sedimentation, which might occur during temporarily delayed
construction, would be minimized. Construction techniques are related
to sewer emplacement in that bedrock depth and soil type are deter-
mining factors in the identity of the environmental problems posed and
273
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both the cost and technical feasibility of the construction methods
used.
The common method for minimizing stream crossings in a basin,
in which the stream runs through the service area, is to align inter-
ceptors along both sides of the river. This permits connections to any
segment from outlying areas with the use of gravity flow interceptors.
This scheme is used on both the Scioto and Alum Creek Watersheds in
the Delaware County interceptor plans because of the difficulty of
constructing a crossing of the reservoirs. The present design for
the Olentangy River, however, includes ten stream crossings between
Winter Road (Figure 15) on the north and the Delaware-Franklin County
line. Some of these crossings are designed to avoid areas in which
rock excavation or deep entrenchment would be required; others are so
located to avoid forested areas. The large number of crossings also
facilitates connection with future housing developments and prevents
developers from constructing their own lines across the Olentangy in
order to connect with sewer service. In certain reaches of the river,
these objectives can also be accomplished at some additional expense
with a double line system.
The currently planned interceptor lines include five river cross-
ings above Home Road (Figure 15) and five more at Home Road and below.
These two areas are substantially different in both topography and
the availability of highway rights-of-way. The topography below Home
Road on the east bank of the river is much steeper than upstream and
is interrupted by a substantial number of gulleys and small waterways.
Shale lies near the surface in this area. It would be difficult and
274
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expensive to lay a sewer line entirely on the east bank in this area.
Because there is no highway right-of-way on the east bank, it would
be necessary to locate the sewer line through forested areas. Some
damage to the wooded area would result. The five river crossings in
this southern area are therefore justifiable insofar as both costs
and adverse environmental impacts would be less than those incurred
by the alternative.
North of Home Road, however, the emplacement of an interceptor
line along both east and west banks would serve to eliminate five
river crossings without significant impact on the terrestrial environ-
ment. The topography here is less steep than farther downstream, and
Perry, Taggart, and Chapman Roads could provide convenient rights-of-
way for the line. With the use of two lines the required size of each
interceptor would be less.
Location of stream crossings should be determined from engi-
neering, topographic, and environmental considerations. Engineering
and topographic limitations have been well considered in the presently
designed southern stream crossings. No information is available con-
cerning aquatic life distribution on a fine geographic scale. No
particular short stretches of river are known to possess important
habitat requirements. Therefore, recommendations for small changes
in interceptor crossing locations can not be made. The safest way to
compensate for this gap in information is to reduce impact of the
crossings through well-chosen construction phasing and techniques.
Well-planned construction phasing takes into consideration the
adverse effects of construction sites on which work is delayed awaiting
275
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construction elsewhere. These delays usually result from attempts to
reduce costs of mobilizing earth moving equipment by clearing all
sites at once. Under such circumstances the savings are often oblit-
erated by increased costs generated by erosion and sedimentation. In
this case, such a policy would result in an increased load of sedi-
ments and pollutants washed into the Olentangy as well as onto ad-
joining farm, residential, or forested areas. A preferred phasing
policy would call for completion of all construction phases on each
river crossing site or on small segments of line construction before
proceeding to the next section. This will prove more expensive in
short-term costs but advantageous in the long run because it would
minimize pollution runoff and lengthy habitat disturbance.
Stream crossing construction techniques may involve diversion
or partial diversion of the river. Total diversion of the Olentangy
would be unwise and unnecessary due to the lack of a suitable diver-
sion course and the low water volume in the river. Other possible
techniques involve either partial diversion with temporary impound-
ments, dredging, or boring under the river bed.
Diversion of half of the river at a time is the method proposed
by the Delaware County Sanitary Engineer's Office (Gilbert, 1975).
This entails building an embankment completely around the construction
channel for half of the river width at a time. Both the building of
the embankment and the channelization of the stream could cause in-
creases in erosion and turbidity in the stream. This would, in turn,
cause some detrimental impacts on downstream aquatic life. If this
construction technique was chosen, its impacts could be reduced through
276
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Use of sandbags or other non-eroding material for the
embankment
Agreement with Delaware Reservoir to keep the river near low
f low
Rapid completion of the crossing
Resurfacing over the upper cement pipe casing with the orig-
inal bottom sediments and restoring the original topographic
contour of the river bottom.
These measures should all be used in conjunction in order to achieve
optimization of cost and reduction of damages. It is particularly
important to leave the riverbed in its natural state after completion
of construction. In this regard, some amount of bottom sediments
should be replaced above the pipe casing as a buffer against riverbed
changes caused by storm-generated surges in flow or by channel scour
and fill.
Dredging and laying the pipe in an open trench without diversion
is another possible construction technique. The pipe can be laid in
segments and the water pumped out after completion of the crossing.
This technique, however, causes a large amount of sediment to be
washed into the river and thereby results in some disruption of river
habitat. If dredging cannot be avoided, a settling basin and long
effluent skimming weirs with significant retention time should be pro-
vided. The settling basin would provide for settling of the fine silt
which must be dredged first as well as providing enough detention time
for the oxidation of sulfides (HS or H_S) into less toxic sulfates.
277
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Boring under the riverbed is a more expensive but more environ-
mentally compatible solution (Levins, 1975). In this technique, a
hole 12-20 inches larger than the pipe diameter is bored and a steel
casing inserted as the hole is drilled. After completion of the hole
and pumping, pipe is inserted and the area between pipe and casing is
filled with cement. This technique, if properly handled, has no adverse
effects on the river, but it might have a greater effect than other
methods on the surrounding terrestrial environment because a larger
construction area is required. The cost-benefit tradeoff may, thus,
vary with site, but this method merits consideration.
2. Outfall Location and Design
The location of the proposed plant's discharge is very important
from a biological viewpoint. For example, placement of the outfall
at the Delaware-Franklin County line would subject the fish of the
river downstream of that point to potentially harmful chlorine and
ammonia discharges. The concentrations of these compounds and their
possible damaging effects are discussed on pages 226-232.
The best location for the outfall in order to protect the fish
populations in the river is below the artificial fish habitat area which
is located at Highway 1-270. Emplacement of the outfall below this area
would ensure preservation of those areas of the river that contain the
most abundant numbers of the fish found there by electroshocking and
creel surveys (Griswold, 1975). The electroshocking survey shows that
from the fish habitat area of 1-270 downstream to Henderson Road, the
fish population decreases greatly because in this reach there is slow-
moving water and a silty-mud bottom. Because the more desirable game
species are not found in great numbers in this area, it is the best
location for the sewage outfall.
278
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The design of the outfall contributes substantially to the biological
impact as well. Tsai (1971) studied the four types of outfall designs
in Maryland, Virginia, and Pennsylvania , shown in Figure 42. Because
Type I was located on one side of the river, its effluent mixed gradually
downstream toward the opposite bank. Type II, located in the center
of the river on the bottom, permitted mixing of the effluent downstream
toward both banks. Type III consisted of two concrete barriers, each
built out from one side of the stream, allowing the sewage to discharge
into the middle of the stream and providing for thorough mixing of the
effluent. Type IV had multiple outlet ports across the river bottom.
Tsai found Types III and IV to have higher dilution efficiencies than
Type I.
Type I was the most common outfall design in the three states
studied. Type II was a commonly used design in Pennsylvania, while
Types III and IV were represented by only one plant each. Types III
and IV provide a quick mixing of the effluent and river water, but
produce a zone of concentrated sewage across the river which caused
heavy fish depletion and a barrier that adversely affected fish movement
and migration. In contrast, the effluent leaving a Type I outfall
traveled a greater length of river and required a longer time before
it became completely mixed with the water across the river. Thus, the
effluent underwent a better dilution and natural purification. The
mixing zone in this type of design contained less concentrated sewage
when compared to the other three types of outfalls. From the standpoint
of fish protection, the primitive Type I outfall is a better design
than the other more complicated types (Tsai, 1971).
279
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TYPE I
WATER FLOW
TYPE II
TYPE III
TYPE IV
rjx.x::::.::::::::x:;:x -x-xx- : - :,
Figure 42. Sewage Outfalls Typed According To Locations and
Methods of Sewage Dilution in Stream
Source': Tsai, 1971
280
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3. Nitrogen Removal
The chief nitrogeneous pollutants in municipal wastewters have
been categorized (Taras et al., 1971) into three groups: ammonia
nitrogen, organic .nitrogen, and nitrite and nitrate nitrogens.
Ammonia N in x^astewater is formed by the enzymatic breakdown of urea,
proteins, and other nitrogen-containing substances. Most of the
organic nitrogen in wastewaters is in the form of amino acids,
polypeptides, and proteins. Nitrite and nitrate are the end products
of the oxidation of ammonia in the wastewaters.
A high ammonia concentration on the order of 1.5 mg/1 may have
adverse effects on some aquatic flora and fauna (pages 232-238). A
maximum ammonia concentration of 0.27 mg/1 in the receiving water
would be desirable to protect all aquatic species. This means that
according to the dilution ratio of 0.67, the effluent concentration
of ammonia from the plant must not exceed 0.4 mg/1 as nitrogen.
The conventional biological treatment processes employed by the
proposed plant have a short detention time in all biological treatment
units, as shown in Table 53, and can have only 30 to 50 percent efficiency
in nitrogen removal. This level of efficiency is not adequate to reduce
the effluent containing a 1.5 mg/1 ammonia as nitrogen to the desired
level of 0.4 mg/1. Therefore, more advanced wastewater treatment
processes would have to be employed. These nitrogen removal operations
may be categorized into biological, chemical, and physical treatment
processes.
The biological processes include nitrification, anaerobic de-
nitrification, and algae harvesting. The nitrification process utilizes
autotrophic bacteria of the genera Nitrosomonas and Nitrobactors to
281
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282
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oxidize ammonia to nitrate. The nitrates are then reduced to nitrogen
gas by a number of facilitative bacteria including the genera Pseudomonas
anc^ Bacillus. Methanol is required as a supplementary source of carbon
for the denitrification process in which nitrates are reduced to elemental
nitrogen. A retention time of approximately 10 days in the anaerobic de-
nitrification unit is normally required (Eliassen and Tchobanoglous, 1969).
Nitrogen in wastewaters may be removed by algae which are grown at
the maximum sustainable rates in specially designed shallow ponds.
Presumably, algae absorb nitrogen nutrients from the wastewater and use
them for growth of cell tissue. It is necessary to supplement the waste
with carbon dioxide and a carbon source such as methanol to achieve complete
nitrogen removal. The process involves a large land area, and costs are
incurred associated with harvesting and disposal of the algae.
On the basis of the same concept of algae harvesting, hyacinth
harvesting and use of marshes as tertiary sewage treatment methods have
been investigated. Experiments at Bay St. Louis, Mississippi, by researchers
from the National Space Technology Laboratory (Engineering News Record,
1975) have revealed that the hyacinth readily thrives on phosphates and
nitrates in wastewater. The hyacinth could easily be grown in a lagoon
at the treatment site. The lagoon would serve as the tertiary bio-filtration
system for water leaving the sewage treatment plant. As a side effect,
the rapidly groxving hyacinth could be periodically harvested and used as
a source of fuel or cattle feed.
The use of marshes, bogs, and swamps for tertiary sewage treatment is
currently being examined by researchers from the University of Michigan
(Engineering News Record, 1975). Preliminary studies indicate that the
natural processes at work in a marsh may provide final treatment of
secondary effluent without ecological disruption.
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Chemical methods include ammonia stripping, ion exchange, electro-
dialysis, and breakpoint chlorination. In the ammonia stripping method,
the pH value of the wastewater is adjusted to 10 or above and the water
is agitated in the presence of air. By this method more than 85 percent
of the ammonia nitrogen is released as a gas. This generally is done in
a packed tray tower equipped with an air blower. The process causes air
pollution problems by the release of ammonia gas and ammonium sulfate
aerosols. Calcium carbonate is deposited within the treatment tower as
a product of the use of lime (CaO) to control pH (Eliassen and
Tchobanoglous, 1969).
Ion exchange is a unit process in which ions of a given species are
displaced from an insoluble exchange material (resin) by ions of different
species from wastewater. With the use of resin as an anion exchanger,
anionic nitrogen compounds can be removed efficiently. In this process,
however, material tends to foul the resin by selective adsorption on the
resin particles. To make ion exchange economical for tertiary treatment,
it is desirable to use regenerants and restorants that remove both the
inorganic anions and the organic material from the spent resin (Eliassen
and Tchobanoglous, 1969).
Electrodialysis uses an induced electric current to separate the
cationic and anionic components in the wastewater by means of selective
membranes. Membrane fouling is the major problem with the electrodialysis,
Acidification of the wastewater is required to reduce membrane fouling
(Eliassen and Tchobanoglous, 1969).
Breakpoint chlorination provides a selective means for ammonia
removal. The process is discussed in detail on pages 286-294. The end
products of the process are chiefly gaseous elemental nitrogen and small
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amounts of nitrate and a nuisance residual of nitrogen trichloride.
Neutralization of the excess acids produced with proper mixing during
the process is required to reduce the formation of nitrogen trichloride
(Presley et al. , 1972). The advantage of breakpoint chlorination
is that removal of ammonia and disinfection of effluent can be
achieved in one process.
The physical methods of nitrogen removal include reverse osmosis
and distillation (Eliassen and Tchobanoglous, 1969). Reverse osmosis
involves the enforced passage of water through cellulose acetate
membranes against the natural osmotic pressure. This method has been
used for the production of fresh water from salt water. A major problem
associated with reverse osmosis for desalinization is membrane fouling.
In the application of this method to wastewater treatment, pretreatment
of the water with sand filtration will reduce membrane fouling.
Distillation involves vaporization of wastewater by heating and
subsequent condensation of water vapor. In practice, a variety of
different processes exists, such as flash distillation, differential
distillation, and steam distillation. They are all quite expensive.
The efficiency of nitrogen removal and costs are shown in Table 54.
In order to reduce the ammonia concentration from 1.5 mg/1 to 0.4 mg/1,
removal or conversion of ammonia to nitrate at an efficiency of 74 percent
would be required for the proposed plant. Among these processes,
distillation would be the most effective, but the most expensive method.
However, other methods such as ammonia stripping, anaerobic denitrification,
algae harvesting, ion exchange, and reverse osmosis would be effective,
if properly designed and operated. Electrodialysis would be the least
cost-effective. Breakpoint chlorination followed by dechlorination would
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be an effective method of removing ammonia while disinfecting the
effluent, and would be compatible with the ammonia stripping method
in terms of costs.
4. Chlorination-Dechlorination and Ozonation.
Chlorination is a common and cost-effective way of disinfecting
the effluent from a sewage treatment plant. However, residual chlorine
in the effluent can cause severe biological effects on aquatic flora
and fauna in receiving streams. One way of reducing the biological
effects is to dechlorinate the chlorinated effluent before discharging it
to natural water systems. Ozonation of effluent proves to be an
effective method with wide acceptance in effluent disinfection, and at
the same time, increases the dissolved oxygen level in the effluent.
This section starts out with discussion of various alternative methods
of effluent disinfection followed by the discussion of dechlorination
methods, and concludes with a discussion of ozonation methods.
The most common disinfectants are the oxidizing chemicals such as
bromine, iodine, chlorine, ozone, and other non-oxidizing chemicals
such as acids and alkalies. Bromination, chlorination, and iodination
of the sewage effluent leave bromine, chlorine, and iodine, respectively,
in the effluent. Disinfection by addition of acids or alkalies is not
effective unless the pH value of the water is less than 3 or greater
than 11. Except for ozonation, all the disinfection treatment processes
which involve the addition of chemicals, discussed above, leave
significant amounts of dissolved solids in the effluent.
Bromination and iodination are not commonly used for sewage treatment,
because bromine and iodine are more costly than chlorine. Effluent
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disinfection by the addition of acids or alkalies requires large amounts
of acids or alkalies and further requires neutralization of the effluent
to pH 7. Only the chlorination-dechlorination and ozonation methods
and their cost-effectiveness are considered here.
Chlorination is used in wastewater treatment operations for
disinfection and reduction of BOD, ammonia-nitrogen, color, odor, cyanide,
and hydrogen sulfide concentrations. In a plant the size of the proposed
Delaware facility, chlorine as free chlorine gas is dissolved in a
sidestream of water. Once the gaseous chlorine (C10) goes into solution,
it reacts almost immediately with the water (H~0) to form hypochlorous
i
acid (HOC1) and hydrogen and chloride ions (H and Cl ). The hypochlorous
acid (HOC1) ionizes to form hypochlorite ions (OC1 ) and hydrogen ions (H ).
