DRAFT SUPPLEMFNTAL ENVIRONMENTAL IMPACT STATEMENT
Wastewater Treatment Facilities for the Columbus, Ohio Metropolitan Area
Prepared by the
United States Environmental Protection Agency
Region V
Chicago, Illinois
and
Science Applications
International Corporation
McLean, Virginia
With
Triad Engineering
Incorporated
Milwaukee, Wisconsin
December 1987
Approved by:
Valdas V.
Regional Administrator
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EXECUTIVE SUMMARY
(X) Draft Supplemental Environmental Impact Statement
( ) Final Supplemental Environmental Impact Statement
U.S. Environmental Protection Agency, Region V
230 South Dearborn Street
Chicago, IL 60604
1. NAME OF ACTION
Administrative (X)
Legislative ( )
2. LEGAL BASIS FOR ACTION
The U.S. Environmental Protection Agency (EPA) is the administering
agency for a major federal environmental program, provided for by Title II of
the Clean Water Act, entitled "Grants for Construction of Treatment Works."
This program allows the EPA administrator to provide financial aid to any
state, municipality, intermunicipal agency, or interstate agency for the
construction of publicly owned water pollution control facilities. The
program encourages reduction of point sources of water pollution and
improvement of water quality.
The EPA's granting of funds for a water pollution control facility
requires a review to comply with the National Environmental Policy Act (NEPA)
and may require an environmental impact statement (EIS). Each proposed water
pollution control facility is evaluated on a case-by-case basis by the
appropriate EPA regional office to determine whether the proposed facility is
expected to have significant environmental effects. This review is utilized
in determining whether the proposal appears to be a cost-effective solution to
area water quality problems.
Given that the Columbus project involved; 1) substantial changes in the
proposed action and possible significant environmental impacts associated with
those changes; and 2) new information which raises substantial concerns not
addressed in the original EIS, it was reasonable and prudent for USEPA to
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proceed with the preparation of a supplemental EIS in accordance with 40 CFR
1502.9(c).
3. PURPOSE AND NEED FOR PROJECT
The city of Columbus, owns and operates two major wastewater treatment
facilities. The Jackson Pike WWTP is located in southwest Columbus. The
Southerly WWTP is located approximately 8 miles south of downtown Columbus.
Both of these plants discharge to the Scioto River and will require upgrading
to ensure compliance with revised National Pollutant Discharge Elimination
System (NPDES) permits.
Original NPDES permits for Jackson Pike and Southerly set effluent
limitations of 30 rag/1 (30-day average) for five-day carbonaceous biochemical
oxygen demand (CBODj) and total suspended solids (TSS). In 1985, the NPDES
permits for both plants were revised. Tables 1 and 2 present the effluent
standards of the revised permits. The limits vary on a seasonal basis. CUOO^
and TSS limits are more stringent and standards for ammonia and dissolved
oxygen have been added to the permits. The plants are required to be in
compliance with these final effluent limits by July 1, 1988. Until that time,
the Jackson Pike and Southerly plants are operating under interim limits of
25 mg/1 for CBOD5 and 30 mg/1 for TSS.
4. PROJECT HISTORY
In 1976, the city of Columbus prepared the Columbus Metropolitan
Facilities Plan for wastewater management up to the year 1995. The 1976
facilities plan concluded that the cost-effective solution to improved
wastewater treatment was rehabilitation and expansion of both the Jackson Pike
and Southerly WWTPs.
After reviewing the original facilities plan, the USEPA initiated
preparation of an EIS on the 1976 facilities plan. The EIS, when completed in
1979, contained recommendations for wet stream treatment and solids handling
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TABLE 1. NPDES FINAL EFFLUENT LIMITS
JACKSON PIKE WWTP
CONCENTRATION
SUMMER
PARAMETER
Suspended Solids
(mg/1)
CBODc
(mg7D
Ammonia
(mg/1)
Fecal Coliforra
(count/100 ml)
The Dissolved Oxygen shall be maintained at a level of not less than 7.0 mg/1
and shall be monitored continuously and the lowest value reported daily.
The ChlorineResidual shall be maintained at a level not to exceed 19 ug/l and
shall be monitored continuouly and the highest value reported daily (summer
only).
Source: OEPA Permit NoT"4PFOTOOO*GD
Summer = June - October
Winter = November - April
SUMMER
(30-day/7-day)
16.0/24.0
8.0/12.0
1.0/1.5
1000/2000
WINTER
(30-day/ 7-day)
30.0/45.0
20.0/30.0
5.0/7.5
____
MAY
(30-day/ 7-day)
26.0/39.0
13.0/19.5
2.5/3.75
«.«.
Ill
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TABLE 2. NPDES FINAL EFFLUENT LIMITS
SOUTHERLY WWTP
CONCENTRATION
PARAMETER
Suspended Solids
(rag/1)
CBODc
(mg/1)
Ammonia
(tng/1)
Fecal Coliform
(count/100 ml)
SUMMER
(30-day/7-day)
16.0/24.0
8.0/12.0
1.0/1.5
1000/2000
WINTER
(30-day/7-day)
30.0/45.0
25.0/40.0
5.0/7.5
MAY
(30-day/7-day)
26.0/39.0
13.0/19.5
2.0/3.0
The Dissolved Oxygen shall be maintained at a level of not less than 7.0 mg/1
and shall be monitored continuously and the lowest value reported daily.
The Chlorine Residual shall be maintained at a level not to exceed 26 ug/1 and
shall be monitored continuouly and the highest value reported daily
Source:OEPAPermit No. 4PF00001*HD
Summer = June - October
Winter = November - April
IV
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that differed from the recommendations of the original facilities plan. The
differences in wet stream treatment recommendations were due to process
selection, reliability, and design criteria differences. With regard to
solids handling, the EIS differed from the original facilities plan by
proposing that land application and composting rather than incineration/
landfill be adopted as the primary means of solids disposal.
In order to address the differences in design parameters between the EIS
and the original facilities plan, in the final EIS USEPA directed Columbus to
establish a Design Finalization Overview Team (DFOT) to review and recommend
the final design parameters for both plants.
The DFOT Report was completed in May of 1984. On July 9, 1984, the city
submitted a Plan of Study which set the groundwork for a facilities plan
update. The Plan of Study for the facilities plan update proposed significant
changes from the original facilities plan. Therefore, the DFOT Report was
never formally reviewed by Ohio EPA or USEPA.
The Columbus Metropolitan Area Facilities Plan Update (FPU) Report was
submitted to Ohio EPA in December 1984. The FPU recommended phasing out the
Jackson Pike WWTP and sending all flow to an upgraded and expanded Southerly
WWTP. Ohio EPA reviewed this document and prepared detailed comments and
questions for the city.
In September of 1985, the city submitted the Revised Facilities Plan
Update (RFPU) as a supplement to the FPU. The specific objectives of the RFPU
were:
To revise the recommendations of previous documents based on revised
design parameters;
To respond to comments by Ohio EPA relative to the FPU;
To present conclusions and recommendations of planning analyses
undertaken since completion of the FPU; and to develop treatment
facilities which would serve the city's needs though the year 2015.
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The RFFU contained the following basic conclusions and recommendations:
It is cost effective to expand the existing Southerly WWTP to treat
all wastewater from the Columbus service area and to phase out the
existing Jackson Pike WWTP.
Phasing out the Jackson Pike WWTP will have no significant adverse
environmental impacts.
The Southerly WWTP expansion will be based upon a design average flow
of 178 MGD and a peak process flow of 300 MGD. Peak flows of up to
430 MGD may be generated from a CSO control program. Flow in excess
of 300 MGD would be settled and chlorinated prior to discharge.
The proposed treatment facilities would utilize a semi-aerobic
process.
* Additional standby incineration capacity beyond that presently under
construction at Southerly is not recommended since sludge composting
and land application of digested sludge will continue as the preferred
method of solids disposal.