The ratio between elemental chlorine (Cl,,), hypochlorous acid (HOC1),
and hypochlorite ions (OC1 ) depends on the pH of the solution. At the
anticipated pH level of the effluent (6-7), hypochlorous acid (HOC1)
should comprise 60-80 percent of the chlorine added, and elemental chlorine
(Cl,,) should be almost absent. These three forms of chlorine are
referred to as "free available chlorine residuals".
Ammonia (NH,,), present in the wastewater, reacts with the free
available chlorine to form monochloramines (Nil Cl), dichloramines (NHC19),
and nitrogen trichloride (NCI ). At the pH levels of wastewater, mono-
and dichloramines will predominate. These compounds are referred to as
"combined available chlorine residuals" and have some disinfecting
ability; however, this disinfecting property is considerably less than
that of free available chlorine residuals (Fair and Geyer, 1963).
By the addition of extra chlorine and the provision of adequate
detention time, the ammonia may be completely oxidized, resulting in the
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formation and release of elemental nitrogen gas. This process is
referred to as "breakpoint chlorination" and is one method of nitrogen
reduction in wastewater. In general, the chlorine dosage required to
achieve breakpoint on a molar basis is twice that of the ammonia. The
necessary contact time must be determined by on-site tests (Fair and
Geyer, 1963).
In addition to reacting with water and ammonia, chlorine will also
react with organic matter in the sewage, thereby reducing the BOD but
also forming complex organic chloramines. Certain of these compounds
are possible health hazards.
Free and combined available chlorine compounds at varying concentrations
are toxic to aquatic organisms. Examples of the effects of various concen-
trations of chlorine residuals on various fish types are listed in Table 48
on page 229 (Brungs, 1973; Becker and Thatcher, 1973). The recommended
safe level for chlorine residuals in warm-water aquatic systems is
0.01 mg/1 (Brungs, 1975). Assuming a river flow rate of 2.93 million
gallons per day (mgd) (7-day 10-year low flow), and an effluent discharge
of 1.5 mgd, the required residual chlorine concentration in the effluent,
to keep the stream chlorine concentration below 0.01 mg/1, would be
approximately 0.03 mg/1. Effluent residual chlorine levels of less than
0.01 mg/1 are possible and desirable.
Reduction of chlorine residuals in sewage effluents may be accomplished
by various methods, including aeration, sulfur dioxide addition, or granular
activated carbon filtration. Aerating the chlorinated effluent for
15 minutes to 8 hours will reduce the concentrations of various related
compounds, including elemental chlorine (Cl?) , hypochlorous acid (HOC1),
dichloraminc (NHC1 ), and trichloramine (NC13) (Fair and Geyer, 1963;
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Hinde Engineering, 1975). Monochloramine, which is an important chlorine
residual, is not removed. Consequently, the resulting residual chlorine
concentration in the effluent is difficult to estimate without actual
operating data. Aeration does not remove complex organic chloramines,
but it increases the dissolved oxygen concentration in the effluent.
Sulfur dioxide addition is also a suitable technique for dechlorination.
Sulfur dioxide reacts with chlorine to form sulfuric and hydrochloric
acids; consequently, a provision for pH adjustment should be provided.
Sulfur dioxide in the gaseous state is dissolved in the chlorinated
effluent until the concentration of SO exceeds that of the residual
chlorine. At residual chlorine concentrations of 2 and 4 mg/1, approximately
37.5 and 62.6 pounds per day of SO- are required. A relatively short
contact time of ten minutes is required. The resulting residual chlorine
concentration should be less than 0.01 mg/1. Complex organic chloramines
are not removed by the addition of sulfur dioxide. Furthermore, chlorides
and sulfates, as end products of the method, are left in the effluent.
The increase of total dissolved solids load from this method ranges from
300 to 600 pounds per day as compared to the TDS load of 29,860 pounds
per day of the plant at flow rate of 6 mgd.
Granular activated carbon may also be used for dechlorination. It
is more commonly used to adsorb organic matter and other compounds
responsible for BOD and odor. Certain types of activated carbon systems,
such as downflow units, also act as filters and remove suspended solids.
Filtration may clog the downflow units and the BOD in the effluent may
encourage the growth of microorganisms on the carbon. Backwashing of
the downflow units reduces clogging and biological accumulations. Counter-
current upflow units do not clog, hence do not require backwashing.
Adsorption is a non-consumptive surface phenomenon, and the carbon can be
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regenerated and reused. In dechlorination, the chlorine is absorbed
by the pores in the carbon granules and reacts with the carbon to produce
carbon dioxide gas and hydrochloric acid. Therefore, in this process,
carbon is consumed.
Activated carbon systems are more complicated and expensive to
construct and operate than either aeration or sulfur dioxide units. A
capital cost comparison of aeration, sulfur dioxide, and granular
activated carbon dechlorination systems is presented in Table 54. A
sulfur dioxide system has the lowest capital cost; the aeration units,
depending on electrical rates, should have the lowest operating costs.
Aerating systems, however, do accomplish the necessary goal of increasing
the dissolved oxygen concentration in the effluent. A combined system
using aeration and sulfur dioxide might be very cost-effective. The
aeration time required to raise the dissolved oxygen concentration is less
than the aeration time necessary to dechlorinate.
Assuming that the effluent prior to discharge has a dissolved oxygen
concentration of 1 mg/1 and that the final effluent must have 5 mg/1, then
4 mg/1 or approximately 50 pounds of oxygen per day must be added. A
typical design figure for aeration units is four pounds of oxygen transferred
per horse power hour. At this rate, approximately 96 pounds of oxygen
per day could be provided by a one horse power unit.
Allowing for BOD, residual dissolved oxygen requirements, and
continuous supply regulation, two 2 horse power units would be needed.
With a one hour detention time (instead of 8 hours), this system should
be able to meet dissolved oxygen requirements. For dechlorination, sulfur
dioxide could be fed into the tank using the air bubbles for mixing.
This hybrid system is more expensive than the single dechlorination
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system, such as aeration or sulfur dioxide addition, but it appears to
be the least expensive dual purpose system.
The dechlorination capacity depends on the residual chlorine
concentration in the chlorinated wastewater. A pH of 7, a temperature
of 21°C, a final residual chlorine concentration of 0.01 mg/1, and a
3
loading of 1 gpm flows/foot of carbon are assumed for the purpose of
subsequent calculations. Using these assumptions, the dechlorinating
life of 1042 cubic feet of granular activated carbon for incoming residual
chlorine concentrations of 2 and 4 mg/1 is 5.3 and 1.7 years, respectively.
TABLE 54. Costs of Various Dechlorination Processes
Process
Aeration
Sulfur Dioxide
Granular Activated Carbon
Combined Aeration, Sulfur
Dioxide
Capital Cost in $
(1.5 mgd plant)
Operating Cost
in $/1000 gal
150,000
50,000
300,000
80,000
.016
.011
.016+
Source: Calgon Corporation, 1975;
Hinde Engineering Corporation, 1975
Many complex organic compounds including chlorinated forms will be
absorbed into the carbon surface. The resulting effect on the dechlorinating
ability of the carbon should not be significant and the overall quality of
the final effluent should be improved.
Use of ozone as a disinfectant as compared to conventional chlorination
and dechlorination is increasing for a number of reasons. Ozone is a highly
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effective disinfectant and leaves no residuals and no dissolved solids.
In addition to the bacterial kills, ozone treatment can purge virus
particles and pollutants, such as surfactants, that survive treatment
with chlorine. Coin (1969) has reported that a little more than 3
minutes of ozone treatment, with 0.4 milligram of ozone per liter of
water, kills all three types of polio virus. Ozone is also capable of
higher reductions of residual BOD and total organic carbon (TOG) than
carbon adsorption polishing, and is fully cost competititve. Furthermore,
ozone is more effective than chlorine against the major taste- and odor-
causing compounds, such as phenols and amines. Chlorination merely
converts these into compounds that are less resistant to oxidation
(Environmental Science and Technology, 1970). The shorter half-life
(20 minutes) of ozone in water, as compared to chlorine, limits its
application because it provides no residual protection against contamination.
This problem, quite pertinent to the treatment of drinking water, apparently
does not exist in the treatment of secondary effluent.
In the process of ozonating effluent considerable amounts of air
or oxygen are introduced into the waste, thus increasing the dissolved
oxygen level of the receiving stream. Therefore, if the ozonation
process were to be adopted for the project, the post-aeration process
could be eliminated.
The two major inputs for a typical ozonation system are air or
oxygen, and electricity. The air usually is first cleaned by filtration,
its moisture removed by a refrigerative unit, and the air is further
conditioned by air adsorptive dryer prior to ozonation. Electrodes with
high voltage up to 20,000 volts are used to produce a corona in the air
supply to generate ozone. The concentration of ozone generated is
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APPENDICES
Technical data in support of the information contained in the report
are presented in Appendices A through F. A record of private communications
appears in Appendix G.
Appendix A - Factors Affecting Development
Appendix B - The River-Bank Trees Along the Olentangy River
Appendix C - Letter from C. E. Faulkner
Appendix D - Letter of US Army Corps of Engineers
NPDES Permit Processing Guidelines No. 26
Appendix E - Visibility Analysis
Appnedix F - Extracts of Applicable Laws of the State of Ohio
Appendix G - Private Communications
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APPENDIX A
FACTORS AFFECTING DEVELOPMENT
Five townships, Berlin, Concord, Genoa, Liberty, and Orange, form a
close approximation of the proposed project service area in Delaware County.
A geographic description of each of the geographic boundaries of these
townships are displayed in Figure A-l. Factors affecting the location of
development within each township are discussed in turn.
1. Berlin Township
Major factors affecting the development potential of Berlin
Township are accessibility to major highways, attractiveness of and
accessibility to the Alum Creek Reservoir, depth to bedrock, soil
drainage characteristics, and the suitability of soils for septic
systems. Accessibility of most of the township to the City of Delaware
is excellent and both the interchange of US Route 36 on Interstate 71
and US Route 23 allow good access to population centers in Franklin
County. The Alum Creek Reservoir should attract considerable numbers
of recreation seekers, but is not expected to attract extensive resi-
dential development.
Shallow depth to bedrock in the area of Peachblow and Platt Roads
might cause difficulty in the construction of homes with basements.
Generally, most of the area west of the reservoir has a high water
table and is poorly drained. Almost the entire township is poorly
suited for septic tanks. Each of these soil characteristics contributes
substantially to the costs of development.
Existing residential development is a mixture of old farm structures
and newer large lot, single family homes. These residential areas are
located in strips along existing roads; especially near Cheshire on
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Cheshire Road, along Peachblow Road, and along Shanahan Road. Cheshire
Village has experienced a moderate growth rate. Small areas of commer-
cial development are located near the northeast and southwest corners
of the township. Industrial uses are virtually non-existent in the
township.
There is a potential for moderate development in Berlin Township.
Most of this development should be residential, although there may be
the addition of small areas of neighborhood commercial development
oriented to serving users of the Alum Creek Reservoir. Large lot, single
family residential development may occur in strips along existing roads
near US Route 23, near the intersection of US Route 36 with Interstate 71,
and in the area near the Village of Cheshire.
Most of the small expected amounts of neighborhood commercial
development will probably occur near US Route 23, near the Village of
Cheshire and near the interchange of US Route 36 on Interstate 71.
Some light industrial development can also be expected near the inter-
change of US Route 36 with Interstate 71. Residential development
which can normally be expected near a newly constructed reservoir will
probably not materialize here. The large acreage of government-owned
land around the reservoir will preclude home sites next to the water
and severely restrict the number of potential home sites within sight
of the water.
2. Concord Township
Major factors affecting development in Concord Township are accessi-
bility and soil conditions. Interstate 270, with interchanges at both
Sawmill Road and State Route 161, provides easy access between Columbus
298
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and most parts of Concord Township. Most of the soils outside of the
Scioto River Drainage Basin area are of a Blount-Pewamo-Morley associa-
tion. These soils present moderate to severe limitations on development
that does not have central sewering.
The Scioto River Drainage Basin area contains Milton-Morley soils
which, primarily because of their better drainage characteristics,
offer greater advantages to development that is not centrally sewered.
As a consequence, most current development in Concord Township is located
near the Scioto River. Erosion is a potential problem in almost all
areas of the township.
Current development in Concord Township is predominately residential.
The two incorporated areas are Shawnee Hills and part of Dublin.
Shawnee Hills has less expensive and older housing than the areas
immediately around it. Thus, much recent housing development has taken
place in the area around, but not in, Shawnee Hills. A high income
residential area is being actively promoted in the Dublin incorporation.
Other residential development in the township is located in scattered
sites on existing thoroughfares and in a few small subdivisions. Generally,
this development lies relatively close to the Scioto River.
Commercial development is entirely of a neighborhood shopping and
service type and is scattered on a few small sites throughout the town-
ship. Industrial development consists of a small site northwest of
Shawnee Hills and a quarry adjacent to 0'Shaughnessy Reservoir.
Potential development for that part of the township which does
not have central sewers is greatest in the area near the Scioto River.
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This development is primarily expected in the Shawnee Hills-Dublin area.
Most development will be residential, although some small commercial
and industrial uses may be attracted to the township.
3. Genoa Township
Major factors affecting the development potential of Genoa Town-
ship are restrictive zoning, accessibility, growth pressures caused
by the presence of Westerville, and soil conditions. Genoa Township
has two separate zoning ordinances. One ordinance, which affects only
small portions of the proposed service area, allows for the reduction
in minimum lot size required for planned unit developments. The other
ordinance, which affects much more of the proposed service area, does
not currently allow such reductions in the existing large minimum lot
size. Accessibility to areas within the township, to Westerville and
to Columbus is excellent. Growth pressures from Westerville, already
expressed by a small annexation, are mitigated by restrictive zoning
ordinances. Poor drainage, a high seasonal water table and poor suit-
ability for septic fields contribute to the cost of any development
in that portion of the township which lies in the project area.
Existing development is predominately residential of both strip
and subdivided varieties. Within the project area there are some
strip residential areas along Worthington-Galena Road and several
small subdivisions near Africa Road and Worthington-Galena Road. Al-
though commercial development is virtually non-existent, there is a
commercially zoned area near the township line on the east side of
Africa Road. Industrial development in the project area is insignifi-
cant in area.
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Potential development within that portion of the project area
lying in Genoa Township will be almost exclusively residential with
some supportive neighborhood commercial uses. Construction of a pro-
posed interchange at Big Walnut Road and Interstate 71 would enhance
residential development and possibly light industrial development
along Big Walnut Road. A possible interchange at Powell Road in
Orange Township would enhance the same type of development, but the
distance from the boundary of Genoa Township to the interchange would
limit the amount of development in Genoa Township. Strict zoning
regulations, if continued, will most certainly retard rapid future
development of all types.
4. Liberty Township
Developmental factors in Liberty Township are planned major growth
for Powell, accessibility to Columbus and the City of Delaware, and
soil conditions. The Village of Powell anticipates large amounts of
growth in the future and is presently in the first steps of implementing
a land use plan and instituting a planning process. The plan envisions
the rapid expansion of Powell from >a village of approximately 400 people
to a city of 30,000 people. Interchanges on Interstate 270 with Sawmill
Road and State Route 315 provide excellent access to Columbus. State
Route 315 provides easy access to the City of Delaware.
Soil conditions present severe limitations for septic tanks, except
for small amounts of Fox soils in the Fox-Eel associations. All soils
have poor bearing values and most soils have poor drainage. The poor
bearing values and poor drainage contribute to development costs.
Milton-Morley soils (steeper slopes) and Fox soils (mostly near the
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Olentangy River) are well drained but need erosion controls to facili-
tate environmentally sound development.
Existing development consists of residential, commercial, and
light industrial uses. Major residential areas consist of strip develop-
ment along Seldom Seen Road, Sawmill Road, and the Jewett Road-Olentangy
River Road area, small clusters in Hyattville and Powell, and several
new subdivisions near Olentangy River Road. Most commercial usage is
in scattered parcels adjacent to US Route 23, or clustered at the center
of the Village of Powell. The major industrial users are Searle
Reference Laboratories, Inc. (just north of Powell) and North Electric
Research Center (on US Route 23).
The greatest potential for development in Liberty Township is for
residential uses. However, there is substantial potential for small
scale commercial and light industrial development. The major concen-
trations of residential development are expected in the area covered
by Powell's land use plan. The plan visualizes the first major resi-
dential growth occuring to the southeast of the present boundaries of
the Village of Powell.
A proposed subdivision, Liberty Woods, located just west of the
Village of Powell may provide another node of residential development.
Neighborhood commercial uses are expected to develop near subdivisions.
Larger commercial uses are expected to eventually develop near the
Village of Powell and along US Route 23 as the population density
increases. Some additional industrial development is expected both
along US Route 23 and along the Chesapeake and Ohio Railroad.
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5. Orange Township
Major determinants of development potential in Orange Township
are accessibility to major highways, slope of the land, drainage,
suitability for on-site sewage disposal, and bearing strengths of the
soils. Accessibility to Orange Township from other townships is good.
US Route 23 provides excellent north-south access to the western por-
tion of the township and Interstate 71 extends across the eastern por-
tion. Although there are no interchanges located within the township
one has been proposed for construction, either at Lewis Center and Big
Walnut Roads or at Powell Road.
Accessibility to most points within the township is excellent;
County Roads 10, 21, 13 and 106 serve as feeders to State Routes 315
and 750 and US Route 23. Slopes that might hinder development are
located along the Olentangy River, Alum Creek and tributary streams.
Most of the area west of Alum Creek Reservoir and west of Interstate
71 have soils with combinations of poor drainage, high water table, low
bearing strengths, and poor suitability for sewage disposal. These
factors add to the cost of, but do not preclude, development.
Existing development is primarily strip residential along existing
highways. A large amount of this residential development consists
of new homes. Commercial development is concentrated in strips along
US Route 23. Swan Rubber Company on US Route 23, employing less than
100 people, is the only major industrial activity in the township.
Development potential is strong in several portions of Orange
Township. A 244-acre residential complex is planned west of US Route
23 and north of Powell Road. Impetus provided by the building of this
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complex will set the pattern for a major future node of development.
The increased accessibility to Columbus created by the completion
of any interchanges on Interstate 71 will foster large amounts of
development. An interchange at Lewis Center and Big Walnut Roads would
enhance residential and commercial development both at the interchange
and in the vicinity of Alum Creek Reservoir. Large incentives for
residential development near the reservoir do not exist, because the
government controls most of the land adjacent to or within sight of
the lake. An interchange at Powell Road would enhance residential,
commercial, and light industrial development along Powell Road and, in
general, in the southern portion of the township. Planned improvements
in the Penn Railroad may foster industrial development along its north-
south traverse of the county.
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APPENDIX B
THE RIVER-BANK TREES
ALONG THE OLENTANGY RIVER
The following discussion describes the tree types present along the
riverbank area of the proposed plant site on the Olentangy River. Their
expected periods of existence and replenishment are presented in relation
to their use as a buffer zone for a treatment plant west of the Highbanks
Park. A sycamore-cottonwood-boxelder tree association predominates along
the riverbanks; some oaks, beech, elm, willow, and maples are interspersed.
All of these trees are found on a variety of soil types, but the alluvial
river bottom areas of Ohio are excellent areas for their best and most
rapid growth.
1. American Sycamore
The American sycamore, Platanus occidentalis, is one of the
larger eastern hardwoods. Commonly, it can attain a height of over
100 feet and have a diameter of 3 to 8 feet. Growth is fast, and the
sycamore can live 500 to 600 years. The minimum seed-bearing age for
a sycamore tree is about 25 years, and its optimum seed production
occurs between 50 to 200 years. Sycamore, generally, is not dependable
for seed production after the age of 250 years. The tree usually bears
a good seed crop every 1 or 2 years with some seeds produced every year.
The sycamore seeds are dispersed from September through May of the
spring following ripening. The seeds are widely scattered by the wind
and are also carried by water. Water-borne seeds are deposited on mud-
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flats along river courses. These mudflats usually provide favorable
conditions for germination.
The best seedbeds for sycamore germination are on moist to wet
soils. Reproduction in some instances can be greatly reduced or totally
absent if the leaf mold and other forest litter is too deep. Sycamore
seedlings require direct sunlight to survive. Under favorable conditions
they develop and grow rapidly, at a rate of up to 3 or 4 feet in height
the first year. The sycamore is fast-growing throughout its life. Open-
grown sycamores have a large, usually irregular crown that may spread
out to a diameter of 100 feet. Sycamore is generally classed as being
intermediate in tolerance to shade and competitive ability, and can
compete successfully with cottonwoods and willows.
2. Eastern Cottonwood
The eastern cottonwood, Populus deltoides, is a medium- to large-
sized tree that can attain a height of 100 to 175 feet, and a diameter
of 4 to 6 feet. The cottonwood is a relatively short-lived species;
trees over 70 years old begin to deteriorate, and the maximum life span
is no more than two centuries.
Seed production begins when the trees are about 10 years old.
Flowering takes place between February and April before the leaves
appear, and the fruit matures from April through August of the first
year. Seedfall occurs during this period. The optimum seed-bearing
age is from 30 to 40 years; good seed crops are the rule. Much of the
seed is carried from the parent tree by wind and by water. Some water-
borne seeds are left on mud silt deposits. Unless floating on or immersed
in water, the cottonwood seed needs to reach a favorable seedbed and
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germinate very soon after falling from the tree. The seeds remain
viable for several weeks or longer in water, but cannot endure more
than a week of exposure under dry conditions. Germinative capacity
averages about 88 percent. Seedlings grow very slowly at first but
accelerate steadily and rapidly after about three weeks. Full light
for a substantial portion of each day is needed by the seedlings once
they are well established. Within the better part of its range, un-
managed cottonwood stands pass the peak of their growth in about 45
years. On the better sites, the trees often grow two-thirds to one
inch in diameter and 4 to 5 feet in height per year up to 25 to 30
years of age.
The cottonwood is less tolerant to shade than any of its associates
except willow. The willow generally is found on the wetter areas in
which the cottonwood occupies the slightly higher areas. Because of
its intolerance and the absence of suitable seedbeds under existing
stands, the cottonwood does not generally succeed itself, except along
those river areas where there is a significant deposition of fresh soil
material that serves as suitable seedbed material.
3. Boxelder
The boxelder, Acer negundo, is a common and well-known maple. It
is a small to medium-sized tree that reaches a height of 50 to 75 feet
and a diameter of 2 to 4 feet. The boxelder is characterized by an
irregular bole (trunk), a relatively shallow root system, and a bushy,
spreading crown. It is most common on deep, moist soils and is perhaps
the most aggressive of the maples in maintaining itself in unfavorable
locations. The boxelder grows rapidly, but it is a short-lived tree
usually of poor form.
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It has sexes on separate trees with greenish-yellow staminate
and pistillate flowers. The stamens are in drooping clusters while the
pistils are in drooping groups. The seeds are winged, in a V-shape,
and are from one and one-half to two inches long. The seed clusters
hang on the trees throughout winter and fall in the following spring.
Most boxelder seeds are dispersed by wind. Growth of the boxelder sap-
lings after germination is usually rapid.
4. Bur Oak
The bur oak, Quercus macrocarpa, is a medium- to large-sized tree
that can grow 80 to 100 feet tall with a diameter of 3 to 4 feet, and
can live 200 to 300 years. It characteristically has a massive trunk
with a broad, open crown of stout branches. The bur oak flowers shortly
after the leaves appear; this period of flowering varies from about
the first of April to about mid-June. The minimum seed-bearing age is
around 35 years, and the optimum age is between 75 and 150 years. Good
seed crops occur every 2 to 3 years. Light crops occur in the inter-
vening years.
The acorns become ripe within the year and drop from the tree
between August and November. Germination usually takes place soon
after seedfall, and reproduction of bur oak in open bottom-land areas
is often prolific. The root growth is rapid, and the taproot penetrates
deeply into the soil before the leaves unfold. Bur oaks are relatively
slow-growing trees. In the sapling stage the taproot development
continues to be rapid, accompanied by abundant lateral growth. The
bur oak is intermediate in shade tolerance.
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5. Swamp White Oak
The swamp white oak, Quercus bicolor, is a medium-sized tree
ranging from 60 to 90 feet in height and 2 to 3 feet in diameter. Some
trees have been reported to be 7 feet in diameter and 100 feet tall.
The root system is relatively shallow, but the tree is relatively long-
lived, up to 300 years or more in some instances.
Good seed crops of swamp white oak generally occur every 3 to 5
years; light crops are produced during the intervening years. The
minimum seed-bearing age is 35 years; the optimum age is between 75 and
200 years. The swamp white oak flowers in May or June, depending upon
its location. The acorns are about one inch long and one-half to three-
quarter inch in diameter, mature in 1 year and fall during the months
of September and October. The principal dispersing agents for the
acorns are rodents, gravity, and water. In the autumn the acorns
germinate shortly after they fall from the parent tree and the root
system grows and develops. This growth is inhibited until the following
spring by low temperatures. The swamp white oak is intermediate in
shade tolerance, and seedlings can become established in moderate shade
conditions. In forest stands, the swamp white oak has a straight trunk
with ascending branches and a fairly narrow crown.
6. Pin Oak
The pin oak, Quercus palustris, is a moderately large tree that
normally grows to a height of 70 to 90 feet and a diameter of 2 to 3
feet. Some specimens 120 feet tall and 4 to 5 feet in diameter have
been found. The pin oak is not a long-lived tree; it usually attains
its physiological maturity in about 80 to 100 years. It has rapid
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height growth and the trunk is well defined and distinct throughout
the crown. In open areas the crown is generally pyrimidal and sym-
metrical in shape. In the forest the pin oak is tall, straight, and
has a relatively narrow crown.
The pin oak flowers in early April to mid-May when or just after
new leaves appear. It takes from 16 to 18 months for the acorns to
develop and they then ripen and fall from September to November.
Germination occurs the following spring. Pin oaks bear seed between
the ages of 25 and 80 years. During good seed crop years approximately
70 percent of the acorns are fully developed and sound as compared to
only about 10 percent during the poorest seed years. When favorable
temperature and moisture conditions exist, shoot growth of the seedlings
starts about the time of leafing-out and continues throughout the
summer. On typical pin oak sites, moisture is not a limiting factor
for seedling survival.
Pin oak is more intolerant of shade than are elm and boxelder.
It is more tolerant than the cottonwood and willow. The pin oak is a
sub-climax tree, but it persists in wet soil areas because it produces
an abundance of fertile seeds and grows more rapidly than most other
trees in the association.
7. Beech
The American beech, Fagus grandifolia, under optimum growing con-
ditions, may become 120 feet tall. Generally they average between 60
to 80 feet in height. They live from 200 to 300 years, and occasionally
more than 300 years.
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The beech flowers in late April and early May when the leaves
are about one-third grown. They generally begin to produce seed when
they are about 40 years old, and by the time they are 60 years old
large quantities of seeds are produced. Good seed crops occur at 2
or 3 year intervals. The beech nuts require one growing season to
mature, and they ripen between September and November. Seed fall
begins after the first heavy frosts have caused the burs to open,
and usually is completed within a period of a few weeks.
The beech seeds germinate from early spring to early summer.
Sometimes germination is slow due to a dormant embryo. On either
mineral soil or leaf litter, germination is good, but on excessively
wet sites it is poor. The beech seedlings develop better under the
shade of a moderate canopy than they do in open areas where the surface
soil may dry out below the depth of the shallow roots. Beech is a
very tolerant tree to shade conditions, and in some parts of its range,
it is the most tolerant species in its association.
8. American Elm
The American elm, Ulmus americana, may grow in the Lake States
to a height of 100 to 125 feet and live 200 years with 300 years not
being rare. The diameters of forest-grown trees may be up to 4 to 5
feet. This species matures at about 150 years of age.
The smooth flower buds of the elm swell in mid-April to early May
and appear 2 to 3 weeks before the leaves unfold. The elm is mostly
wind-pollinated, and the flowers are largely self-sterile. Pollination
may be hampered during a wet spring since the flowers' anthers will not
open in a saturated atmosphere. The fruit ripens in June, and seedfall
is usually completed by late June.
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Seed production by the American elm may begin in saplings as early
as 15 years of age, but this fruiting is seldom abundant before the
trees are 40 years old. After this age, seed production continues to
be abundant until the trees are about 150 years old. In closed stands
of trees the seed production is greatest in the exposed tops of the
trees. The winged seeds are light and readily spread by the wind. The
elm seeds usually germinate soon after falling, but some may remain
dormant until the following spring.
The elm seedlings can become established on moist litter and
decaying material such as logs or stumps but not as readily as on
mineral soil. During the first year, their best growth is with about
one-third full sunlight; after the first year or two, best growth is
made in full sunlight. The depth of rooting varies with soil texture
and soil moisture. In wet soils, as along river courses, the root
system is wide spread and most of the roots are within 3 or 4 feet of
the surface.
The elm is intermediate in shade tolerance among the eastern hard-
woods. Once it has become dominant in a mixed hardwood stand, it is
seldom overtaken by other species. However, it also persists as
an understory species under such species as cottonwood and willow. The
Dutch elm disease caused by the wilt fungus, Ceratocystis ulmi, is
presently responsible for serious losses of both elm shade and forest
trees throughout the East and Midwest. This fungus is carried on the
bodies of bark beetles brought to this country presumably in a shipment
*
of elm veneer logs from Europe. Due to its continued spreading across
the country, there is a possibility that the elm trees present in the
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buffer zone along the river may be affected by this disease. If
this does happen, then the tall and long-lived elms will be lost and
will not be able to serve as part of the buffer zone for the treatment
plant.
9. Black Willow
The black willow, Salix nigra, can grow to a height of 140 feet
with a diameter of 3 to 4 feet. The black willow is a short-lived tree.
The greatest age recorded for a sound tree is 70 years. The average
black willow matures in 55 years.
Seed production can begin when the tree is 10 years old, but the
optimum seed-bearing ages are from 25 to 70 years. The trees usually
have good seed crops almost every year with only a few interspersed
poor crops. Rare failures result from late freezes after the flower
buds have begun to open. Flowering takes place in May or early June,
and usually occurs after the leaves appear. The seeds mature and fall
between April and July of the following year. When the seeds fall,
the long silky hairs act as wings for the seed. The seeds are widely
distributed by wind action and water systems. Unless the willow seed
is floating on water, it must reach a suitable seedbed within 12 to 24
hours, because its viability is greatly reduced by only a few days of
dry conditions. The germinative capacity is usually high and no dor-
mancy is known. Very moist exposed mineral soil is best for satis-
factory germination and early development. Full sunlight promotes
rapid growth once the seedling is well established. Seedlings, in a
favorable environment, may often grow as much as 4 feet in height the
first year. Moisture is a controlling factor, and the seedlings grow
best when there is abundant moisture available throughout the growing
season.
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Open-grown willows along stream and river bottoms are generally
limby and have a fairly large canopy. The willow is also a very weak
tree and is especially subject to wind breakage. Willow is less toler-
ant to shade than any of its associated trees.
10. Red Maple
The red maple, Acer rubrum, may grow under ideal conditions to a
height of 120 feet and a diameter of 5 feet. However, average mature
red maples are usually from 60 to 90 feet in height and from 1-1/2 to
2-1/2 feet in diameter. It is a short to medium-lived tree that seldom
lives longer than 150 years. In northern hardwood associations, red
maple begins to give way to sugar maple and other more tolerant hard-
woods after about 80 years of age.
The red maple is one of the first trees to begin flowering in the
spring. The flowers are perfect structurally but never functionally
perfect. The red maple has a tendency to have the sexes on different
trees. Thus, some of the trees are entirely female, some entirely male,
and some have both male and female flowers, often found on different
branches. The red maple usually has a good seed crop every year. The
fruit, a samara, ripens during the period from March to late June. The
seed of the red maple is the lightest of all maple seeds and their dis-
persant is wind.
The major portion of the seeds germinate in the early summer soon
after falling, but some lie over until the following spring. The seeds
do not need much sunlight to germinate. A thin layer of hardwood leaf
litter poses no impediment to germination if the underlying soil is
moist.
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Seedlings on wet sites tend to form short taproots and a long,
well-developed lateral root system. When favorable moisture and light
conditions are available, the seedlings grow rapidly at a rate of
1 foot for the first year, and 2 feet or more annually during the next
few years. Growth is rapid during early life, particularly during the
pole stage, but later growth is not often as well sustained. The red
maple is a subclimax species.
11. Silver Maple
The silver maple, Acer saccharinum, can reach 2 to 4 foot diameters
and heights ranging from 70 to 120 feet. Some trees have occasionally
grown to diameters of 5 feet or more. Under good moisture and light
conditions it may grow as much as one-half inch in diameter a year.
Its most rapid period of growth is during the first 50 years. The
silver maple is a short-lived tree that seldom lives over 125 years.
The silver maple flowers from February to April, and its fruit
ripens from April to mid-June. The flowers are vulnerable to frost
damage due to this early flowering habit. The silver maple is a very
prolific seeder, and it usually has a good seed crop every year. It
has the largest sized seed of all the native maples. Forest-grown trees
begin their seed production when 35 to 40 years of age. The seeds,
after they have ripened, fall over a period of 10 to 20 days during the
spring. They are largely distributed by wind, but some are also dis-
seminated by water. Due to the seeds' sensitivity to drying, their
viability is so transient that they must rapidly germinate after falling.