5. EIS ISSUES
During review of the Revised Facility Plan Update, a number of
potentially significant environmental impacts were identified. These impacts
were the subject of USEPA's action to issue a Notice of Intent (June 11, 1986)
to prepare a supplemental EIS. This supplemental EIS addresses the following
issues:
The reliability of the semi-aerobic process to effectively meet NPDES
permit limits.
Water quality impacts resulting from a single plant discharge.
* The imact on river flow resulting from the elimination of Jackson
Pike's flow.
The impacts expected from the fulfillment of the population projec-
tions and development for the planning area.
Alternatives for environmentally acceptable sludge treatment and
disposal.
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* The induced growth and secondary environmental effects of an expanded
Southerly WWTP.
The cost-effective treatment of combined sewer overflows as an
integral part of the system.
* The impact of expanding the south end of Interconnector by extending
the 156-inch gravity sewer to Southerly and placing four 78-inch pipes
across the Scioto River.
The reliability of the Southerly WWTP as the only plant treating
sewage in Columbus.
The economic effects of the proposed plan. What is the cost-effective
solution to the wastewater management problems in Columbus7
NOTE: USEPA has prepared this SEIS based on the conditions as of 1985.
6. WASTEWATER MANAGEMENT ALTERNATIVES
In addition to a no action alternative, three comprehensive management
alternatives were evaluated in the Supplemental EIS. They include the
following:
Two-Plant: Upgrade Southerly and Jackson Pike, provide wet stream
treatment and solids handling at both plants.
Two-Plant One Solids: Upgrade Jackson Pike and Southerly, provide all
solids handling at Southerly.
One-Plant: Eliminate Jackson Pike, upgrade and expand Southerly.
Each comprehensive wastewater management alternative includes the
following components:
Interconnector/Headworks
Biological Process
Sludge Management
Options for each of these components were also evaluated. They include
the following:
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Interconnector/Headworks
- A/A-1 (additional pumping, force mains, and headworks)
- B/B-1 (extension of gravity sewer and separate headworks)
- B/B-2 (extension of gravity sewer and entirely new headworks)
Biological Process
- Serai-aerobic
- Trickling Filter/Activated Sludge (TF/AS)
Sludge Management
- JP-B (Primary Sludge (PS) Thickening, Waste Activated Sludge (WAS)
Thickening, Anaerobic Digestion, Dewatering, Incineration/Landfill,
Land Application)
- JP-C (PS Thickening, WAS Thickening, Anaerobic Digestion, Thermal
Conditioning, Incineration/Landfill, Land Application)
- SO-C (PS Thickening, WAS Thickening, Anaerobic Digestion, Dewatering,
Incineration/Landfill, Composting)
- SO-D (PS Thickening, WAS Thickening, Anaerobic Digestion, Dewatering,
Incineration/Landfill, Composting, Land Application)
- SO-F (PS Thickening, WAS Thickening, Dewatering, Incineration/
Landfill, Composting)
Table 3 summarizes each wastewater management alternative with its
respective component option.
Each of the component options were evaluated with respect to technical
criteria consisting of cost, reliability, flexibility, implementability, and
operational convenience. The optimum option to fulfill each component was
selected for both the one-plant and two-plant alternatives.
One-Plant Alternative
The selected component options for the one-plant alternative include:
Interconnector/Headworks Option B/B-1
* Biological Process - Semi-Aerobic
Sludge Management Option SO-D
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TABLE 3 SUMMARY OF ALTERNATIVES AND OPTIONS
WASTEWATER
MANAGEMENT
ALTERNATIVE
ONE-PLANT
TWO-PLANT
TWO-PLANT ONE SOLIDS
COMPONENT
INTERCONNECTOR/HEADWORKS
BIOLOGICAL PROCESS
SLUDGE MANAGEMENT
BIOLOGICAL PROCESS
SLUDGE MANAGEMENT
BIOLOGICAL PROCESS
SLUDGE MANAGEMENT
OPTION *
A/A-1
B/B-1
B/B-2
SEMI-AEROBIC
TF/AS
SO-C
SO-D
SO-F
SEMI-AEROBIC
TF/AS
SO-C
SO-D
SO-F
JP-B
JP-C
SEMI-AEROBIC
TF/AS
SO-C
SO-D
SO-F
* DETAILED DESCRIPTION [N CHAPTER 5
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The Interconnector/headworks option B/B-1 consists of extending the
156-inch diameter gravity Interconnector Sewer to Southerly, using four
parallel 78-inch pipes for the Scioto River crossing, and constructing
separate headworks at Southerly for the Interconnector flow. This option was
selected based on cost and reliability. Option B/B-1 was approximately the
same cost as option A/A-1 (force mains) and 15 percent less costly than option
B/B-2 (gravity sewer and entirely new headworks). The gravity sewer was
considered to be more reliable than the force main since there is less chance
that the gravity sewer will rupture. Furthermore, failure of a gravity sewer
normally results in infiltration to the conduit, while a rupture of the force
mains would cause exfiltration to the environment. In addition, the gravity
sewer does not rely on the operation of a pumping facility to perform.
The semi-aerobic process is a modified form of the conventional activated
sludge process which currently exists at the Southerly WWTP. It differs from
conventional activated sludge in that the first 25 percent of the reaction
basin is not aerated. Only mixing is provided. This maintains that a portion
of the basin is in an anaerobic or anoxic state, depending on the level of
nitrates present. The process also includes an internal mixed liquor recycle
loop to provide the capability of recycling nitrates from the last bay of the
aeration basin back to the first bay to accomplish denitrification.
The semi-aerobic process was selected over the trickling filter/activated
sludge process due to its reliability. The semi-aerobic process is considered
more reliable due to the fact that more process control flexibility is
inherent in the process. Furthermore, the trickling filter process would be
difficult to implement in that it would require major restructuring of the
conduits between the existing primary clarifiers and aeration basins. The
trickling filter/activated sludge process would also be subject to an adverse
environmental review due to its resultant odor and pests.
The selected sludge management option for the one-plant alternative,
SO-D, includes gravity thickening of PS, centrifuge thickening of WAS,
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anaerobic digestion, centrifuge dewatering, composting, land application, and
incineration/landfill. This is consistent with the current sludge management
scenario at Southerly, with the exception of land application. Southerly does
not land apply sludge at the present time. However, land application is
employed at Jackson Pike.
Option SO-D was chosen over SO-C and SO-F because it provides more
flexibility and reliability in that it includes three methods of final
disposal.
Two-Plant Alternative
The two-plant alternative does not require expansion of the Interconnector
Sewer or additional headworks at Southerly. Therefore, selection of an
Interconnector/headworks option was not necessary. The two-plant alternative
does require new headworks for Jackson Pike located at the plant site.
The selected component options for the two-plant alternative include:
* Biological Process - Semi-Aerobic
* Sludge Management Option SO-D
Sludge Management Option JP-B
The semi-aerobic process was selected over the trickling filter/activated
sludge process for the Jackson Pike and Southerly WWTPs under the two-plant
alternative for the same reasons which were presented for the one-plant
alternative. These reasons include more reliability with the semi-aerobic
process due to process flexibility; and difficulty in implementing the
trickling filter/activated sludge process due to existing plant configuration
and environmental concerns. In addition, the semi-aerobic process is 20 percent
less costly than the trickling filter/activated sludge process.
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Similar to Che one-plant alternative, option SO-D was selected for
Southerly under the two-plant scenario. Option SO-D provides more flexibility
and reliability due to three methods of final disposal: composting, land
application, and incineration/landfill.