When the seeds are dispersed their moisture content is approximately 60
percent. They will experience a complete loss of viability when "their
moisture content drops to 30 to 40 percent.
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The best seedbed for the seeds is moist mineral soil with a con-
siderable amount of organic matter. The seedlings' growth is rapid
during the first year, and they may grow as much as 1 to 3 feet high.
The silver maple is usually found in mixed hardwood stands, and it is
moderately tolerant to shade on good soil sites.
12. Summary
Of the trees along the river bank area, the sycamore, cottonwood,
bur oak, pin oak, American elm, black willow, and silver maple, will
tend to be the tallest in the buffer zone. The other trees, the box-
elder, swamp white oak, American beech, and red maple, are moderate in
height and will also make up a substantial portion of the buffer zone.
All of these trees, when considered together, will act as a barrier to
reduce the visibility of the plant to the park areas and to help reduce
the transmission of odors or noise from the plant. The additional
planting of other evergreen and deciduous trees around the plant site
would also reduce any visual impacts of the plant to the park areas.
The trees within this area should be able to reproduce and main-
tain themselves adequately throughout the life span of this proposed
project. The soil and moisture conditions present in the buffer zone
are adequate for growth and should be able to furnish good seedbeds for
the trees to be replenished. This association of trees is a typical
riverine grouping that is common along river systems in this part of the
State of Ohio.
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APPENDIX C
LETTER FROM C. E. FAULKNER
United States Department of the Interior
HSilANDWIIUMlKSIRVK-H IH«,LVK«»TO:
Fcdcr;il Hui!Jiii«, fort Snelinig ES-PER
Twin Cities, Minnesota 55 I ! 1
M M ^ L- ,riT 21 197S
Mr, Ned h. Wilnams
Ohio HPA RE: Powell Sewage Treatment Plant
450 East. Town Street Powell, Ohio
P.O. Box 1049 Board of County Commissioners
Columbus, Ohio 43216 Delaware County
OEFA Permit No: K 901 *AD
Dear Mr. llillians:
The U..c. Fish and Wildlife Service has reviewed the referenced proposed
facility and associated material describing the discharges and condi-
tions under which the applicant proposer-, to operate the facility. This
supercedes cur letter of March 24, 1975. Our comments ?re rubmitced
under the authority of ana in accordance with the provisions of the
Fish and Uildlife Coordination Act (48 Stat. 401> as -wended; 16 U.S.C.
661 et sect,}.
On March 24, 1975, the Service sent, a "no action" letter to Mie Ohio f.r-
vironniental Protection Agency (EPA) to indicate that we die' not nave
awileble recc'jrccs, at. the tir.,i, to i^ke an investigation of the ap-
plicant's prop:;sod facility wl present our commits r>>;-j rf.r.onn^'i'j-t'ior;;
The subjoc-' p:rr. fit Lst.uir;cj effective i'ay 6, 1975, 3inc^ uor. ti;..e.', ?os-
siblc1 problems of having the1 sewage t.refitinsnt. plaiit (c"i?) located at x!-t
proposed r-itc 'jnd ch:-.charging into tiic- Olentengy River r?ve Lccrn broujln
to our attention by several sources. For this reason a biologist, from
our Lebanon, Ohio, field office made in ons-He in"c-riratios, of the p'."o-
pos-stJ plc-nt site on Hay 28, 1975. O'.ir roncprns, v.irlch are exp":air,e'J
below, arc folii.n'/oc! by recoM^i.daticn: tiia t; we fiovs df/terr;;incd to be
ncco'isar.;' to protect fish end wildlife rc-sourcrs of the ?ffrcteci areas.
The applicant proposes to construct a sewage treatment olort with an
averafjc Affluent flo,, of 1.5 million call on.- per oay (:,'?!)) cti)proxi-
mately one-fourth mile north of the Delawpre-Fra'ik'iin C-ornty line. K'e
understcipd that the location of the 31T; will be within v;e flood plair,
but above the 100-year flood level. A March ?.S, 1975 i.-.c-rporandum from
the U.S. LPA further indicated that the initial cepacily of the STP
would be 1.5 MCD with a 3.4 MGD peak tiow capacity. Further expansion
is planned to 6.0 MGD with 9.6 MGD peak flow. The effluent, will enter
the OlffirLuiKjy River opposite the Mign?:anks Metropolitan Park located
north of the FranUiiv-Dolaware County line. The affected reach of the
Oleniangy River represents one of several streams in central Ohio with
a water quality adequate to support a substantial warmwater sport fish-
ery as indicated by the following surveys.
\ 317
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2.
In a partial creel survey conducted on the Olentangy River from June 3,
1974 to September 24, 1971 (Weber, 1974) fishermen were interviewed on
each of the 49 survey days at three 1,000-meter reaches of the rivcr--at
Powell Road, 1-270, and Henderson Road. The Powell Road site is charac-
teristic of the natural river and is located about 1 mile upstream
from the proposed outfall. At the intersection of Interstate 270, the
Ohio Department of Transportation has constructed a series of 5 artifi-
cial riffle-pool complexes which provide fish habitat along with a well
maintained public access. This area is located about 2 miles down-
stream from the proposed outfall. The sampling area at Henderson Road,
4 miles below the outfall, is characteristic of an old channelized
river in an advanced stage of recovery. Tiie creel census data v/as ex-
trapolated to include the entire June-September period for these three
sites. The summarized data follow:
Total fishermen 1,560
Number fishermen-hours 2,753
Number of fish caught 1,079
Groups and species of fish caught expressed as a percentage include:
Rock Bass 34%
Sunflsh 29^
Smallmouth bass 2C«
Channel catfish 6%
Other 5%
More detailed creel census information is given in Table 1 of the Ap-
pendix. In addition, extensive elcctrofishing has been done in these
three 1,000-meter sections of the river. This data is compiled by
month in Table 2 r,f the Appendix. The fish population, which includes
smallioouth bass and pan fish in abundance, ic- indicative of a h?s1J:hy
warniwater stream environment.
The Ohio State University.. -opr.-tment of Zoology, conducted ether fish-
ery surveys of the affected r^-cnes of the Olentangy River and have
found the spotted darter (j[t!xx>stp_me m^^uvaTa), an endangered fish for
the State of Ohio (Ohio's Endangered" Wild Animals, Publication 316., Ohio
Department of Natural Resources, Division of Wildlife). Further, dead
shells of two State of Ohio endangered rnollusks, cob shsll (.Qu_ad_r_u_l_a_
cyjjjndri ca) and northern riff To shell (Fpioblasma torulpr.a ranniana),
were found in a November 1974 study of tne area (Stein, 1975).
Two parameters limited in the proposed permit could be detrimental to
aquatic life, especially during low-flow conditions: ammonia which is
limited to 1.5 mg/1 for both a 30-day mean and a 7-day mean during the
12-month period, and residual chlorine which is limited to 0.5 rng/1.
318
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3.
MD il9 DJ zed_Ammoirja
Various fish species have yielded mean 96-hour LCgQ values of 0.29 to
0.89 nig/1 of un-ionized ammonia (Ball 1967). Exposure of carp to sub-
letfial un-ionized annionia concentrations in the range of 0.11 to 0.34
mg/1 resulted iri extensive necrotic changes and tissue disintegration
in various organs (Flis, "(968). The maximum acceptable concentration
of un-ionized oiinonia in water is 0.05 of the 96-hour LC5g. We under-
stand that the un-ionized ammonia form is very persistent in the aque-
ous medium. If pi! and temperature remain constant, un-ionized ammonia
remains toxic until dilution reduces the concentration.
The concentration of toxic un-ionized ammonia is calculated from the
concentration of total ammonia limited in the proposed permit. Since
the percentage of resulting un-ionized ammonia is dependent on pH and
temperature, these parameters must be considered in the calculations.
Using a pH of 9 allowable in the proposed permit, and a maximum tem-
perature of 30° C5 the final limitation of un-ionized ammonia could bs
0.81 nig/1 (Tiiuvston, et al., 1974). U. S. EPA (1973) recommends that
the concentre.lic'ri of un-ionized arwiioriia be limited to 0.02 mg/1, or
less} for the protection of aquatic life. A dilution factor of 40.5
would be requires to reduce un-icr.ized emrnonia concentration ~;-o >">on-
toxic leve/is urioe-r these conditions. \'e understand frcrn the U. S.
Arciy, Co.'ps of fir.rriiieerr. '~{~.'J'. thr- iyr!r;i:,.i,!ii flov; relasse from thj Dela-
ware Reservoir ii set ai t fv'/ic. feet: per second (cFs) or 3.232 MGD.
The 7-day 2-year low flor/ for the Olentengy River at Stratford is
3.736 f-;GD (Cross, 1965). Under such conditions effluent from the pro-
posed facility would only be diluted 2.5 times, thus alien-ring toxic
concentrations of un-ionized ammonia beyond the mixing zone.
Although the above values are possible, the following table utilized
ranges of data from the U. S. Geological Survey, i'ater Resources Data
for C:rip_ collected at the gauging station on the- (Jicntangy "River near
Worthington, Ohio.
Table 1 indicates that under certain physical and chemical conditions
likely to occur in The Qlc.ntar.gy River, uri-iormecl am:r,onia will be
toxic to aquatic life. During peak load operations of the STP end wit!)
the increased volume of discharge due to projected expansion of the
applicant's facilities, the concentration of un-ionized ammonia remains
toxic at a lower pH and temperature. Such concentrations of toxic am-
monia could exist in the Olentangy River over extended periods of the
year.
/
In addition to the insurance of a minimum release of 5 cfs from the
Delaware Reservoir, we understand from Corps of Lngineers personnel
that additional water (20 to 40 cfs total) has been released from the
319
-------
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4.
reservoir to aid in controlling pollution of the Scioto River below
Columbus, Ohio. There is, however, no binding '"jreemcnt for this pol-
lution abatement measure. An independent water treatment firm uses
water from the Olentangy River downstream from the Delaware Reservoir.
If the STP is built, this firm plans to increase its operations, which
would decrease flews of the river affected by the proposed STP. Table
2 indicates periods of the water years 1961 to 1970 when the flow in
the Olentangy River v/as 20 cfs or less, at which times (11.4%) such
flows, under conditions indicated, would be inadequate to dilute toxic
levels of un-ionized ammonia. It should also be noted that low-flow
conditions are usually associated with the summer and early autumn when
water temperatures of the streams are near maximum upper limits. The
minimum flow for the consecutive 10-year period v/as 7.6 cfs.
TABLE 2. Periods of 4 consecutive days (96 hours), or more, in which
the flow in Olentangy River near Worthington was 20 cfs, or
less for water years 1961 to 1970.
Water year (Oct.-Sept.) Total number of days Periods (of 4 or more
with flow at 20 consecutive days)
cfs or less
1961 36 Dsc. 9-13; Dec. 17-Jan. 13
19GR 50 May 23-27; Jim. 2-5; Jun.
8-11; Jun. 13-23; Jun. 25-
Jul. 2
1963 26 Jun. 26-Jul. 1; Jul. 7-12;
Sept. 4-11; Sept. 14-30
1964 110 Oct. 1-Nov. 6; Nov. 24-
Jan. 17; Sept. 13-19; Sept,
21-30
1965 59 Oct. 1-Nov. 16; Jun. 21-30
1966 15 Sept. 13-19; Sept. 23-30
1967 36 Oct. 1-10; Oct. 12-15;
Oct. 18-24; Sept. 13-27
1968 25 Oct. 1-5; Oct. 11-18; Sept.
14-21
1969 41 Oct. 12-16; Oct. 19-28;0ct.
Nov. 6
1970 18 ' Sept. 13-30
321
-------
5.
jResI dua 1 Chi on' no
The toxicity of chlorine in water to aquatic life depends on the con-
centration of residual chlorine and choramines v/hich are formed when
chlorine is in contact with nitrogenous materials. Choramines, how-
ever, are not monitored in the proposed permit. It has been shown that
total numbers of fish and diversity of fishes in receiving waters are
drastically reduced by chlorinated sewage effluents (Tsai, 1968, 1970).
Zillich (1972) determined that the threshold toxicity for fathead
minnow (Pimephales promelas) was 0.04-0.05 mg/1 residual chlorine.
The survival of Gamniarus, an important food source for game fish, was
reduced at 0.04 mg/1 and reproduction was reduced at 0.0034 mg/1.
U.S. EPA (1973) recommends that the concentration of residual chlorine
in the receiving waters should not exceed 0.003 mg/1 at any time or
place for the protection of aquatic life. If 0.5 mg/1 were discharged,
a dilution factor of about 166 would be required to reduce residual
chlorine concentrations to non-toxic levels. Again, under low-flew
conditions of 3.736 MGD, the effluent would be only diluted 2.5 times.
It can be concluded that if concentrations of arnnon'ie and residual
chlorine described in the issued permit are. allov/cd, important popula-
tions of game fish along with forage fish and aquatic invertebrates
will be seriously reduced or eliminated in the Olentangy River.
RF.COMINDATIGNS
It is recommended that the permit for the proposed discharge be modified
to include the following conditions:
1. Thst the effluent limitation on ammonia nitrogen should be
such that un-ionized ammonia concentration in the receiving
waters will not exceed 0.02 mg/1. Further, we recommend
that ammonia nitrogen be ultimately limited in the receiving
waters as determined by bioassays, performed by the applicant
within tv/o yc?rs after permit ii,suance» using the receiving
water and the most sensitive aquatic fish and/or inverte-
brate species in the locality to determine possible acute
and chronic effects of the discharge on these organisms.
Provided further, that the U.S. Fish and Wildlife Service
and other interested Federal and State agencies will be
afforded the opportunity to review the results of these
bioassays and submit subsequent recommendations.
2. That the effluent limitation on residual chlorine should
be such that it will not exceed 0.003 mg/1 in the receiving
waters.
322
-------
6.
K!e would appreciate a response to this letter as to what action you
plan to, take with respect to our recommendations.
LITERATURE CITED '
Ball, I.R. 1967. The relative suscepribilites of some species of
freshwater fish to poisons. I. Ammonia. Water Research 1:767-775.
Cross, W.P. 1965. Low-flow frequency and storage-requirement indices
for Ohio Streams . Ohio Dept. of Natural Resources, Bulletin 40.
Flis, J. 1968, Histopathological changes induced in carp (Cypriiius
carjrip_L.) by ammonia water. Acta Hydrobiol. 10 (h): 205-238.
Stein, C.B. 1975. The naiads (Phylum Mollusca, family Unionidae) of
the Olentangy River between Powell Road and 1-270, Delaware and
Franklin Counties, Ohio. Ohio State University Museum of Zoology,
Columbus, Ohio. Jan. 1975.
Thurston, R.V., Russo, R.C., and K. Emerson, 1974. Aqueous ammonia
equilibrium calculations. Technical Report No. 74-1 s July. Fisheries
Bioassey Laboratory, f'iontana State University.
Tsa'i , C.P. '!:>6fe. iiffecio c-r ^li'sOf-'indit-a ~;.w<\gc effluet-ls oi'i fish in
ilnr-r-v P >! iv ^p-;- R-ivr-" M--»"v'l -Mir' r'npc-iri;v (" ^ri <"> (?} P'-i-Q'^
U |-^'L" i ! u v\J Au! i t/ i\ i \ 'J 5 i tv* i y I n ! !L' * v,. I it .--u j -'JCJ. i\-S. vL I . ^ \ {. j OO ~>O
Tsai j C.F. 1970, Changes in fish populations and migration in rela-
tion to increased sewage pollution in Little Patuxent River, Maryland.
Chesapeake Sci. 11 (1): 34-41.
U.S. EPA. 1972. M§I_SlLaJJ'ty -ClL1"-?!1.0- 1S72 U.S. Government Printing
Office, Washington," D.'C. '594 p.
Zillich, J,.A. 1972. Toxicity of combin(?d chlorine residuals to fresh
water fish. Jour. Water Poll. Control Fed. 44:212-220.
i
Sincerely yours,
r. FAULKNER
.
Acting Regional Director
cc: U.S. EPA, Permits Branch, Chicago
Chief, Ohio Div. of Wildlife, Columbus
Mr. Boussu, NMFS, Gloucester
Mr. Edward F. Hutchins, Metropolitan Park District of Columbus
and Franklin Counties, Hesterville
Mr. John T. Cuneo, Enviro Control, Rockville
Mr. ilarlen Hirt, Region 5 Planning Branch, U.S. EPA, Chicago
323
-------
APPENDIX D
LETTER OF US ARMY CORPS OF ENGINEERS
NPDES PERMIT PROCESSING GUIDELINE NO. 26
DEPARTMENT OF THE ARMY
HUNTINGTON DISTRICT, CORPS OF ENGINEERS
P. O. BOX 2127
HUNTINGTON, WEST VIRGINIA 23721
REPLY TO
ATTENTION OF:
ORHED-HO 11 August 1975
Mr. John Cuneo
Enviro Consultants
1530 East Jefferson Street
Rockville, Maryland 20852
Dear Mr. Cuneo:
The estimated 7-day, 10-year low-flow for the Olentangy River below
Delaware Dam, which you requested by phone 24 July 1975, is 5.2 c.f.s.
The present low-flow release schedule for Delaware Lake is tabulated
below:
Period Scheduled Discharge
1-10 July 25
11-20 July 25
20-31 July 35
1-20 August 40
21-31 August 35
1 September-31 October 20
Minimum Release 5
Low-flow discharges as listed above are released from storage when
inflows are insufficient to maintain the required flows.
Storage for low-flow releases were authorized during the planning phase
of Delaware Dam and the schedule of releases has been periodically
adjusted to better serve the needs of the Olentangy and Scioto River
Basins.
Any future changes in release schedules or minimum discharges must be
throughly investigated to ascertain that the best all-around use is made
of the limited storage available for that purpose.
-------
ORHED-HO 11 August 1975
Mr. John Cuneo
Median flow for the Olentangy River at Worthington, Ohio, is computed to
be 66.6 mgd. Median flow is defined as that flow which is exceeded 50
percent of the time and is not necessarily the same as the mean or
average flow.
Sincerely yours,
HAROLD W. BEEME
Chief, Engineering Division
2
325
-------
TABLE D-l. Number of Fish Caught in Olentangy
River, May - November 1974
Month
May
June
July
August
and
September
November
May
through
November
Fish
Channel Catfish and Bullheads
Carp
Smallmouth Bass
Rock Bass
Sunfish
Other
Catfish and Bullheads
Carp
Smallmouth Bass
Rock Bass
Sunfish
Other
Catfish and Bullheads
Carp
Smallmouth Bass
Rock Bass
Sunfish
Other
Catfish and Bullheads
Carp
Smallmouth Bass
Rock Bass
Sunf ish
Other
Catfish and Bullheads
Carp
Smallmouth Bass
Rock Bass
Sunfish
Other
Catfish and Bullheads
Carp
Smallmouth Bass
Rock Bass
Sunfish
Other
Powell
Road
4
36
29
18
92
54
6
46
66
77
134
133
3
86
19
114
153
103
8
55
23
68
119
125
17
43
137
168
169
426
38
266
274
217
667
841
1-270
10
64
101
33
153
87
4
64
143
101
501
138
18
71
134
75
424
239
10
44
108
26
191
153
25
46
307
102
494
257
67
289
793
337
1763
874
Henderson
Road
2
86
8
3
11
125
5
109
5
1
61
123
11
60
9
6
113
110
3
18
4
2
34
117
16
48
21
4
72
450
37
321
47
16
291
925
Source: Adopted from Griswold, Bernard, private communication, 1975
326
-------
March 27, 1974
PPA: March 12, 1975
NPDES Permit Processing Guideline No. 26
QUESTION:
POLICY:
What is the most stringent requirement OEPA will specify
for existing public and semi-public facilities?
Effluent requirements for existing public and semi-public
facilities shall not be more stringent than the following
Existing Semi-Public Facilities
Constituent
BOD5
SS
NH3, N, July thru Oct.
Nov. thru June
Fecal Coliform
P* (1)
DO *(2)
Monthly Average
8 mg/1
8 mg/1
1.0 mg/1
2.5 mg/1
200 counts/100 ml
1.0 mg/1
Existing Public Facilities under 0.5 mgd capacity
10
12
1.0
2.5
200
1.0
SS
N, July thru Oct.
Nov. thru June
Fecal Col i form
P*(l)
D0*(2)
Existing Public Facilities over 0.5 mgd capacity
BOD5 8
SS 8
NH3, N, July thru Oct. 1.0
Nov. thru June 2.5
Fecal Col i form 200
P*(l) 1.0
D0*(2)
Weekly Average
12 mg/1
12 mg/1
1.5 mg/1
5.0 mg/1
400 counts/100 ml
1.5 mg/1
15
18
1.5
5.0
400
1.5
12
12
1.5
5.0
400
1.5
New sources are to be in conformance with the permit to install
regulations.
*(1) See NPDES Permit Processing Guideline No. 24
*(2) DO: 6.0 mg/1 minimum for warm water fishery; 6.5 mg/1 minimum for cold
water fishery.
327
-------
Page 2
POSITION PAPER
A. BOD5 -
B. Suspended
Solids -
C. Ammonia
(NH3) -
Justification included in the position paper for NPDES Permit
Processing Guideline No. 25.
The U.S. EPA's Technology Transfer Manual entitled Process De-
sign Manual for Suspended Sol ids Removal - January, 1975, clear-
ly indicates that monthly and weekly average effluent levels of
8 mg/1 and 12 rng/1, respectively, can normally be met with the
following processes, which are listed in order of reliability:
1.) Filtration of chemically treated secondary effluent.
2.) Filtration of effluent from secondary biological treatment.
3.) Secondary Treatment followed by microscreens.
Jeffrey Van Atten's thesis, which was prepared for the Univer-
sity of Cincinnati during 1969, entitled, A Field Study on the
Effect of a Surface _Sand_Fi1_ter for Polishing the Effluent from
an Extended Aeration Plant, disclosed that the suspended solids
levels in question can be obtained.
In summary, the above treatment schemes are capable of obtain-
ing the specified suspended solids effluent levels when pro-
perly applied.
1.) Summer
a.) Suspended Growth Systems - Nitrification can be
accomplished in either single-stage or two-stage systems.
Single-stage systems include activated sludge, contact
stabilization, extended aeration, and oxidation ditches.
The Flint Wastewater Treatment Plant, which was described
in October, 1972 JWPCF, is an activated sludge plant
which was designed to obtain an effluent ammonia nitrogen
limitation of 0.5 mg/1. The design detention times in the
aeration tanks, including the return sludge, was 7.0 hrs.
at average flow and 5.0 hrs. at maximum flow.
The Ohio EPA monitoring program, conducted during the
summer of 1973, disclosed that well operated extended
aeration plants consistently produced average NH3 - N
effluent values of less than 1.0 mg/1. Six extended
aeration plants are included in this survey. This
efficiency was improved by surface sand filters, not
appreciably affected by rapid sand filters and micro-
strainers, and reduced by tertiary lagoons. The study
also indicated that oxidation ditches accomplish high
degrees of nitrification (0.2 mg/1 average NH? - N
obtained from the one underloaded plant tested.)
328
-------
Page 3
b.) Fixed Growth Systems - A high degree of ammonia re-
removal can be obtained with plastic media trickling fil-
ters which follow secondary treatment plants. Buddies
and Richardson in their paper OP. studies at Midland, Mich.
entitled, Application of Plastic Media Trickling Filters
for Biological Nitrification Systems, reported that,
"High level nitrification can be achieved in summer at
application rates in the range of 1.0 - 1.5 gpm/sq. ft.,
and winter application rates in the range of 0.5 gpm/
sq. ft. plus recycle." However, "There appears to be a
final effluent limitation for ammonia nitrogen in the
range of 1 - 2 nig/1. ' F. F. Sampayo in his paper entitled,
The Use of Nitrification Towers at Lima, Ohio reported
that, "Ammonia nitrogen levels of less than 0.5 mg/1 can
be achieved by using plastic media trickling filters."
2.) Winter
a.) Suspended Growth Systems - The U.S. EPA technology
transfer bulletin entitled, Nitrification and Dentri-
fication Facilities, August. 1973, states that "It has
been well established that no treatment plants, including
those of the extended aeration type, are capable of accom-
plishing complete nitrification, year round, in our
Northern States." It is obvious that winter temperatures
reach levels in Ohio which greatly affect nitrification.
The Ohio EPA monitoring program conducted during the win-
ter of 1974 disclosed that variable degrees of nitrifica-
tion are obtained with extended aeration plants. One of
the plants yielded an average NH3 - N effluent of 2.7 mg/1
for 8 tests; however, 4 of the 8 tests provided effluent
NH3 - N levels of 0.3 mg/1 or less. The other extended
aeration plant tested provided an average effluent of
4.6 mg/1. Tests on an oxidation ditch produced an average
effluent level of 0.6 mg/1 (all of the values were less
than 1.5 mg/1).
b.) Fixed Growth Systems - Our winter monitoring program
disclosed that a single-stage plastic media trickling fil-
ter plant produced an average NH3 - N effluent level of
1.3 mg/1 (all of the 7 tests results were below 1.7 mg/1).
The study conducted by Duddles and Richardson (noted under
C-l-b) disclosed that the system had shown consistent and
stable performance in the winter; however, the winter appli-
cation rates must be in the range of 0.5 gpm/sq. ft. plus
recycle. They further noted that, "If a system is to be
designed for high level performance throughout the year,
i.e. producing an effluent of 1.5 mg/1 of ammonia nitrogen
at a treatment facility located in a northern climate, the
system design would have to be based on a relatively low
influent feed rate." Sampay's study (noted under C~l-b)
provided the following information:
329
-------
Page 4
l) Ammonia oxidation thiuuyh the tower is graatly
reduced during the winter.
2} At the loadings investiga^H ammonia nitrogen levels
of less than 1.0 mg/1 NH3 cannot be achieved in cold
weather.
3) Although winter time operation produces a higher
NH3 - N content in the plant effluent, the increase
in NH3 discharge should not be deleterious to the
stream since nitrification in the stream will be
inhibited due to cold weather. The inhibition of
nitrification in the stream will prevent lowering of
the stream water D.O. due to the nitrogenous oxygen
demand.
In summary, it is clear that some plants in Ohio are
obtaining ammonia effluent levels of 2.5 mg/1 monthly
average and 5.0 mg/1 weekly average, during winter
time operation. However, the information indicates
that high levels of winter ammonia removal are not
assured with conventional type treatment plants and,
therefore, cannot be adequately justified.
D. Fecal Coliform -
The effluents limits specified are those used in the
regulations contained in 40 CFR 133, which was intended
to provide information on the level of effluent quality
attainable through the application of secondary treatment.
Section 301(b)(l)(B) of PL 92-500 requires that effluent
limitations, based on secondary treatment, be achieved for
all publicly owned treatment works in existence on
July 1, 1977.
E. Phosphorous -
F. Dissolved Oxygen -
The position paper for NPDES Permit Processing Guide!
No. 24 is applicable.
ine
It is obvious that dissolved oxygen levels up to the
effluent's saturation point can be obtained with conservatively
designed reaeration facilities. Guideline 17 outlines
what dissolved oxygen limitations are applicable.
330
-------
April 30, 1975
PPA: April 30, 1975
NPDES Permit Processing Guideline No. 26.1
QUESTION: What is the most stringent requirement OEPA will specify for existing public
and semi-public facilities?
POLICY: Effluent requirements for existing public and semi-public facilities shall
not be more stringent than the following:
POSITION
PAPER:
Constituent
60D5
ss
NH3-N - July thru Oct.
Fecal Coliform
Phosphorus P
DO*
Monthly Average
10 mg/1
12 mg/1
1.5 mg/1
200 counts/100 ml
1.0 mg/1
Weekly Average
15 mg/1
18 mg/1
2.5 mg/1
400 counts/100 ml
1.5 mg/1
The Position Paper for NPDES Permit Processing Guideline No. 26 demonstrates th&
the BODc,, SS, and summer NH^-N limitations can be obtained with available
technology. The limitations are slightly less stringent than those in
Guideline No. 26, in order to provide some flexibility in the degree of
reliability which must be designed into the treatment works. Since waste
load allocations are based on the annual minimum 7 day average flow which
has a recurrence period of once in ten years, this flexibility in the
reliability of the treatment works is considered appropriate.
The winter NH3-N limitation has been removed from the list of constituents
because biological nitrification is severely inhibited by low winter temperature
It is anticipated that treatment works designed to obtain high percentage
summer NH3-N removal will obtain lower but parallel levels of NH3-N removal
during the winter. Also, the information relative to winter nitrification
included in the Position Paper for NPDES Permit Processing Guideline No. 26
is applicable.
*See Guideline 17
331
-------
APPENDIX E
VISIBILITY ANALYSIS
The following 16 figures describe vertical profiles of the landscape
in 16 different directions from the proposed site. Figure 41 on page 262
describes the direction and extent of each profile. Each of the pro-
files in this appendix shows the proposed STP on the left. The placement
of the STP in no way affects the accuracy of the determined limits of
visability.
332
-------
+J
QJ
900 '
890 -
880
870 '
860 '
850
840
c 830 -I
o
5 820 1
3 810 J
800 -
790
780
770 -
760 -
750
limits of
visibility
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 1
Source: Enviro Control, Inc., 1975
333
-------
limits of
visibility
930-
920
910
900
890
880"
870'
« 860
c 850
r
§ 8401
r
5 830J
QJ
^ 820"
810-
800
790
780
770-
760-
750-
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 2
Source: Enviro Control, Inc., 1975
334
-------
zone of
restricted
visibility
930.
920
910
900
890
880
870-
« 860 -
o>
c 850
§ 840
r~
£ 830-
QJ
^ 820-
810-
800-
790-
780-
770-
760-
750 "
/
limits of
visibility
with foliage
winter
limits of
visibility
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 3
Source: Enviro Control, Inc., 1975
335
-------
limits of
visibility
930
920
910 -
900 -
890
880
870
a! 860
M-
c 850
o 840 1
| 830 "I
* 820 -
810 -
800
790
780 '
770
760
750
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 4
Source: Enviro Control, Inc., 1975
336
-------
940
930
920
910
900
890
880
870
g 8601
«*-
c 850-1
I 840-1
I 8301
OJ
820-
810-
800'
790-
780-
770-
760-
750J
limits of
visibility /
with foliage (
r
winter
limits of
visibility
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 5
Source: Enviro Control, Inc., 1975
337
-------
limits of
visibility
930
920
910
900
890
880
870
860
-------
limits of
visibility
4,
O)
CD
930
920-
910
900
890 -
880-
870
860 '
850-
840-
830-
820-
810'
800-
790-
780-
770-
760'
750-
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 7
Source: Enviro Control, Inc., 1975
339
-------
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o
o
IO
o
o
CD
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to
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340
-------
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341
-------
930-
920-
910-
900-
890-
880-
870-
860 -
QJ
£ 850 i
* 840
830
820
810
800
790
780
770
760
750
c
o
re
QJ
0
limits of
visibility
with foliage
winter
limits of
visibility
1000 2000 3000
distance from treatment plane in feet
PROFILE 10
4000
Source: Enviro Control, Inc., 1975
342
-------
O)
930
920
910
900 -I
890
880
870
860 -
850 -
840 -
E 830 -I
fO
I 820 J
810 .
800 .
790
780 .
770 -
760-
750 -
winter
limits of
visibility
limits of
visibility
with foliage
1000 2000 3000
distance from treatment plant in feet
PROFILE 11
4000
Source: Enviro Control, Inc., 1975
343
-------
930-
920-
910-
900-
890-
880'
870"
^ 860-
OJ
" 8501
c
" 840
830-1
I 820
810 -\
800
790
780
770
760
750
limits of
visibility
1000 2000 3000
distance from treatment plant in feet
PROFILE 12
4000
Source: Enviro Control, Inc., 1975
344
-------
winter
limits of
visibility
930
920
910
900
890
880
870
860
+j
-------
930
920
910
900
890
880
870
,
8501
§840
<"820
810
800
790
780
770
760
750
r-
0
. winter
limits of
visibility
limits of
visibility
with foliage
1000 2000 3000 4000
distance from treatment plant in feet
5000
PROFILE 14
Source: Enviro Control, Inc., 1975
346
-------
930
920
910
900
890
880
870
S860
t-
c850
o840
5830
OJ
810
800
790
780
770
760
750
winter
limits c
visibili
limits of
visibility
1000 2000 3000 4000
distance from treatment plant in feet
5000
PROFILE 15
Source: Enviro Control, Inc.
347
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348
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APPENDIX F
EXTRACTS OF APPLICABLE LAWS OF THE STATE OF OHIO
'7 ] 'v:'" *'.
, \ COUXTIRS
46
3. A county is without authority in law to join
with a city in the joint acquisition and ownership
of a building for the housing of county and city
offices, but may puisuant to CC § 2450-1 (RC
§ 307.14) cl scq, conlntct with a city for the erection
by the county of a buidling to house all such offices;
and pursuant to such contract, such city may turn
over to the county piopcrty real 01 pcisonab useful
for such purpose, including the proceeds of bonds
issued by the niiniicip.ility: 1952 OAG No.1573.