Option JP-B was selected for Jackson Pike under the two-plant scenario
based on cost and ease of operation. Option JP-B includes gravity thickening
of PS, centrifuge thickening of WAS, anaerobic digestion, centrifuge
dewatering, incineration/landfill, and land application. Option JP-B is
approximately 15 percent less costly than option JP-C which includes thermal
conditioning in addition to the processes included in JP-B. Thermal
conditioning is difficult and expensive to operate and maintain. Therefore,
it is recommended that the thermal conditioners be phased out of service when
they reach the end of their useful life.
The two-plant one solids alternative was eliminated from consideration
following the analysis of the one-plant and two-plant solids options. The
analysis showed that it was less costly to maintain solids processing at both
Southerly and Jackson Pike if both facilities are providing liquid treatment.
7. EVALUATION OF COMPREHENSIVE WASTEWATER MANAGEMENT ALTERNATIVES
The one-plant and two-plant comprehensive wastewater management
alternatives were evaluated based on the same technical criteria used to
evaluate the component options. These criteria included present worth cost,
reliability, flexibility, impleraentability, and operational convenience.
In addition to the technical evaluation, an environmental evaluation was
performed for the one-plant and two-plant alternatives. The evaluation
considered physical, biological, and human environmental criteria. Physical
criteria included water, air quality, and prime agricultural land. Biological
criteria included terrestrial and aquatic biota as well as threatened and
endangered species. The human or man-made environmental criteria included
land use, noise, energy, economics, transportation, and historic and
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archaeologic resources. Indirect environmental consequences such as induced
growth were also considered.
Technical Evaluation
Table 4 presents the capital, annual O&M, and total present worth costs
for the one-plant and two-plant alternatives. The two-plant alternative
exhibits a total present worth cost approximately 7 percent lower than the
one-plant alternative.
Both the one-plant and two-plant alternatives are equal with respect to
their reliability in meeting the final effluent limits. However, the two-
plant is considered more reliable with respect to shock loads. Under the
one-plant alternative, a plant upset at Southerly could result in a
significant loss of biological treatment capacity and may cause a serious
water quality problem. However, if the shock and/or toxic load can reach only
one of the two plants, the impact may not be as severe.
The two-plant alternative is judged more flexible than the one-plant
alternative. With both facilities operational, the city would have more
flexibility to adapt to increased future flow, to more stringent effluent
limits, and to address combined sewer overflows. The two-plant alternative
would leave more land available at Southerly for expansion. The two-plant
alternative would improve and upgrade Jackson Pike to provide a solid 100 MGD
treatment capacity. The two-plant alternative would allow for future
expansion of the Interconnector system to divert more flow to Southerly while
optimizing the use of the Jackson Pike facility.
The two-plant alternative is considered easier to implement since the
majority of the facilities already exist. Most of the construction would
consist of rehabilitation of existing facilities. There would be no
expansion of the conveyance system between the plants under this alternative.
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TABLE 4. ALTERNATIVE COST SUMMARY
Total
Capital Annual O&M Present Worth
One-Plant [Southerly] 268,711,000 16,849,000 436,911,000
Two-Plant [So. and JP] 217,860,000 19,078,000 407,800,000
Difference From One-Plant -50,851,000 +2,229,000 -29,111,000
Percent Difference -23 +13 -7
NOTE: These costs are based on a 2008 average flow of 154 MGD and a peak flow
of 231 MGD. Present worth costs are in 1988 dollars.
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The one-plant alternative is considered easier to operate and maintain
since all facilities would be consolidated at one location.
Environmental Evaluation
The environmental evaluation identified four major impacts which were in
the following areas:
Surface water quality
Surface water flows
Aquatic biota/habitat
Endangered Species
Surface Water Quality
The principal variable affecting surface water quality under either
alternative is the location of wastewater discharge. Comparable levels of
treatment will be provided under either the one-plant or two-plant
alternative} and either alternative will protect stream standards for DO and
ammonia.
Regardless of the one-plant or two-plant alternative, the treated
effluent will contain a residual wasteload, which will be assimilated by the
river, resulting in a downstream DO sag. The severity of the sag, and the
extent of the river affected, vary between alternatives.
Under the no action alternative, no improvement in the degraded water
quality conditions in the Scioto River would occur. With projected future
growth in the sewered population (and corresponding increases in wastewater
flows), age-related deterioration of the existing WWTPs and increases in urban
non-point runoff due to continued urban growth, further deterioraton in
current water quality conditions would be expected. Under these conditions,
more frequent water quality standard violations could be expected and the
impacted zone of the Scioto River below Southerly may be extended to
Circleville, interfering with other point source discharges.
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The two-plant alternative would release the residual effluent DO demand
to the Scioto River at two locations (Jackson Pxke and Southerly). Two DO
sags would therefore result; however, neither sag would result in contraven-
tion of water quality standards. Significant improvements to in-stream DO
conditions would result from this alternative. Because significant pollutant
loads would continue to enter the Scioto River upsteam of Jackson Pike (from
urban runoff and CSOs from Whittier Street), the degree of water quality
improvement below Jackson Pike would be less complete than below the Southerly
WWTP. Under certain flow conditions, DO levels below the 5.0 mg/1 standard
could occur below Jackson Pike, related to CSO loadings. However, the
presence of Jackson Pike effluent during low flow events could lessen the DO
impacts of CSOs and upstream urban runoff.
The impacts of the one-plant alternative would be variable for the river
reach between Jackson Pike and Southerly, and depending on background river
flow conditions at average river flow levels, water quality would be improved
by the elimination of Jackson Pike effluent. However, under critical low flow
conditions, elimination of the Jackson Pike effluent would reduce Scioto River
flows by nearly 90 percent, while a large background pollutant load would
remain in the form of urban runoff and CSO loading. This situation would
result in a significant reduction in the river's wasteload assimilative
capacity due to reductions in flow volume, velocity, and reaeration. Decay of
pollutants from upstream sources could, therefore, result in severe water
quality deterioration in slow, shallow pools during warm weather, low flow
events.
Downstream of the Southerly WWTP, the DO sag resulting from the one-plant
alternative would be more severe and would affect a longer stretch of the
river, when compared with the two-plant alternative. This situation results
from the release of the entire residual wastewater DO demand from Columbus at
a single point in the river, creating a greater assimilative demand. In
addition, the increased nutrient release under the one-plant alternative would
further stimulate algal biomass below Southerly which may depress low flow DO
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below in-streara standards due to algal metabolism. The combination of these
factors results in a possibility that the one-plant alternative may impact
the Circleville area, interfering with other point source dischargers near
Circleville. Based on these considerations, the two-plant alternative is
considered preferable over the one-plant alternative with regard to water
quality impacts.
Surface Water Flows
The no action and the two-plant alternatives will have little or no
impact on surface water flows in the Scioto River. The one-plant alternative
would cause significant reductions in flows in the Scioto River during dry
weather periods in the eight-mile reach between the Jackson Pike and Southerly
WWTPs. This reduction in flow would have negative impacts on water quality,
aquatic biota, and recreation in that portion of the Scioto River.
Aquatic Biota/Habitat
The no action alternative would result in continuation of the current low
dissolved oxygen and high residual chlorine condition and related aquatic
habitat degradation in the Scioto River below Columbus. Pollution intolerant
species would continue to be excluded from the affected areas of the Scioto
River, below the Jackson Pike WWTP and below the Southerly WWTP.
Under the two-plant alternative, water quality should improve which in
turn would have a favorable impact on aquatic biota and habitat. Sensitive
species that currently inhabit the area should persist and increase in
abundance. New species may move into the area and increase community
diversity. However, more sensitive species may suffer due to marginal DO
levels immediately below each of the two treatment plants. In addition, the
continuing negative impacts of general urban runoff and pollutant loads from
the Whittier Street CSO will prevent free biological recovery in the Central
Scioto.
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The one-plant alternative would impact aquatic habitat and biota due to
the elimination of the discharge at Jackson Pike, the increase in discharge at
Southerly, and the placement of four 78-inch sewer pipes across the Scioto
River near Southerly.