4. Such contiact may be for such term as the
county and city m.iy agree upon or for an indefinite,
term, and may provide for an agreed icntal basis and
costs of maintenance: 1952 OAG No.1573.
§ 307.15 Agreements authorized between
board of county commissioners and other legisla-
tive authorities; relative powers and duties. (GC
§ 2450-2)
The board of county commissioners may enter
into an agreement with The legislative authority
of any municipal corporation, school district, li-
brary district, health district, park district, soil
conservation district, water conservancy district.
or other taxing district, or with the board of any
other county, and such legislative authorities may
_ enter into agreements with the_ board, whereby,
such board undertakes, and is authorized by the
contracting subdivision, to exercise any power,
perform any function, or render any service,~ih
.behalf of the contracting subdivision or its leggs-
-lative authority, which such subdivision or legis-
lative authority may exercise, perform, or render.
Upon the execution ot such agreement and
within the limitations prescribed by it, the, board
_ may exercise the same; powers as the contracting
subdivision possesses with respect to the .perform-
ance of any function nr the rendering of any
service, which, by such agreement, it undertakes,
. to perform or rentier, and all powers necessary
or incidental thereto, ns amply as such powers are
possessed and exercised by the contracting sub-
division directly. In the absence in such agree-
ment of provisions determining by what officer,
office, department, agency, or authority the
powers and duties of the board shall be exercised
or performed, the board shall determine and
assign such powers and duties. Sections 307.14
to 307.19, inclusive, of the Revised Code, or any
agreement authorized by such sections, shall not
suspend the possession by a conli acting sub-
division of any power or function exercised or
performed by the board in pursuance of such
agreement. Nor shall the board, by virtue of any
agreement entered into under this section, ac-
quire any power to levy taxes within and in
behalf of a contracting subdivision unless other-
wise provided for by law.
HISTOKY: GC 82-150-2; JJC v 102, 82; 12-1 v 264, §11.
Ell 10-1-5:).
Cross-Hcferene.es to Related Sections
Power to levy taxes, RC § 5113.02.
Research Aids ,
Power to contract: -
O-Jur: Counties §236 --;' '
Am-Jur: Counties § 46
CASE NOTES- ' "" -\
See also case notes 1, 2 under RC § 307.16.
1. County commissioners, city officials and town-
ship trustees may not enter into an agreement
whereby the county commissioners or an agent
appointed by them would investigate and handle
temporary and partial relief cases for the con-
tracting subdivisions; municipalities have the right
to appoint an investigatoi and would have the right
under this section to enter into an agreement with
othci cities or municipalities for the appointment
of an investigator and may contribute to his com-
pensation because of express statutory authorization;
township trustees have no power to compensate from
public funds an investigator which they may ap-
point: 1937 OAG No.750.
2. County commissioners and villages are author-
ized under this section et seq., to adopt resolu-
tions providing that the board of county commis-
sioners sponsor the construction of sidewalls, street
and storm sewer improvement projects within
municipal corporations within their county as works
progress administration projects, providing none of
the cost of the same is paid by said villages; if the
villages pay any part of such cost, the action of
council providing for the expenditure of the money
of the village on such project must be by ordinance
and must follow the usual legislative steps required
in each case: 1938 OAG No. 2660.
3. A county and a municipality may not legally
enter into a contract for point ownership of a police
broadcasting system unless such joint ownership
is specifically provided for by statute: 1939 OAG
No.600.
4. A county may, by contract, furnish to a munici-
pality information over the county broadcasting
system for a sum to be agreed upon between the
proper county and municipal authorities. The sum
agreed upon may be paid by the municipality in
advance of receiving such information or service:
1939 OAG No.827.
§ 307.16 Agreement to provide manner of
payment. (GC § 2450-3) $
Every agreement entered into under sections
307.14 to 307.19, inclusive, of the Revised Code,
shall provide, either in specific terms or by pre-,
scribing a method for determining the amounts,
for any payments to be made by the contracting
subdivision into the county treasury, in considera-J
tion of the performance of the agreement. la
cases where it is deemed practicable, the agree-
ment may provide that payment shall be mada,
by the retention in the treasury of the amounts
due from taxes collected for the contracting sub-
division and the county auditor and county treas-
urer shall be governed by any such provision in
settling the accounts for such taxes. '
HISTORY: GC §2450-3; 116 v 102 (103), 8 S. EH 10-1-53.
CASE NOTES '
1. This section does not prescribe a mandatory
form requiring payments to be made by contracting
subdivision into county treasury. It does prescribe
a mandatory form to be followed in case the agrec-
349
-------
(.c ?S liui-i-oii .UK! <><>o.! >_M> tui, ^ "io:i.2i, <>uu.- <
22) to eonhacl \\illi :i illy iidj.K cut to smh scwci ""
district for Midi facilities as- aie deemed necessary
to obtain a water supply loi such district and its
inhabit.nits, and may pay the cost of (lie same out of i_
(lie general hind ol sueli eotintv: 1951 OAG No.
892.
5:5. Undci ('.(' s t I 7.02 Hates. (GO § 6602-1)
Tjic Iniaid .if county commissioners may fi\
leasniiablc ialt's or rli.ircfcs (if mils to !)( paid
In tin* coiinlx loi the me til tlir scweis or sewage
licalnu'iil or disposal \uiiks referred to in section
6117.01 .(if the tU'vised Code: by._evcry person,/
linn, or coiporation whose pu'miscs are served,
b\ a connectionto siu-li scwcis or sewage trc.TT
incnl or_disposa1 \\orks. and may change such
rates or_.ch mjvs as it deems advisable. When
am such charges are not paid, the board shall
cerlifx the same to the county auditor, who shall
place them upon the veal property duplicate
against the properly served by such connection.
Such charges shall be a lien on such property
from ihe date the same are placed upon the
real property duplicate by the auditor and shall
be collected in the same manner as other taxes.
All moneys collected as rents for use of such
sewers or sewage treatment or disposal \vorks_
in any sewer district shall be paid to the county
treasurer and kept in a separate and distinct fund
to the credit of such district. Such fund shall
be used for the payment of the cost of the man-
agement, maintenance, and operation of the .
sewers of the distiict and sewage treatment or
disposal works used by the district. Any surplus
in such fund may be used for the enlargement
or replacement of such sewers and sewage treat-
ment or disposal woiks, for the payment of the_
interest and principal on any debt incurred for-
the construction of such sewers or sewage treat-
ment or disposal works, or for the creation of a
sinking fund for the payment of such debt.
Money so collected shall not be expended other-
wise than for the \ise and benefit of such district.
HIS TORY: (.(.: S MiO!M; 107 , 110, SI; 108 v I'll 'id!!;
HI) \ S»2; 112 \ 275 (27I>); 12'! \ 111. SI EH JO-l-VI.
Foiim-i GC 8 Gfl02-l «.is it-pi-iik-il in 11)7 v -110 ('118), g I'l.
See RC S 6103.17 which refcis to this section.
See case note 6 under HC 5' 6117.01
§ 6117.03 Board of county commissioners
may lay out, establish, and maintain sewer dis-
tricts. (GC § 6602-In)
Whenever authori/ed by the legislative author-
jly ol any municipal corpoiation, the board of
..county.commissioners may by resolution lay out,
establish, .aid maintain one or nunc se\sci distiicts
within its county to include a part or all of the
territory within such municipal corporation as
the whole, or a part of such district. Such jm-
thoiity shall be evidenced by an ordinance or
resolution of the legislative authority of such
municipal corporation, entered upon its recoids^
1IISTOKV: <-C S 66112-1>; lltt v 338 oTO). EB IO-I-5'I.
Cioss-Hcfc'rcnces to Related Sections
See ]1C §6117.40 which refers to this section.
Ktsearch Aids
Seweis within municipality:
O-Jur: Sanil.uy Oist. SS 13, 10
- ' Am-Jur: Sanitary Dist. §.§ 20, 21, 25, 26
CASE NOTES
1. Anlhonty panted ,mcicr GC § 6602-1 b (RC
S 6117 (It) and this .section cannot be limited or de-
fined by onlitiance or resolution of council in such
a manner as to K'vc supervisory powers to the coun-
cil (>\ei tlic establishment, construction, repair and
opeiation of a county sewer district. The board of
county commissioners should not regard any limita-
tion or (nullification as giving the consent of the
municipality to the establishment of the sewer dis-
tiict: 1925 OAG p.66.
§ 6117.04 Authority of the board in re-
gard to sewer districts. (GC § 6602-lb)
The authority of the board of county commis-
sioners to provide sewer improvements and_.to_
maintain and operate the same within <^"-pr Hic-_
tricts which include a part or all of the territory
within one or more municipal corporations is
the same as provided by law within districts^
wholly outside of municipal corporations, includ-
ing the levying of assessments. Such authority
f shall be limited to main works only, qnd does
not include construction and maintenance of
lateral sewers for local service \vithin cnc
ipnl r'Orn()yi^|'jnr|| HMTlip plni^ t;pppifjpatipnsl and
estimated cost for any improvement within such
municipal corporation, shall be approved by its__
legislative authority prior to the'fetting of any.
contiact lor the construction thereof. 'All road
surfaces, curbs, sidewalks, sewers, water pipes,
or other public property disturbed or damaged
by such construction shall be restored to their
original condition within a reasonable time by
the board, and the cost thereof shall be a part
of the cost of such improvement. After such main
works are constructed, such municipal corporation
may use the same as an outlet for branch and
local sewers constructed by it for the service and
use only of thai part of the municipal corporation
which lies within the area assessed or to be
assessed for the cost of such main works, subject
to such rules and regulations as are established
by the board and subject, to all requirements
of the department of health.
At any time after a district is established com-
prising or including a part or all of the territory
350
-------
engineer. For the purpose of paying for said
sewers and the maintenance thereof, the board
may issue bonds or certificates of indebtedness
and assess the cost against the benefited property
in the same manner as provided by sections
6117.01 to 6117.40, inclusive, of the Revised
Code, for the construction of an original sewer.
HISTORY:. GC g 6602-Sh; 107 v 410 (418), g 16; 108 T
I'll 368 (.171); 112 \ 275 (2'J1). Efl t0.1-r>3. The Icgislatuie
mimlx-rrd this section 6602-8h, but it was printed 6602-h,
In misl.ike, in 108 \ Ptl 368 ('171).
Research Aids
Acquisition of property li\ county:
rage: Counties §§ 95, 96
O-Jm: Counties § 218
Am-Jur: Counties J 35
CASE NOTES
1. Under C.C S tiiW-Mi I.RC s 0117.38) the own-
ei.- of premises in an aiea adjacent to a sewer dis-
tuet nia\. by contiact. bo petr.ntted to connect the
se\\.it-V system \\ithr.i such adi.uvnt area to the s\s-
tein alie.idy existing \\itlun such district, and the
payment for such sen ice m.iy be made by special
assessment on the lots or parcels of land involved,
b, t such assessments ma\ not be less than the onginal-
as-essment for similar propertx \\ithin the district.
Such contract payments, c\en though made bv way
of special assessments, do not constitute such a re-
.ipportionmcnt of the cost of die mam se\\ er line in
si.eh original district, but any funds raided under such-
arrangements ma> properly be appropriated for the
u>e of the original se\\er district and specifically may
be used to pay the cost of maintenance and operation
of the original impiovemer.i. 1953 OAG No.2364.
§ 6117.39 Right of eminent domain. (GC
? 6602-Si)
Whenever in the opinion of the board of coun,-
tv commissioners it is necessary to procure real
estate, a right of way, or an easement for the
construction, maintenance, or operation of any
sewer or other impiovement authorized by sec-
tions 6117.01 to 6117.45, inclusive, of the Re-
vised Code, or the right to construct, maintain,
and operate such sc\\ er or other improvement in
and upon any property within or without a sewer
district, it may purchase the same, or if siirb
. board and the owners thereof are unable to agree
upon its purchase and sale, or the amount of
damicrcs to be awarded therefor, the board may
appropriate such real estate, right of way, case-
ment, or right. For such purposes the board
shall make an accurate survey and description
of the parcel of land needed for such purposes
ana shall file it with the probate judge of the
count}-. Thereupon the same proceedings shall
be had as are provided for the appropriation of
private property by municipal corporations by
the laws governing such procedure at the time
such appropriation is made. The board shall
perform all duties required to be performed by
the ma\or or legislative authority of a municipal
corporation by such laws and the passage of
equivalent resolutions by such board shall fulfill
the requirements of such laws as to resolutions
and ordinances to be passed by the legislative
authority of a municipal corporation.
IHSTOKY: GC 86602-81; 107 T 410 (448), g 17; 112 T
275 (292). Efl 10-1-5:1. AnaloKous to Supp. to P&A ft 6602-9.
Research Aids
Eminent domain:
Page: Eminent Domain § 33
O-Jur: Counties § 218, Eminent Domain §§ 34,
356
Am-Jur: Counties 5 35. Eminent Domain S3 27,
49 to 59, 63. 65 to SI
§ 6117.40 Board may construct sewer
within municipal corporation. (GC § 6602-9)
^yhenevcr in the opinion of the board of coun-
ty commissioners it becomes necessary to con-
struct a ?e\vcr \\ithin the boundaries of a munici.-
pal corporation lor the service of se\\ or districts
wholly. oiiKuic lit Muh municipal corporation.'
the board may construct such sc\\er in the streets
and allc\s of such municipal corporation but
shall lostore all such ?tivot< and alleys to their
original condition, anil the cost thereof shall be .
,-a part of the cost of siu'li seuer
Prior to the picparation of plans for such im-
provement, such munkinal corporation shall be
given an opportunity' to co-operate in the con-
struction and use of such sev, er as provided in
'section 6117.03. 611704. or 6117.41 of the Re- _
vised Code
HISTORY: C.C g 6602-9; 112 N 275 (202). Efl 10-1-55.
Foinu-r GC S 6602-9, 101 \ 734 (7401, 89 was repealed in
112 \ 275 (3061, 84.
Research Aids
Severs within municipalities.
O-Jur: Sanitary Dist. 5 16
Am-Jur: Sanitary Dist. §§20, 21, 25, 26
[JOINT SEWER DISTRICTS]
§ 6117.41 Joint construction and use of
sewers and sewage disposal works. (GC § 6602-
10)
x board of county commissioners of any
county or the legislative authority of any munici-
pal corporation may enter into a contract, upon
such terms and for such period of time as are
mutually agreed upon, with any other county or
.municipal corporation to prepare all necessary
plans and estimates of cost, to connect any sewers
of such county or municipal corporation \\ith any
se\\crs constructed, or to be constructed, by any
_Qthcr county or municipal corporation, and to"
provide for the joint use bv such contracting
parties of such sewers and of any sewage treat-
ment or .disposal works of such county or munici-
prjl corporaHnn
HISTORY: GC §6602-10; 107 v 59, g 1. Efl 10-1-53.
Analogous lo Supp. to P&A gg 6602-10 and 6602-11. Tomicr
GC 8 6602-10 was repealed in 107 v 59 (60), g 5.
351
-------
OHIO CODE SUPPLEMENT
§ 6117.42
$ 6117.34 Director of environmental pro-
don may order improvement.
Whenever the legislative authority or board
health, or the officers performing the duties
the legislative authority or board of health of
Municipal corporation, the board of health of
general health district, or a board of township
istees makes complaint in writing to the cuvi-
imental protection agency that unsanitary con-
qons exist in any county, the director of cnvi-
imental protection shall forthwith inquire into
\d invPstijTfitfi the conditions complained of. If
on investigation of such complaint the director
.ds that it is necessary for the public health and
ilfare that sewer improvements or sewage treat-
ant or disposal works be constructed, main-
ned. and operated for the service of any terri-
ry outside of municipal corporations in any
unty, the director shall notify the board~of
unty commissioners of such county- of its find-
g^. The board shall obey such order and pro-
ed as provided in sections 6117.01 to 6117.45
> of the Revised Code, to establish sewer dis-
icts, provide necessary funds, and construct
" ch sewers or treatment works, or maintain, re-
ar, or operate the same, as are required by such
der and in such manner as is satisfactory to the
rector. Any or all of the cost of such impruve-
finr or maintenance may he assessed upon the.
operty benefited as provided in sections 6117.01
i fill 7.45 <^ nf trip Hpvi'gffl rnrlt.
* HISTORY: 134 T S 597. Eft 10-23-72.
CASE NOTES
1. This section provides that when the director
; health finds unsanitary conditions existing in any
junty and that it i* necessary for the public health
id welfare that sewer improvements or sewage
eatment works be constructed, for any territory
jtside municipal corporations, he shall order the
junty commissioners to make such improvement,
ad such commissioners are required to construct or
jpair such sewers or treatment works, and may assess
ie cost thereof upon the property benefited: 1958
IAG No. 2504.
§6117.35 Repealed, 134 v S 397, §2
GC §6602-8e; 107 v 440; 112 v 275]. Elf
0-23-72.
§6117.36 Order may be enforced by a
ml of mandamus.
If the board of county commissioners fails after
hirty days after the notice and order given to it
iy the director of environmental protection to
erform any act required of it by sections 6117.01
3 6117.40^ of the Revised Code, and by any
uch order and notice of the director, such order
nay be enforced by a witt r( mandamus issued
.....lli;«..,l I,. isylll» lllfll Wll'tg
HISTORY: 1S4 T S S97. Eff 10-23-72.
[The reference In the History to this section in the
bound volume, to 108 v PtI 368 should be to 112 v
275 (290).]
§6117.38
Research Aids
Acquisition of property by county:
O-Jur2d: Counties §§ 195 to 197
CASE NOTES
1. Where pursuant to RC 86117.38, a county ha«
.obtained tide to privately owned sewer lines con-
structed within a sewer district established by the
commissioners of such county, and such lines are
-connected to the county system, the county com-
missioners may lawfully fix a reasonable rate for
"receiving and disposing of the sewage from the linej
so acquired, and is obligated to maintain them: 1955
OAG No.5419.
§ 6117.39 Appropriation or purchase ol
property.
Whenever in the opinion of the board of
county commissioners it is necessary to procure
real estate, a right of way, or an easement for
the construction, maintenance, or operation of
any sewer or other improvement authorized by
sections 6117.01 to 6117.45, inclusive, of the
Revised Code, or the right to construct, main-
tain, and operate such sewer or other improve-
ment in and upon any property within or without
a sewer district, it may purchase the same, or
if such board and the owners thereof are unable
to agree upon its purchase and sale, or the
amount of damages to be awarded therefor, the
board may appropriate such real estate, right of
way, easement, or right. ^ Such proceedings
shall be had as are provided for ^ in sections
163.01 to 163.22, inclusive, of the Revised Code.
* HISTORY: 131 T 1429. EB !-!-««.
Research Aids
Eminent domain:
O-Juj2d: Counties
105 to 197
§6117.41
I. Under RC §86117.41, 6117.42 and 6117.43
board of county commissioners having established a
lewer district in an unincorporated area adjoining
a city, may enter into a contract with the city
whereby the county shall pay to the city a part of
the cost of a sewage treatment plant and interceptor
sewers to be constructed by such city entirely within
the city limits, which contract gives the county the
right to discharge its sewage into the city sewer and
disposal works: 1958 OAG No.6981.
§ 6117.42 Provisions in regard to pay-
ment on contracts; exceptions.
All contracts under section 6117-41 of the Re-
vised Code shall provide for payment to tha
ronnlv or municipal corporation owning, con-
352
-------
structing, or about to construct a sewer or sewage
treatment or disposal works, to, bo jointly used, of
the amount" agreed upon by the county or muni-
cipal corporation so contracting for the joint use
thereof. Any such county or municipal corporation
owning, constructing, or agreeing to construct any
such sewer improvement or sewage treatment
works, as provided in sections 0117.41 to 6117.44
^ of the Revised Code, and permitting the use
thereof by such other county or municipal cor-
poration, shall retain full control and manage-
ment of the construction, maintenance, repair,
and operation of such sewer improvement and
sewage treatment or disposal works, except when
conveyed to a municipal corporation as provided
in this section. Any such contract before'going
into effect shall be approved by the director of
environmental protection Any completed sower
improvement or sewage treatment works construc-
ted under sections 0! 17.01 to 6117.45 <^ of the.
Revised Code, for the nse of any sewer district
and located within any municipal corporation or
within any area which may be annexed to or
incorporated as a municipal corporation, may by
mutual agreement between the board of county
commissioners and such municipal corporation be
convevcd to such rnunicip.nl corporation, which
shall thereafter maintain and operate such sewer
improvement or sewage tieatmcnt works. The
board may retain the right to joint use of such
sewers or treatment works for the benefit of the
district. The validity of any assessments levied to
provide means for the payment of the cost of
construction or maintenance of such sewer im-
provement or sewage treatment works or any
part thereof shall not be affected by such convey-
ance.
* HISTORY; 134 v S 397. Efl 10.23-72.
CASE NOTES
See caie note 1 under I\C §6117.41.
1. The county is authorized by this section and
I 6117.43 to finance its cost in payment of its obli-
gation to such city under such contract, by levy of
t&xes or by the Issuance of geneial obligation bonds
ot the county, such bonds to he retired from the
proceeds of special assessments levied on the prop-
erty in the sewer district which will be served by
the sanitary sewers constructed or proposed to be
constructed by .said county in :aid sewer district:
1958 OAG No'6981.
§ 6117.43
See case note 1 under RC 86117.41; 1 under RC
§6117.42.
§ 6117.46 Construction of trunk or main
sewers in counties.
When the director of environmental protection
finds that a trunk or main sewer is necessary in a
county for sanitary purposes, the board of county
mrn'mi.«inm;r.-i nf such county may make surveys
thereof and prepare plans and specifications there-
of. Upon approval by the director of su
and specifications, the board may construct and
maintain saici trunk or main sower. or part thereof
within or without the limits of a municipal cor-
poration^ regulate the tapping thereof bv lateral-
sewers. and prescribe the, conditions of such tap-
* HISTORY: 134 v S 397. Eff IO-2S-72.
§ 6117.47
Research Aids
Eminent domain:
O-Jnr2d: Counties §§ 195 to 197
§6117.48 Appropriation of property.
When it is necessary to procure real estate or
a light of way or an easement therein for a
trunk or main sewer provided for in section
6117.40 of the Revised Code, and the owners
thereof are unable to agree upon the compensa-
tion therefor, the board of county commissioners
may appropriate it in accordance with sections
163 01 to 163.22. inclusive, of the Revised Code.
HISTORY: 151 T 14*9. EB M-CS.
§6110.01 Organization of district; pur-
pose.
Anv area sihiared in any unincornnrated part
of one or more contiguous counties or in one
or more municipal corporations, or both, may
be organized as a regional water and sewer dis-
trict in the manner and subject to the condi-
tions provided in Chapter 6119. of the Re-
vised Code, for either or both of the following
purposes:
(A) To ^ supply water & to users within and
without the district:
fR) To provide for the collection, treatment,
and disposal of .fo waste wiitpr «fo wit-binaild.
without the district.
* HISTORY: 134 v S 166. Eff 1M9-71.
Cross-Tiefcrcnces to Related Sections
Bonds for purchasing, constnicting, improving, or
extending water or sewerage systems not con-
sidered In certain tax limitations, RC S 133.03
(D).
C§ 6119.01.13 §6119.011 Defini-
tions.
As used in Chapter 8119. of the Revised
Code:
(A) "Court of common pleas" or "court" means,
unless the context indicates a different meaning
or intent, the court of common pleas in which the
petition for the organization of a regional water
and sewer district is filed.
353
-------
31. General Code §§ 6828-1 to 6828-79" (RC
§6101.01 et seq) contain abundant provisions which
grant not only to the parties to the cause but to
anyone who may desire to become a complainant or
objector, his "day in court" and by reason thereof
said act does not vrolate the "due process" clause of
the federal constitution. Tins includes the three-
tenths mill levy ot the act: Miami County v. Dayton,
92 OS. 215, 110 NK 726 [see to the same Cllcct,
Ambiosc v. Miami Conservancy Dist., 104 OS 615].
32. Since GC §6828-1 (KG s 6101 01) et seq pro-
vide Ioi notice in GC §6828-5 (HC 56101.07), and
make ample provision for a hearing in GC S 6828-6
(HC § 6101.08), such statute docs not provide for
taking property without due process ot law: Miami
County v. Dayton, 92 OS 215, lit) NIC 726 [see to
the same ellcct, Ambrose v. Miami Conservancy
Dist., 104 OS 615J, Silvey v. Commissioners, 273
Fed 202.
33, An adjudication in a proceeding Ioi appiais-
mg leal property lo delray the cost ol an improve-
ment in earning out an oilier.rl plan Ioi Hood control
under the consci\atuy at t ot Ohio (CC -^ 6828-1
to 6S2S-79 [KG S 6101.01 el .scq!) is final and incon-
testable as to all piopcit) appiaiscd, and is res
judicata as to all o\\nns ol piopci[\ \\hicb VA as
appiaisccl m .such proceeding: State c\ rel Gioss v.
Miami Conservanc) Dist, HI OS 52, 25 OO 149,
16 MC(2d) 407.
Delegation of legislative power
38. Where a power is quasi-legislative, quasi-
admiuistialive or quasi-judicial, or so mixed in its
nature that it may be regarded as a combination of
all ot them, the legislature may in the first instance
characterr/e such power and confer it cither upon
an existing agenc) ot the government or an agency
especial!) created tor that purpose. There is no
delegation of legislative power in the conservancy
act violative oi any constitutional provision: Miami
Count) v. Day ton,'92 OS 215, 110 XE 726 [see to
the same effect, Ambiosc v. Miami Conservancy Dist ,
101 OS 615J.
39. This and following sections providing for es-
tablishing conservancy districts on petition to the
court ol common pleas, do not delegate legislative
powei to the courts; nor do they delegate the power
ot taxation to the directors of the district in viola-
tion of Ait. II, § 1 of the Ohio constitution: Miami
Count)- v. Dayton, 92 OS 215, 110 N'E 726 [see to
the same effect, Ambrose v. Miami Conservancy
Disl., 104 OS 615].
40. This and following sections providing for es-
tablishing conservancy districts cm petition to the
court of common pleas, do not delegate legislative
power lo the courts, in violation of Ait. IV, § 1 of
the Ohio constitution. Miami County v. Dav ton, 92
OS 215, 110 NE 726 [.see to the same effect, Ambrose
v. Miami Conservancy Dist., 104 OS 615], Silvey v.
Commissioners, 273 Fed 202.
§ 6101.02 Style of conservancy bonds,
books, arid records.
(A) The bonds issued under sections 6101.01
lo 6101.84, inclusive, of the Revised Code, may
be called "conservancy bonds," and shall be so
engraved or printed on their face.
(B) The tax books and records provided for
in such sections shall be termed "conservancy
books" or "conservancy records," and such titles
shall be printed, stamped, or written thereon.
HISTORY: Hiiieau of Code Revision. Eff 10-1-53.
Comment
This section is derived from CG § 6828-1. See also
1JC §6101.01.
§ 6101.03 Short forms and abbreviations.
(GC § 6828-77)
(A) In any orders of the court the words
"The court now here finds that it hath jurisdiction
of the parties to and of the subject matter of
this proceeding" are equivalent to a finding that
each jurisdictions! fact necessary to confer plenary
jurisdiction upon the court, beginning with the
proper signing and filing of the initial petition to
the date of the order containing such recital, has
been scrutinized by the court and has been found
to meet every legal requirement imposed by sec-
tions 6101.01 to 6101.84, inclusive, of the Re-
vised Code.
(15) No other evidence of the legal hypothe-
cation of the special tax to the payment of the
bonds is required than the passage of a bonding
resolution by the board of directors of a con-
servancy district and the issuance of bonds in
accordance therewith.
(C) In the preparation of any assessment or
appraisal record the usual abbreviations employed
by engineers, surveyors, and abstractors may be
used.
(D) Where properly to describe any parcel
of land, it would be necessary lo use a long de-
scription, the board of appraisers of a conservancy
district, after locating the land generally, may
refer to the book and page of the public record
of any instrument in \\hich the land is described,
which reference shall suffice to identify for all
the purposes of such sections the land described
in the public record so referred to.
(E) It is not necessary in any notice required
by such sections to be published to specify the
names of the owners of the lands or of the per-
sons interested therein; but any such notice may
be addressed "To All Persons or Public Cor-
porations Interested" with like effect as though
such notice named by name every owner of any
lands within the territory specified in the notice
and every person interested therein, and every
Honor, actual or inchoate.
(F) Every district declared upon hearing to
be a conservancy district shall thereupon be-
come a political .subdivision and a public cor-,
Doration of the state, invested with all the powers
.and privileges conferred upon such districts by
such sections.
HISTORY: GC £6828-77; 104 v 13 (5G), 877; 117 v 163
(21fi), 8 1. Eff 10-1-53.
[ORGANIZATION OF DISTRICT]
§ 6101.04 Organization and purposes ol
conservancy districts. (CC § 6828-2)
Any area or areas situated in one or more
counties may be organized as a conservancy dis-
354
-------
CONSERVANCY DISTRICTS
§ 6101.05
trict, in tlic manner and subject to the conditions
jrovidcd by sections_6_101.0I to 6101.84. inclu-
which petition shall bo signrd fithcr bv five.
Jiundrcd freeholders, or hy a mnjority of the/
sive, of the. Revised Code, for any of the, following
purposes;
(A) Preventing floods;
(B) Regulating stream channels by changing,
widening, and deepening the same;
(C) Reclaiming or filling wet and overflowed
lands;
(D) Providing for irrigation where it may be
needed;
(E) Regulating the flow of streams and con-
serving the waters thereof;
(F) Diverting or in whole or in part elimin-
ating water-courses;
(G) Providing a water supply for domestic,
industrial, and public use;
_(H) Providing for ihc rnlWHnn find dis
freeholders, or -by the owners of more than half
of the property, in cither acreage or value, within
flic limits of the territory proposed to be organ-
ized iiitp n distn'r^ Such- n petition inny be
signed bv the governing body of any. .public cor-
poration lying wholly or partly within the pro-
posed district, in such manner as it prescribes,
and when so signed by such governing body such
a petition ..on the nart of the said governing body
shall fill all the requirements of representation
upon such petition of the freeholders of such
public corporation, as thov appear upon the tax
dunlirnte: nnd thereafter it is not necessary for
individuals within said public corporation to sign
such a petih'nn Siirb n petition mny nkn be
.posaj signed bv railroads and other corporations o\\-n-
of sewage and other liquid wastes produced with-
in the district;
(I) Arresting erosion along the Ohio shore
line of Lake Erie.
This section does not terminate the
nf nny rlkrriff nvrfprii/prl prior to July 19, 1937,
. pntiroly \vitbin ;i
The purposes of a district may be altered by
the same procedure as provided for the esfabb's-b-
incr lands.
Such petition may be filed bv any citv inter-
ested in some degree in the improvement, upon
proper action bv its governing body.
The petition shall set forth the proposed name
of said district, the necessity for the proposed
work and that it will be conducive to the public
health, safety, convenience, or welfare, and a.
_gcncral description of the purpose of the con-
templated improvement, and of the territory to
ment of such a district.
HISTORY: GC » 0828-2; 101 v 13 (14), $ 2; 117 v 1(J3
(1C4), g 1; 1!>2 > 157, « 1. Lit HM.jl.
Research Aids
Organization:
Page: Drainage § 49
O-Jur: Gonseiv. Dist. S 9
CASE NOTES
See also case note 2 umlei KG §6101.18.
1. The appointment of diieetois and appraisers for
conservancy districts under GC S 6828-1 (HC § 6101 -
OJ) ct seq, is not legislative in (haiaetei, and a giant
be_. included in f?io nronosef? rh'sfricf.
to the couit of
appoint such directors and
of legislative po\vei. Mi,in
s of the power to
Said de-
scription need not be given by metes and bounds
or by legal subdivisions, but it is sufficient if a
generally accurate description is given of the
territory to be organized as a district. Said ter-
ritory need not be contiguous, provided it is so
situated that the public health, safety, conveni-
ence, or welfare will be promoted hy the organi-
zation as a single district of the territory dc-
M.-IIOOC}. Except in the case of a subdistrirt
or.nani/cd in pursuance of section 610L71 of the
Kc\ ised Code, said tenitorv shall not be included
aisers is not a grant yjiollv within the limits of a
M.nly v. D.iylmi, 92 wl,,,,ratK,n.
gle
OS 215, 110 KM 720. Il.iwlho IK- \ 'hoy, 102 OS
689, 130 KE 9«, Stale- r\ <-l Silvey v. Miami
Conservancy Disl., J02 OS 690, 130 ML 9-43.
2. The fact that an order establishing a eonsciv-
aney district under GG S 6828-1 (KG S 6)0],01) et
seq, is rendered by a court whieh is composed of
more than one common pleas judge, docs not pre-
vent such court from being a couit of common pleas;
nor does it prevent such judgment iiom being a
judgment of the court of common pie.is. Miami
Goimty v. Dayton, 92 OS 215, 110 N!<; 726 [sec to
the same effect, Ambrose v. Miami Gons-crvam-y
Dist., 10-1 OS 615].