The elimination of the Jackson Pike discharge would decrease the flow in
the Scioto River between Jackson Pike and Southerly. Under critical low flow
conditions, a significant loss of benthic habitat area would result. This
condition could dissrupt spawning, feeding, and migratory activities of the
fish. Furthermore, as previously discusssed under low flow conditions the
loss of the Jackson Pike discharge could result in degraded water quality
conditions which in turn would have negative impacts on aquatic biota.
Under normal flow conditions, the elimination of the Jackson Pike WWTP
discharge would result in improved water quality conditions to the extent that
this effluent affects water quality. These improvements would result in
favorable aquatic community responses.
The increased discharge at the Southerly WWTP would result in an increase
in the length of the river affected by the DO sag. Degradation of aquatic
communities can be expected in the vicinity of the DO sag.
Construction across the Scioto River would have localized, short-term
impacts on aquatic biota and habitat. Impacts will stem primarily from
increases in sediment transport and deposition downstream of the construction
site. Fish would suffer fewer short-term impacts than benthos as they can
avoid the construction site, but stresses and mortalities should be expected.
Increased turbidity would also temporarily damage habitat of species which use
pools due to lowered oxygen levels caused by organic loads associated with
eroded soils. The distance affected and the degree of stress would depend on
the amounts of sediment which would be displaced; however, mitigation
techniques should minimize impacts.
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Endangered Species
Terrestrial endangered species should not be affected by the no action
alternative. However, the aquatic endangered species habitat would suffer due
to continued degradation of water quality. Several federal and state
designated endangered and rare fish have been sighted in the Central Scioto
River mains tern within the past five to seven years, and those species would
most likely be disturbed. The degraded habitat would prevent their
populations from growing in the affected areas.
Small populations of other endangered or rare fish live in tributaries to
the Scioto River where water quality is better. The Central Scioto River
mainstem potentially could provide habitat for these species if water quality
was improved. Continued degradation of water quality would decrease the
chances for these fish to expand their ranges into the Scioto River.
Endangered aquatic species should benefit from implementation of the two-
plant alternative. Improvements in water quality should allow the endangered
fish species that have been identified in the Scioto River to increase in
number and allow the species inhabiting tributaries to expand their ranges.
Specific information on the tolerances of these species to turbidity and
lowered DO is not available, preventing an assessment of the conditions under
which these species would establish permanent breeding populations. Increased
habitat for feeding, however, should benefit populations.
Long-term impacts of the one-plant alternative stem from: 1) modified
water quality below Jackson Pike and Southerly, and 2) reduction in flow
between the Jackson Pike and Southerly WWTPs.
Below Jackson Pike, water quality would be somewhat improved under most
flow conditions. These improvements may encourage rare, threatened, and
endangered aquatic fauna to increase in range and abundance entering the
Scioto River from tributaries or less impacted river areas further downstream.
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Under the one-plant alternative, however, the critical low flow
conditions will be the limiting factor on re-colonization of the Upper Scioto
River (between Jackson Pike and Southerly) by rare, threatened, and endangered
species. Because of the nearly 90 percent reduction in river flows during low
flow conditions, residual DO demands from other upstream sources will result
in degraded water quality in shallow, still pools during warm weather. Under
these conditions, the sensitive species will be reduced or eliminated,
cancelling the benefits to water quality which will occur under higher flow
conditions.
The nearly 90 percent reduction in river flows between Jackson Pike and
Southerly under low flow conditions, will exert additional negative impacts on
aquatic fauna due to the physical effects of reduced flows and diminished
habitat area. Reduced velocities associated with low flow could stress some
species and possibly limit their range. Because many of the species feed in
riffles, drying out of riffles also could hinder the movement of these species
into the affected river segment.
Table 5 summarizes the technical and environmental evaluations.
8. PREFERRED PLAN
Based on the technical and environmental evaluations, the two plant
alternative is recommended as the preferred plan.
Implementation of two-plant alternative requires the following actions:
o Upgrade the Jackson Pike WWTP to treat an average flow of 80 MCD and a
peak process flow of 100 MGD.
o Upgrade the Southerly WWTP to treat an average flow of 74 MGD and a
peak process flow of 131 MGD.
o Complete the north end of the Interconnector Sewer to allow Jackson
Pike flows to be diverted to the Southerly WWTP when flows exceed 100
MGD.
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TABLE 5 ONE PLANT/TWO PLANT COMPARISON
CRITERION
PRESENT WORTH
COSTS
RELIABILITY
FLEXIBILITY
EASE OF
IMPLEMENTATION
EASE OF OPERATION
AND MAINTENANCE
SURFACE WATER
QUALITY
SURFACE WATER
FLOWS
AQUATIC BIOTA
ENDANGERED
SPECIES
ONE-PLANT
X
TWO-PLANT
X
X
X
X
X
X
X
X
X-
PREFERRED ALTERNATIVE
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» Construct new headworks at Jackson Pike rated at a capacity of 100 MGD
which include screening, pumping, and grit removal.
Modify the existing aeration basins at each plant to operate in the
semi-aerobic mode.
Add tvo new aeration basins to the existing Center Train at the
Southerly WWTP.
Replace the existing rectangular clarifiers at the Southerly with six
new circular clarifiers.
Add two new rectangular clarifiers to the B Plant at Jackson Pike.
Construct chlonnation, dechlorination, and post aeration facilities
at both Jackson Pike and Southerly.
Modify the four existing decant tanks at Southerly to be utilized as
gravity thickeners.
Construct three new gravity thickeners at Jackson Pxke.
Add one new centrifuge for thickening at both Jackson Pike and
Southerly.
Rehabilitate the existing anaerobic digesters at both Jackson Pike and
Southerly.
Add two new dewatering centrifuges at Southerly.
Solids disposal will be accomplished at Southerly in the following
manner:
50 percent of the solids will be incinerated and the ash landfilled.
The two most recently installed incinerators will be utilized. It is
not recommended that the older incinerators be renovated.
25 percent of the solids will be composted at the Southwesterly
Composting Facility. The compost will be marketed as a soil
conditioner.
25 percent of the solids will be land applied on nearby farmland.
Solids disposal will be accomplished at Jackson Pike in the following
manner.
XXli
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50 percent of the solids will be incinerated and the ash landfilled.
The two existing incinerators should be renovated.
50 percent of the solids will be land applied on nearby farmland.
The preferred plan does not incorporate measures to deal with combined
sewer overflows. A detailed CSO study LS required to determine a cost-
effective solution to CSO problems within the planning area.
xxiii
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TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY i
1. PURPOSE AND NEED FOR ACTION 1-1
1-1 PROJECT BACKGROUND 1-1
1-2 PURPOSE AND NEED FOR PROJECT 1-6
1-3 DECISION TO PREPARE A SUPPLEMENTAL EIS 1-7
1-4 DESCRIPTION OF THE GRANT APPLICANT'S PROPOSED ACTION .... 1-8
1-5 ISSUES 1-9
1-6 EIS PROCESS AND PUBLIC PARTICIPATION 1-12
2. ENVIRONMENTAL SETTING 2-1
2.1 NATURAL ENVIRONMENT 2-1
2.1.1 Atmosphere 2-2
2.1.2 Water 2-5
2.1.3 Land 2-18
2.1.4 Biota 2-23
2.2 MAN-MADE ENVIRONMENT 2-54
2.2.1 Income 2-55
2.2.2 Public Service 2-60
2.2.3 Public Finance 2-74
2.2.4 Cultural Resources ......... .... 2-78
3. EXISTING FACILITIES 3-1
3.1 JACKSON PIKE WASTEWATER TREATMENT PLANT 3-1
3.1.1 Major Interceptors 3-1
3.1.2 Preliminary Treatment (O.S.I.S. Flows) 3-3
3.1.3 Major Treatment Processes .............. 3-3
3.1.4 System Performance 3-5
3.1.5 Present Condition of Plant 3-12
xxiv
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TABLE OF CONTENTS (Continued)
Page
3.2 SOUTHERLY WASTEWATER TREATMENT PLANT 3-13
3.2.1 Major Interceptors 3-13
3.2.2 Interconnector Pump Station 3-14
3.2.3 Treatment Processes 3-14
3.2.4 System Performance 3-19
3.2.5 Present Condition of Plant 3-26
3.3 COMBINED SEWER OVERFLOWS 3-26
3.4 SOUTHWESTERLY COMPOSTING FACILITY 3-30
4. EVALUATION OF WASTEWATER MANAGEMENT DESIGN FACTORS 4-1
4.1 PLANNING PERIOD 4-2
4.2 POPULATION 4-2
4.2.1 Existing Population 4-3
4.2.2 Population Projections 4-5
4.3 LAND USE PATTERNS 4-10
4.4 WASTEWATER FLOWS AND LOADS 4-17
4.4.1 Existing Wastewater Flows 4-17
4.4.2 Existing Wastewater Loads 4-29
4.4.3 Projected Flows and Loads 4-32
4.4.4 Comparison of EIS and Facility Plan Flows and Loads . 4-34
4.5 COMBINED SEWER OVERFLOWS 4-37
5. ALTERNATIVES 5-1
5.1 COMPREHENSIVE WASTEWATER MANAGEMENT ALTERNATIVES 5-7
5.1.1 No Action Alternative 5-7
5.1.2 Upgrade Jackson Pike and Southerly, Provide Wet Stream
Treatment and Solids Handling at Both Plants 5-8
5.1.3 Upgrade Jackson Pike and Southerly, Provide All Solids
Handling at Southerly 5-9
5.1.4 Eliminate Jackson Pike, Upgrade and Expand Southerly . 5-9
XXV
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TABLE OF CONTENTS (Continued)
Page
5.2 INTERCONNECTOR/HEADWORKS OPTIONS 5-9
5.2.1 Interconnector 5-9
5.2.2 Headworks 5-12
5.3 BIOLOGICAL PROCESS OPTIONS 5-15
5.3.1 Semi-Aerobic 5-16
5.3.2 Trickling Filter Processes 5-19
5.3.3 Conventional Activated Sludge 5-23
5.4 SOLIDS HANDLING 5-27
5.4.1 Sludge Production 5-27
5.4.2 Unit Processes 5-30
5.4.3 Sludge Management Options 5-39
5.5 SUMMARY OF ALTERNATIVES AND OPTIONS 5-57
6. DETAILED ANALYSIS OF ALTERNATIVES 6-1
6.1 ENGINEERING EVALUATION 6-2
6.1.1 Interconnector/Headworks Component . 6-3
6.1.2 Biological Process Component . 6-6
6.1.3 Solids Handling 6-10
6.1.4 One-Plant vs. Two-Plants 6-15
6.1.5 User Costs 6-28
6.2 ENVIRONMENTAL CONSEQUENCES - PHYSICAL ENVIRONMENT 6-31
6.2.1 Surface Water Quality 6-31
6.2.2 Surface Water Flow 6-46
6.2.3 Groundwater 6-50
6.2.4 Air Quality/Odor 6-54
6.2.5 Soils/Prime Agricultural Land 6-67
6.3 ENVIRONMENTAL CONSEQUENCES - BIOLOGICAL ENVIRONMENT 6-69
6.3.1 Terrestrial and Wetland Biota/Habitat 6-69
6.3.2 Aquatic Biota/Habitat 6-73
6.3.3 Endangered Species/Habitat 6-79
6.3.4 Conclusions ..... 6-83
XXVI
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TABLE OF CONTENTS (Continued)
6.4 ENVIRONMENTAL CONSEQUENCES - HUMAN ENVIRONMENT 6-85
6.4.1 Planning and Land Use 6-85
6.4.2 Noise 6-86
6.4.3 Public Health 6-87
6.4.4 Energy Use 6-88
6.4.5 Economics and Employment 6-88
6.4.6 Historic/Archaeologic Resources 6-89
6.4.7 Recreation 6-90
6.4.8 Transportation 6-91
6.4.9 Conclusions 6-92
6.5 ENVIRONMENTAL CONSEQUENCES - SECONDARY IMPACTS/INDUCED GROWTH 6-93
6.5.1 Secondary Impacts: Growth and Development 6-93
6.5.2 Secondary Impacts: Air Quality/Climate 6-96
6.5.3 Secondary Impacts: Water Quality 6-100
6.5.4 Secondary Impacts: Community Facilities 6-103
6.5.5 Conclusions 6-111
6,6 CONCLUSIONS ON ALTERNATIVES 6-112
7. PREFERRED PLAN 7-1
7.1 DETAILED DESCRIPTION OF PREFERRED PLAN 7-1
7.1.1 Interconnector/Headworks 7-1
7.1.2 Wet Stream Treatment 7-5
7.1.3 Sludge Management 7-6
7.2 IMPACTS OF THE PREFERRED PLAN 7-14
7.2.1 Financial Impacts 7-14
7.2.2 Environmental Impacts 7-14
7.3 COMBINED SEWER OVERFLOW 7-29
XXVI1
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TABLE OF CONTENTS (Continued)
INDEX
REFERENCES
APPENDIX A - BRIEFING PAPER NO. 1 - WASTEWATER FLOWS AND LOADS
APPENDIX B - BRIEFING PAPER NO. 2 - SOLIDS HANDLING
APPENDIX C - BRIEFING PAPER NO. 3 - BIOLOGICAL PROCESS SELECTION
APPENDIX D - BRIEFING PAPER NO. 4 - O&M AND CAPITAL COSTS
APPENDIX E - BRIEFING PAPER NO. 5 - COMBINED SEWER OVERFLOWS
APPENDIX F - BRIEFING PAPER NO. 6 - ONE-PLANT VS. TWO-PLANT
APPENDIX G - GRAPHS OF STORET DATA FOR DO, BOD, AND AMMONIA
APPENDIX II - TABLES OF ENDANGERED SPECIES
APPENDIX I - SITES AND STRUCTURES IN THE COLUMBUS AREA LISTED ON
THE NATIONAL REGISTER OF HISTORIC PLACES
APPENDIX J - ARCHAEOLOGIC BACKGROUND
APPENDIX K - POPULATION PROJECTIONS AND METHODS
APPENDIX L - DRAFT CRITIQUE OF WATER QUALITY MODELING ISSUES
APPENDIX M - USEPA, WATER QUALITY BRANCH, MEMORANDUM ON COLUMBUS
WATER QUALITY MODEL
APPENDIX N - THE INFRASTRUCTURE PROJECT 1985 - 1986
FINAL REPORT: EXECUTIVE SUMMARY
APPENDIX 0 - SEIS DISTRIBUTION LIST
XXV 111
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LIST OF FIGURES
Figure Page
1-1 Planning Area 1-2
2-1 General Soil Map of Franklin County, Ohio 2-21
2-2 Comparison of Segment Mean Composite Index Values of the
Middle Scioto River Mains tern 2-27
2-3 Composition of the Fish Community by Number in the Central
Scioto River Mainstem 2-34
2-4 Composition of the Fish Community by Weight in the Central
Scioto River Mainstem 2-35
2-5 Longitudinal Trend of the Mean (and Standard Error) Composite
Index in the Central Scioto River Mainstem 2-37
2-6 Longitudinal Trend of the Mean C^SE) Number of Species/Zone
in the Central Scioto River Mainstem 2-38
2-7 Comparison of Mean (and Standard Error) Composite Index Values . 2-39
2-8 Number of Benthic Macroinvertebrate Taxa 2-49
2-9 Columbus Water System ............. 2-64
2-10 Sewer Truck Design vs. Industrial Park Sites 2-66
2-11 School District Boundaries 2-71
3-1 Columbus Metropolitan Area Interceptors and Treatment Facilities 3-2
3-2 North End Interconnector 3-4
3-3 Jackson Pike WWTP Flow Schematic 3-6
3-4 South End Interconnector 3-15
3-5 Southerly WWTP Flow Schematic 3-16
3-6 Location of Combined Sewer Overflows 3-29
xxix
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LIST OF FIGURES (Continued)
Figure Page
4-1 Planning and Service Area Boundaries 4-9
4-2 Water Service Areas 4-12
4-3 High Growth Areas 4-16
4-4 Diurnal Flow Variations 4-25
4-5 Diurnal Flow Variations for Dry Weather 4-27
5-1 South End Interconnected Option A 5-11
5-2 South End Interconnector Option B ....... 5-13
5-3 Semi-Aerobic Process 5-17
5-4 Semi-Aerobic Process Modes of Operation 5-18
5-5 Trickling Filter/Activated Sludge 5-21