§ 6101.05 Petition to establish conserv-
ancy district. (CC S 6828-3)
Proceedings for the fy[jib)is-hmcnt of n cop-
scrvancy disliicl shall bo iniiiatcd only bv the
filing of a petition m llu- nflicc of the clerk of 1)10
court of common picas ol one of the counties
containing tcrriloiv \villiin the proposed district.
Said petition shall pray for the organization
of the district by the name proposed.
Upon the filing of such petition a judge of
the court of common picas of the county where-
in the petition was filed shall determine whether
it bears the necessary signatures and complies
\vith the requirements of this section as to form
and content. No petition with the requisite signa-
tures shall be declared void because of alleged
defects, but the judge, or the court in subse-
quent proceedings, may at any time permit the
petition to be amended in form and substance to
conform to the facts by correcting any errors in
the description of the territory, or in any other
particular. Several similar petitions or duplicate
copies of the same petition for the organization
of the same district may be filed and shall to-
gether be regarded as one_p_eti_tion._ All such
355
-------
6101.32 of the Revised Code, any such notice
may be addressed "To All Persons or Public Cor-
porations Interested" with like effect as though
such notice named by name every owner of any
lands within the territory specified in the notice
and every person interested therein, and every
lienor, uctual or inchoate. ~
» HISTORY: 150 v Ft. 2, Z06. EH 12-18-64.
See provisions, § 3 of H 19 (130 v Ft 2, 298)
following RC § 6101.43.
§ 6101.04
Reseaich Aids
Organization:
O-Jur2d: Conserv. Dist. 1 5
§ 6101.05 Petition to establish conserv-
ancy district
.Proceedings for the establishment of a con-
servancy district shall be initiated only by the
filing ot a petition in the oilice of the clerk of the
court of common pleas of one of the counties"
ponfnnn'nfT teirilory wuln'p thp proposed district,
which petition shall be sitn\eLd. either hy five
hundred freeholders. or_by a majority of the free-
holders, or liy the owners of more than half of
the property, iu either acreage or value, within
, the hunts of die territory proposed to be or-
into n distiii't. Snrh peHHnn may
*
(TQverninfy |jpdv
-p
blif
corporation or watershed district created under
section 61().'i.Q2 of the Revised (,:_pde lying wholly
or puitly within _ the proposed district, in such
manner as it prescribes, and v,hen so signed by
such governing body such a petition on the part
of the s.iiJ governing body shall fill all the re-
quirements ot representation upon such petition
of the heeholders of such public corpoiation or
watershed district, as they appear upon the tax
duplicate: and thereafter it is not necessary for
individuals within said public corporation or
watershed d is (rift to siffil sn^ih fl petition. Such
a petition may also be signed by railroads and
other corporations owning lands.
Such petition may be filed by anv city inter-
ested in some degree in the improvement, upon
proper action by its governing body.,
The petition shall set forth the proposed name.
of s.iid district, the necessity tor the proposed
work and that it will be conducive to the public-
health, safety, convenience, or \\elfare. and, a*
general description ot the purpose of the coa-
50 situated that the public health, safety, con-
venience, or welfare will ho promoted by the
-Organization as a single district of the territory
described. Except in the case of a subdistrict
organized in pursuance of section 6101.71 of the
Revised Code, said territory shall not be in-
cluded wholly within the limits of a single
municipal, corporation.
Said petition shall pray for the organization
of the district by the name proposed.
Upon the filing of such petition a judge of the
court of common pleas of the county wherein
the petition was filed shall determine whether
it bears the necessary signatures and complies
with the requirements of this section as to form
and content. No petition with the requisite
signatures shall be declared void because of
alleged defects, but the judge, or the court in
subsequent proceedings, may at any time permit
the petition to be amended in form and sub-
stance to conform to the facts by correcting any
_errors in the description of the territory, or in
. any other particular. Several similar petitions
or duplicate copies of the same petition for the
organization of the same district may be filed
and shall together be regarded as one petition.
All such petitions filed prior to the determination
of the sufficiency of said petition shall be con-
sidered as though they had been filed with the
first petition placed on file.
In determining when a majority of landowners
has signed the petition, the names as they appear
upon the tax duplicate govern and are prima»
facie evidence of such ownership.
« HISTORY: 130 T 1S78, | 1. ES 9-24-63.
See RC § 6105.12 which refers to this section.
Forms
Petition to establish conservancy district. Bate*
f 165.11.
Research Aldj
Organization:
O-Jur2d: Conserv. Dist f 5
[§6101.06.13 §6101.061 Notice to
board, director of natural resources, and director
of emironmental protection; hearings.
Upon determining that a sufficient pph'tinn has
been filed, the judge making such determination
shall cause written notice thereof to be given
to the director of the department of natural re-
sources, the director of environmental protection,
and to the board of directors of any coaservancv
district having jurisdiction over all or part of the
territory aifected by the proceeding or within.
templated iinpiuvement, and of \hp. teniMry tn.
(]f
-------
59
OHIO CODE SUPPLEMENT
86101.07
nriental Protection, and the directors of sueh con-
servancy districts may appear at any hearing
xinsidering the establishment, dissolution or
merger of any conservancy district or suBciijtrict
thereof, and be heard, concerning t1ie~nced tor
a .conservancy district, the.area that should be_
included, desirable improvements, and any other
matters which in their opinion should be brought
to~ the attention of the court.
HISTORY: 128 T 867 (Eff 10-12-59); 134 t S 397. Eff
10-23-72.
§ 6101.07 Organization of courtj power*
and jurisdiction.
Upon the determination of a judge of the court
of common pleas that a sufficient petition has been
filed in such court in accordance with section,
6101.05 of the Revised Code, he shall giye_nqtice
thereof to the court of common pleas, of each
county included in whole or in part within the
proposed conservancy district. The judge of the
court of common pleas of each such county, or
to the case of any county having more than one
juch judge, one judge assigned by order of the
Judges of the court of common pleas thereof,
shall sit as the court of common picas of the,
^cojinty wherein the petition .was filed to exercise
the jurisdiction conferred by sections 6101.01 jo_
P10i.ff4, inclusive, of trie Revised Code. In case
of the inability to serve of the judge of any
county having only one judge, the chief justice
of the supreme court, upon application of any
interested person and proper showing of need,
may assign a judge from another county to serve
as a judge for such county during the disability
of its local judge. The court of any county, pre-
sided over by the judges provided for in this
section, may establish conservancy districts when
the conditions stated in section 6101.05 of the
Revised Code are found to exist. Except as other-
wise provided by sections 6101.08 to 6101.84,
inclusive, of the Revised Code, such court ha?,
for all purposes of sections 6101.01 to 6101.84,
inclusive, of the Revised Code, original and
exclusive jurisdiction coextensive with the
boundaries and limits of the district or proposed
district and of the lands and other property
Included in, or proposed to be included in, such
district or affected by such district, without re-
gard to the usual limits of its jurisdiction. The
judges of the court shall meet in the first instance
upon the call of the judge determining tho suf-
ficiency of the petition and shall elect one of
their number as presiding judge. Each judge
when sitting as a member of the court shall re-
oeive mch compensation and allowance for ex-
penses as provided by law for a judge of the
court of common pleas serving by assignment
outside the county wherein he resides, which
shall be paid as other expenses of the organiza-
tion or operation of the district are paid.
The court shall adopt rules of practir-e and
procedure not inconsistent with sections 6101.01
to 6101.84, inclusive, of the Revised Code, and
the general laws of this state. If the court con-
sists of more than three judges, it may designate
three of its members from three different counties
to preside over the court, hear matters coming
before the court, and make determinations and
decisions or findings and recommendations, as the
rules of the court provide, with respect to any
matters authorized by such rules, the disposition
of which is vested in the court, except that it
shall not make final decisions and orders as to:
(A) The establishment, dissolution, or merger
of the district or of subdistricts thereof;
(B) Tlie adoption, rejection, or amendment
of the official plan;
(C) The appointment and removal of directors
and appraisers;
(D) The confirmation of the appraisers' report
of benefits, damages, and appraisals of property;
(E) The authorization of maintenance assess-
ments in excess of one per cent of benefits;
(F) The authorization of a readjustment of the
appraisal of benefits in accordance with section
6101.54 of the Revised Code;
(G) The approval of the method of financing
improvements and activities under section
6101.25 of the Revised Code;
(H) The determination of rates of compensa-
tion for water under sections 6101.24 and 6101.63
of the Revised Code;
(I) The examination of die annual report of
the board of directors of the conservancy district
as provided under section 6101.68 of the Revised
Code.
The concurrence of two of the three judges so
designated shall be necessary for any action or
determination thereby and it has, if so provided
by the rules of the court, the same effect as
though taken or made by the full court. All
actions and determinations by the full court re-
quire the affirmative vote of a majority of the
judges constituting the court. In all cases in
which the judges are evenly divided that side
with which the presiding judge votes shall pre-
vail. In the event the court consists of two
judges and they find themselves unable to agree
on any question left to their decision, a judge of
the court of common pleas of some other county
shall bo designated by the chief justice of the
supreme court to sit and vota as a third member
of tho court until such question is decided.
When the court by its order entered of record
decrees tliat a subdistrict be organized, the judge
357
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APPENDIX G
PRIVATE COMMUNICATIONS
Beemer, Harold, Chief of Engineering Division, United States
Department of the Army - Huntington District, Corps of Engineers,
Huntington, West Virginia, 11 August 1975.
Brungs, William, EPA National Water Quality Laboratory, Duluth,
Minnesota, 14 August 1975.
Calgon Corporation, July 1975.
DeGrave, Mick, Wyoming Bioassay Laboratory, Grandville, Michigan,
14 August 1975.
Desmond, Richard, Attorney, Squires, Sanders & Dempsey, Cleveland,
Ohio, July 1975.
Dodge, Melvin, Director, Department of Recreation and Parks,
Columbus, 31 July 1975.
Elliot, Thomas, Director, Delaware County Regional Planning
Commission, 30 July 1975.
Gilbert, Gary, Delaware County Assistant Sanitary Engineer,
4 September 1975.
Grissom, Catherine, Environmental Impact Statement Unit, United
States Environmental Protection Agency, Region V, 4 September 1975.
Griswold, Bernard, U.S. Fish and Wildlife Service, 1975.
Habig, William, Director, Mid-Ohio Regional Planning Commission,
31 July 1975.
Hinde Engineering Corporation, July 1975.
Kacmar, Steve, Malcolm Pirnie, Inc., 4 September 1975.
Lashutka, Greg, Staff Assistant for Ohio Affairs, Office of
Representative Samuel Devine, August 1975.
Levins, Ed, Washington Suburban Sanitary Commission, July 1975.
MacMullen, Michael, Environmental Impact Statement Unit, United
States Environmental Protection Agency, Region V, 4 September 1975,
Mantor, Ray, Superintendent, Delaware City Sewage Treatment Plant,
August 1975.
358
-------
Mapes, Greg, Ohio Environmental Protection Agency, 3 September 1975.
May, Lloyd, Delaware County Health Commissioner, Delaware County
Health Department, July 1975.
Miller, Dean, Delaware County Commissioner, 4 September 1975.
Nottingham, Jim, Ohio Environmental Protection Agency, 4 September
1975.
Parkinson, Robert, Director, Department of Public Service, Columbus,
4 September 1975.
PCI Ozone Company, August 1975.
Reid, Kenneth, Delaware County Commissioner, 4 September 1975.
Richards, Earl, Assistant Director, Ohio Environmental Protection
Agency, 3 September 1975.
Robbins, Payton, City of Columbus, 4 September 1975.
Savely, David, Franklin County Commissioner, July 1975.
Seiler, Albert, Burgess & Niple, Ltd., 4 September 1975.
Shepard, Paul, Burgess & Niple, Ltd., 4 September 1975.
Smith, Greg, Ohio Environmental Protection Agency, 3 September 1975.
Smith, Robert, Advanced Waste Treatment Research Laboratory, 25 July
1975.
Sprague, Rex, City Engineer, City of Delaware, August 1975.
Stein, Carol, Ohio State University Museum of Zoology, July 1975.
Stults, Fred, Delaware County Engineer, 4 September 1975.
Thomas, James, Director of Research, Columbus Area Chamber of
Commerce, 29 July 1975.
Virden, Bill, Contracts Division, Ohio Environmental Protection
Agency, 3 September 1975.
Walkenshaw, George, Engineer, Columbus Southerly Plant, 30 July 1975.
Whitney, James, Delaware County Commissioner, 4 September 1975.
Wilhelm, Carl A., Planning Coordinator, Ohio Environmental Protection
Agency, 3 September 1975.
359
-------
Williams, Ned, Director, Ohio Environmental Protection Agency,
3 September 1975.
Willis, Roger, Design Engineer, Department of Public Service,
Division of Sewerage and Drainage, Columbus, 30 July 1975.
Wojcik, Eugene, Environmental Impact Statement Unit, United States
Environmental Protection Agency, Region V, 4 September 1975.
Wolfe, Robert, Burgess & Niple, Ltd., 4 September 1975.
Wright, Gene, Ohio Environmental Protection Agency, 3 September
1975.
360
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APPENDIX H
LIMITATIONS OF ECONOMIC BASE METHODOLOGY
.Hans Blumenfeld attacks the.economic base methodology in his article
"The Economic Base of the Metropolis" (page 13). This methodology divides
all employment in a community into basic or primary employment and nonbasic
or secondary employment. The former describes export-related employment;
the latter, employment related to local consumption. Basic activities
are identified through the method of proportional apportionment.
In analyzing the economic base methodology, Blumenfeld points out
that the use of proportional apportionment to identify basic activities is
misleading. This methodology includes only export-related employment as
a basic activity. It neglects import-related employment, which is equally
important. Blumenfeld also maintains that employment is not a usable unit
of measurement for a balance of payment approach. Rather, a value of
product measure is more applicable.
Blumenfeld concludes that the basic-nonbasic ratio is only meaningful
in small and simply structured communities. The ratio is less applicable
and the methodology less useful in analyzing the economy of a larger,
more complex community.
To Blumenfeld's objections, it should be observed that the economic
base method is based on activities now present on the scene, with no
provision for the introduction of new activities. This is a serious
objection, because the economic development of this country is full of
examples of the change or revival of local economies through the introduction
of new industries.
361
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TECHNICAL REPORT DATA
(Please read Instructions on t/ie reverse before completing)
1
4
7
9.
REPORT NO. 2.
EPA-905/9-76-003 .
TITLE AND SUBTITLE
Analytical Studies for Assessing the Impact. of
Sanitary Sewage Facilities of Delaware County, Ohio
»
'AUTHOR(S)
L. Peltier, M. Lewis, J. Cuneo, G. Shea, D. Wagaman,
and J. Whang
PERFORMING ORGANIZATION NAME AND ADDRESS
Envir.o Control, Inc.
.Environmental Studies Group
1530 East Jefferson Street
Rockville, Md. 20852
12. SPONSORING AGENCY NAME AND ADDRESS
U.S. Environmental Protection Agency
Region V
230 South Dearborn
Chicago, IL. 60604
3. RECIPIENT'S ACCESSION-NO.
5. REPORT DATE (date of preparati
October 24, 1975
6. PERFORMING ORGANIZATION
8. PERFORMING ORGANIZATION
CODE
REPORT NO.
10. PROGRAM ELEMENT NO.
11. CONTRACT/GRANT NO.
68-01--2853
13. TYPE OF REPORT AND PERIOD COVERED
final repo'rt
14. SPONSORING AGENCY CODE
15. SUPPLEMENTARY NOTES
16. ABSTRACT
The report was prepared to provide information to tne U.S. Environmental Protection
Agency for their preparation of an Environmental' Impact Statement on the Olentangy
Environmental Control Center and Interceptor System, Delaware County, Ohio. Popu-
lation and economic projections for the area, and larger region are reviewed. An
extensive study of local and regional sewage treatment service is presented. Site
evaluations consider engineering, land use, biological, environmental, and insti-
tutional factors. The environmental impacts of a sewage treatment facility at
the chosen site are evaluated in terms of water quality, biology, land use, and
aesthetics. Mitigative measures for reducing adverse effects are discussed.
17. KEY WORDS AND DOCUMENT ANALYSIS
". DESCRIPTORS
Sewage treatment
Sewers
Planning
Water quality
Land use
Fresh water biology
Population growth Esthetics
13. DISTRIBUTION STATEMENT
NTIS Only
b.lDENTIFIERS/OPEN ENDED TERMS
Olentangy River
Delaware County, Ohio
Olentangy Environmental
Control Center
19. SECURITY CLASS (This Report)
20. SECURITY CLASS (This page}
c. COSATI Field/Group
13B
08H
06F
21. NO. OF PAGES
386 pages
22. PRICE
EPA Form 2220-1 (9-73)
-------