5-6 Trickling Filter/Solids Contact 5-22
5-7 Single-stage Activated Sludge 5-24
5-8 Two-Stage Activated Sludge 5-26
5-9 Jackson Pike Existing Sludge Management Schematic 5-28
5-10 Southerly Existing Sludge Management Schematic .... 5-29
5-11 Jackson Pike Option JP-A Sludge Management Schematic 5-41
5-12 Jackson Pike Option JP-B Sludge Management Schematic 5-43
5-13 Jackson Pike Option JP-C Sludge Management Schematic 5-45
5-14 Southerly Option SO-A Sludge Management Schematic . 5-47
5-15 Southerly Option SO-8 Sludge Management Schematic 5-48
5-16 Southerly Option SO-C Sludge Management Schematic 5-50
5-17 Southerly Option SO-D Sludge Management Schematic 5-52
xxx
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LIST OF FIGURES (Continued)
Figure Page
5-18 Southerly Option SO-E Sludge Management Schematic 5-54
5-19 Southerly Option SO-F Sludge Management Schematic ....... 5-56
6-1 Southerly One-Plant Site Layout 6-17
6-2 Southerly Two-Plant Site Layout 6-20
6-3 Jackson Pike Two-Plant Site Layout 6-24
6-4 Non-Attainment Areas for Total Suspended Participates 6-58
6-5 Locations of Potential Odor Sources in Southern Franklin County 6-62
7-1 Reconmended Plan Flow Schematic 7-2
7-2 Jackson Pike WWTP Flow Schematic 7-3
7-3 Southerly WWTP Flow Schematic 7-4
XXXI
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LIST OF TABLES
Table Page
1 NPDES Final Effluent Limits Jackson Pike WWTP lii
2 NPDES Final Effluent Limits Southerly WWTP iv
3 Summary of Alternatives and Options ... ix
4 Alternative Cost Summary xiv
5 One-Plant/Two-Plant Comparison xx
2-1 Selected Climatologies! Data for Columbus, Ohio 2-3
2-2 USEPA & Ohio EPA Ambient Air Quality Standards 2-4
2-3 Air Quality Data for the Franklin County Local Area 2-6
2-4 Noteworthy Natural Terrestrial Areas . 2-23
2-5 Location and Description of the Six River Segments 2-28
2-6 Overall Composition of the Fish Community in the Central
Scioto River Mainstem 2-30, 31
2-7 Species Group Designations Used to Assess Community
Composition Patterns in the Mainstem Scioto River and
Major Tributaries 2-32
2-8 Metrics and Numerical Rankings Used in the Index of
Biotic Integrity 2-41
2-9 Index of Biotic Integrity (IBI) Scores for the Scioto River
Mainstem 2-42
2-10 Incidence of Lesions, Tumors, Fin Erosion, and External
Parasites Among Individual Fish Collected in Six Segments
of the Scioto River 2-45
2-11 Industries of Franklin County (1982) 2-57
2-12 Columbus MSA Employment (1978-1983) Trends 2-58
2-13 Per Capita Income Levels for the Columbus MSA 2-59
2-14 Per Capita Taxes by County 2-75
xxxii
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LIST OF TABLES (Continued)
Table Page
2-15 Columbus Annexations Since 1986 2-76
3-1 Jackson Pike Existing Facilities 3-7, 8
3-2 1985 Operating Data Jackson Pike WWTP 3-9
3-3 Jackson Pike WWTP 1985 Performance Data 3-10
3-4 Jackson Pike WWTP Nitrification Data - 1985 3-11
3-5 Southerly WWTP Existing Facilities 3-17, 18
3-6 Southerly WWTP 1985 Operating Data 3-20
3-7 Southerly WWTP 1985 Performance Data 3-21
3-8 Southerly WWTP Nitrification Data - 1985 3-22
3-9 Southerly WWTP Flow Data 3-25
3-10 Summary of Bypass and CSO Locations in the Columbus
Planning Area ............... 3-28
3-11 Southwesterly Compost Facility Operating Data 3-33
4-1 I960 Demographic Profile for the Columbus Area 4-4
4-2 Population and Per Capita Income by Political Subdivision . . 4-6
4-3 Population Projections for the State of Ohio and the Counties
in the Columbus Service Area 4-7
4-4 Population Projections for Columbus 4-8
4-5 Municipalities and Other Entities that have Sewer Service
Contracts with Columbus ................... 4-11
4-6 Residential Plats by Municipality or Township, 1980-1982,
Franklin County ..... 4-14
4-7 1985 Water Pumpage vs. Wastewater Flow 4-21
4-8 Industrial and Commercial Flow Estimates 4-24
XXXI11
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LIST OF TABLES (Continued)
Table Page
4-9 1985 Estimated Flow 4-24
4-10 1985 and 1986 BOD and TSS Loads 4-31
4-11 1985 Flows and Loads . 4-32
4-12 1985 Per Capita/Connection Flows and Loads 4-33
4-13 1988 Projections 4-35
4-14 2008 Projections 4-35
4-15 Comparison of Design Flows and Loads ...... 4-36
4-16 2008 Recommended Flows and Loads 4-37
5-1 Solids Analysis 5-31
5-2 Summary of Alternatives and Options ............. 5-58
6-1 Interconnector/Headworks Costs . 6-4
6-2 One-Plant Biological Process Costs 6-8
6-3 Two-Plant Biological Process Costs 6-9
6-4 Cost Comparison of Sludge Management Options
(Southerly One-Plant) 6-12
6-5 Cost Comparison of Sludge Management Options
(Southerly Two-Plant) 6-13
6-6 Cost Comparison of Sludge Management Options
(Jackson Pike Two-Plant) 6-13
6-7 Southerly One-Plant Required Facilities 6-18, 19
6-8 Southerly Two-Plant Required Facilities 6-21, 22
6-9 Jackson Pike Two-Plant Required Facilities 6-25, 26
6-10 Alternative Cost Summary 6-23
6-11 Service Charge Estimates 6-29
XXXIV
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LIST OP TABLES (Continued)
Table Page
6-12 Median Family Income for the United States, Ohio,
Franklin County, and Columbus in 1969 - 1979 6-30
6-13 Mitigation on Sewer Line (Interconnector) 6-42, 43, 44
6-14 Surface Water flows in the Olentangy and Scioto Rivers at
Columbus, Ohio 6-49
6-15a Estimates of Pollutants Generated Per Ton of Sludge
Incinerated 6-55
6-L5b Projected Air Pollutant Emissions Associated with the
No Action Alternative 6-55
6-15c Projected Air Pollutant Emissions Associated with the
Two-Plant Alternative 6-56
6-15d Projected Air Pollutant Emissions Associated with the
One-Plant Alternative 6-56
6-16 Potential Odor Sources in Southern Franklin County, Ohio . . * 6-59, 60, 61
6-17 Annexations that have Occurred in Columbus 1984-1986 6-97
6-18 Current and Projected Levels of Total Suspended
Particulates Due to Population Growth 6-98, 99
6-19 Percent Improvements by Site Category 6-99
(
6-20 Current Levels of Service 6-107
6-21 School District Information 1985-1987 6-109
6-22 One-Plant/Two-Plant Impacts Comparison 6-113, 114, 115
6-23 One-Plant/Two-Plant Comparison 6-116
7-1 Jackson Pike Wet Stream Process Design Criteria ....... 7-7, 8
7-2 Southerly Wet Stream Process Design Criteria ......... 7-9, 10
7-3 Jackson Pike Solids Handling Design Criteria 7-12
7-4 Southerly Solids Handling Design Criteria 7-13
xxxv
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LIST OP FRBPARERS
This Draft Environmental Impact Statement (SEIS) is published by the
Environmental Impact Unit of the U.S. Environmental Protection Agency (USEPA),
Region V. The Draft Environmental Statement (DBS) which forms the basis of
this SEIS was prepared under contract to USEPA by Science Applications
International Corporation (SAIC), McLean, Virginia, and Triad Engineering
Incorporated, Milwaukee, Wisconsin. Staff from USEPA, SAIC, and Triad
Engineering involved in preparation of the DES/DEIS included:
U.S. Environmental Portection Agency
Rita Bair
Dale Luecht
Project Monitor
Chief, Environmental Impact Unit
Science Applications International Corporation
Geoffrey Kay
Carl Mitchell
Hunter Loftin
Candy Bartoldus
Margaret Kerr
Cindy Hughes
Marlene Stern
Dennis Borum
Dorothy LaRusso
David Hair
Teresa Dowd
April Hood
Audrey Knight
Kim Finch
Debbie Ryan
Alena Motyka
Tricia Codd
Project Administrator, Biologist
Planner
Hydrologist
Biologist
Biologist
Editor
Biologist
Bibliographer, Editor
Transportation Analyst
Civil Engineer
Planner, Socioeconomist
Planner, Socioeconomist
Planner, Socioeconoraist
Planner, Socioeconomist
Air Quality Analyst
Information Specialist
Project Coordinator
xxxv i
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Triad Engineering Incorporated
Thomas Meinholz
Rick Fulk
Michael Sylvester
£d Manning
Renee Beggan
Mark Miller
Steve Lepak
Tom Robak
Project Manager, Senior Engineer
Senior Engineer
Senior Engineer
Senior Engineer
Project Engineer
Planner, Editor
Project Engineer
Project Engineer
xxxvii
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CHAPTER 1. PURPOSE AND NEED FOR ACTION
1.1 PROJECT BACKGROUND
This Supplement Environmental Impact Statement (SEIS) addresses plans
submitted by the city of Columbus, Ohio, to meet wastewater treatment needs in
the Columbus Facilities Planning Area (FPA). The planning area includes
essentially all of Franklin County and portions of surrounding counties. The
planning area boundaries were reconfirmed by the Ohio Environmental Protection
Agency (EPA) in a letter to the city of Columbus on October 23, 1986. This
approved planning area is depicted in Figure 1-1.
The city of Columbus, owns and operates two major wastewater treatment
facilities. The Jackson Pike Wastewater Treatment Plant (WWTP) in southwest
Columbus was constructed in the late 1930's with an original hydraulic design
capacity of approximately 115 MGD. The Southerly WWTP is located 8.5 miles
south of downtown Columbus. The Southerly plant was constructed in 1967 with
a hydraulic design capacity of 100 MGD. Both of these plants discharge to the
Scioto River.
Formal facilities planning for the Columbus metropolitan area was
initiated on October 3, 1974, when the city contracted with Malcolm Pirnie,
Inc., for preparation of a facilities plan. On December 12, 1974, a Step 1
grant application to request Federal Funds to conduct planning and a plan of
study were submitted to the Ohio EPA. The plan of study was subsequently
approved, and a grant was made to the city by USEPA on September 23, 1975.
In 1976, the city of Columbus prepared the Columbus Metropolitan
Facilities Plan for wastewater management up to the year 1995. The 1976
facilities plan concluded that the most cost-effective solution to improved
wastewater treatment was rehabilitation and expansion of both Jackson Pike and
Southerly wastewater treamtent plants. Since then, the following studies and
reports on the Columbus, Ohio, wastewater treatment system have been prepared:
1-1
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JACKSON PIKE WWTP
SOUTHERLY WWTP
APPROXIMATE SCALE' 1 INCH - 4.12 MILES
SOUTHWESTERLY COMPOST FACILITY
PLANNING AREA BOUNDARY -
FIGURE 1-1
PLANNING AREA
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USEPA Environmental Impact Statement Reports
- Draft Environmental Impact Statement (EIS) - February 1978
- Evaluation of the Wastewater Treatment Process Proposed for
Columbus, Ohio, in the Draft EIS - July 1978
- Final EIS - June 1979
USEPA - Advanced Waste Treatment Task Force Review - 1979
Columbus Metropolitan Area Facilities Plan Update prepared in the
following segments:
Segment 1 - Interim Solids Handling Facilities - 1980
Segment 2 - Long-term Solids Handling Facilities - 1982
Segment 4 - Combined Sewer Overflow - 1983
Segment 5 - Blacklick Interceptor - 1981
Design Finalization Overview Team (DFOT) Review Report - May 1984
Columbus Metropolitan Area Facilities Plan Update Report - December
1984
» Draft Central Scioto River Mainstem Comprehensive Water Quality Report
August 1983 - (Revised February 1985)
Revised Facilities Plan Update - September 1985
Municipal Compliance Plan - September 1985
After reviewing the original facilities plan, the USEPA initiated
preparation of an EIS. The 1979 Final EIS contained recommendations for wet
stream treatment and solids handling that differed from the recommendations of
the original facilities plan. It primarily focused on the selection of
additional mainstream treatment and solids handling facilities at Jackson Pike
and Southerly WWTP's as well as construction of separate sanitary sewer
interceptors within the Columbus planning area. The 1979 EIS made the
following recommendations:
Completion of the Interconnector Sewer between the Jackson Pike WWTP
and Southerly WWTP.
1-3
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Installation of facilities for the addition of metal salt coagulant to
the raw wastewater and the influent to the clanfiers for phosphorus
removal flexibility at the Southerly and Jackson Pike plants.
Utilization of a two-stage wastewater treatment concept which includes
trickling filters followed by activated sludge at the Jackson Pike
plant.
Continued use of the single-stage activated sludge process at the
Southerly plant.
Pretreatraent and regulation of brewery flows.
Effluent filters, that are capable of treating 80 to 85 percent of the
hydraulic capacity, at each plant,
Expansion of the chlorine disinfection capacity and addition of post
aeration and declorination processes at Jackson Pike and Southerly.
Optimum utilization of existing sludge handling facilities, two
operable sludge incinerators at each plant, and additional dewatenng
equipment.
Investigation and implementation of alternatives to incineration.
Based on future flexibility considerations and dissatisfaction with the
performance of the thermal conditioners, the 1979 EIS included a recommenda-
tion for continued testing of a chemical conditioning-belt press system as a
possible alternative for the production of an autogenous sludge cake. It was
stated that thermal conditioning could be abandoned in favor of this new
method in the future depending on advances in belt press dewatering
technology.
The 1979 EIS did not recommend completing the sludge line. Blather, it
was recommended in the EIS that additional facility planning be conducted to
evaluate alternative solids handling options. The alternatives suggested by
the EIS included strip mine reclamation projects, composting, and land
application. Upon implementation of an alternative disposal technique,
incineration would become a backup system.
1-4
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The 1979 EIS evaluated 11 subareas for connection to the Columbus sewer
system. Only 3 (Minerva Park, Blacklick, and Rocky Fork) had a documented
need for sewer service. The EIS recommended that additional facility planning
was required in the remaining 8 subareas to establish the need for regional
sewers during the planning period.
In order to address the differences in design parameters between the
Draft EIS and original facilities plan, USEPA in the Final EIS required that
Columbus establish a Design Finalization Overview Team (DFOT) "as a separate
but integral part of the Value Engineering Team to review and recommend the
final design parameters of both plants." AWARE, Inc., was selected as the
DFOT by the city in 1982 and the report was completed in May 1984. On July 9,
1984, the city submitted a Plan of Study which set the groundwork for a
facilities plan update. The DFOT Report was not formally reviewed by USEPA or
OEPA, since significant changes were proposed in the Plan of Study for a
Facilities Plan Update.
Approximately 9 years have passed since completion of the original
facilities plan with little implementation of the 1979 EIS recommendations.
Deterioration of the concrete structures and other facilities at the Jackson
Pike WWTP has occurred during this time. (O&M at Jackson Pike was a concern
in the late 1970's.) Recently, the city decided to reevaluate the facilities
plan and introduced the Columbus Metropolitan Area Facilities Plan Update
Report, December 1984, as an update to the original facilities plan. This
plan represents the first time that a single wastewater treatment plant
alternative for Columbus was proposed.
The Revised Facilities Plan Update Report (RFPU), September 1985,
supplements the Facilities Plan Update Report (FPU) and related facilities
planning documents. The specific objectives of the RFPU were: (1) to revise
the recommendations of previous documents based upon revised design parameters
and NPDES permit limits; (2) to present the conclusions and recommendations of
1-5
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planning analyses undertaken since completion of the FPU; (3) to respond to
comments by the OEPA relative to the FPU; and (4) to develop treatment
facilities which would serve the city's needs through the year 2015.
1.2 PURPOSE AND NEED FOR PROJECT
As with most major metropolitan areas, Columbus has experienced a wide
range of air, water, and land pollution control problems. Columbus is
increasingly looking toward its natural resources for recreation and an
improved quality of life. One area of concern to citizens and local officials
is the resolution of environmental problems relating to wastewater management.
The most significant concern centers on water quality.
The quality of the Scioto River is impacted by the effluent from the two
treatment plants and combined sewer overflows (CSO). Currently, the effluent
from Jackson Pike and Southerly does not meet ammonia and BOD standards set by
their respective National Pollutant Discharge Elimination System (NPDES)
permits. In addition, during periods of wet weather (high groundwater
resulting from rain or snow melt) clear water enters the sanitary system and
is conveyed to the treatment plant. The Jackson Pike and Southerly WWTPs are
unable to treat the increased flow and bypass it directly to the Scioto River.
In order to reduce the overloading of the system, overflow points were
established in the combined sewer area where both sanitary and stormwater are
collected in the same pipe. During periods of wet weather these combined
sewer overflows discharge untreated wastewater directly to the Scioto River.
According to the 1979 EIS, this can occur up to SO times a year.
Finally, the most significant need for action relates to the Clean Water
Act which currently mandates that all wastewater treatment facilities be in
compliance with NPDES permit limits by July 1, 1988.
1-6
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1.3 DECISION TO PREPARE A SUPPLEMENTAL EIS
USEPA is required to prepare a supplemental EIS in accordance with 40 CFR
1502.9(c) which states:
(c) Agencies
(1) Shall prepare supplements to either draft or final environmental
impact statements if:
(i) The agency makes substantial changes ^n the proposed action
that are relevant to environmental concerns; or
(li) There are significant new circumstances or information relevant
to environmental concerns and bearing on the proposed action or
its impacts.
(2) May also prepare supplements when the agency determines that
the purposes of the Act will be furthered by doing so.
(3) Shall adopt procedures for introducing a supplement into its
formal administrative record, if such a record exists.
(4) Shall prepare, circulate, and file a supplement in the same
fashion (exclusive of scoping) as a draft and final statement
unless alternative procedures are approved by the Council.
Given that the Columbus project involved 1) substantial changes in the
proposed action and possible significant environmental impacts associated with
those changes; and 2) new information which raises substantial concerns not
addressed in the original EIS, it was reasonable and prudent for USEPA to
proceed with the preparation of a supplemental EIS.
Federal funding for wastewater treatment projects is provided under
Title II of the Federal Water Pollution Control Act. The dispersal of
Federal funds to local applicants or communities is made via the Municipal
Wastewater Treatment Works Construction Grants Program administered by USEPA.
If a community chooses to construct a wastewater collection and treatment
system with USEPA grant assistance, the project must meet all applicable
requirements of the Grants Program. The Clean Water Act (CWA) stresses that
the most cost-effective alternative is the one that will result in minimum
1-7
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total resource costs over the life of the project, as well as meet federal,
state, and local requirements. Nonmonetary costs also must be considered,
including social and environmental factors. The analysis for choosing the
cost-effective alternative is based on both capital costs and operation and
maintenance costs for a 20-year period. Selection of the most cost-effective
alternative must also consider social and environmental implications of the
alternative. An alternative with higher monetary costs but lesser social and
environmental impacts may be selected over an alternative that has low
monetary costs but undesireable environmental impacts.
1.4 DESCRIPTION OF THE GRANT APPLICANT'S PROPOSED ACTION
The proposal by the applicant, the city of Columbus, for wastewater
treatment was submitted as the 1985 Revised Facilities Plan Update (RFPU) and
includes the following major elements:
The Jackson Pike Wastewater Treatment Plant (WWTP) would be phased out
of service by 1993, with flows transported to the Southerly WWTP
through the completion of the existing Interconnector Sewer.
The Southerly Wastewater Treatment Plant would be enlarged to treat
all wastewater flow from the service area until the year 2015.
The design average wastewater flow is 178 MGD with a peak process flow
of 300 MGD. Wastewater flows in excess of 300 MGD would be settled
and chlorinated prior to discharge. Peak flow of up to 430 MGD may be
generated from a CSO control program.
The proposed treatment facilities would use a semi-aerobic process.
The disposal of solids would be through composting and land
application, with incineration as back-up.
The RFPU proposes to divert wastewater flows from Jackson Pike to
Southerly via completion of the north end of the Interconnector Sewer and
modification at the south end. They also propose to abandon the existing pump
station and force main at the south end of the Interconnector and replace it
with a 156-inch diameter gravity interceptor to the Southerly WWTP. The
1-8
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gravity crossing of the Scioto River would consist of four 78-inch parallel
lines placed beneath the river bed.
The 1985 RFPU recommends that the Jackson Pike Wastewater Treatment Plant
would be abandoned in the early 1990's and wastewater flows be conveyed to an
expanded and upgraded Southerly paint for treatment and discharge.
The RFPU also states that combined sewer overflow control is not
warranted based upon water quality modeling and sampling results. As required
in the NPDES Permit, the city intends to continue to monitor overflows.
The RFPU also proposes abandoning the existing headworks at Southerly and
replacing it with a new headworks designed for a peak hydraulic flow of
430 MGD and peak process flow of 300 MGD.
Composting and land application are proposed as the primary methods of
solids disposal although incineration facilities would be maintained for
contingency puposes.
1.5 ISSUES
During the review of the Revised Facilities Plan Update, a number of
possible significant environmental impacts were addressed. These issues were
the subject of USEPA's action to issue a Notice of Intent (June 11, 1986).
The environmental impacts that were identified include:
Impacts expected from the fulfillment of the population projections
and development for the planning area.
The reliability of the Southerly WWTP needs to be evaluated in the EIS
process. (The ability of Southerly to meet its NPDES limits was a
major concern in the original EIS due to the unique problems it has
experienced from the Anheuser-Busch (AB) BOD loadings). An analysis
needs to be done to verify the reliability of the currently proposed
treatment process to effective meet NPDES limits.
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The concerns about the water quality and stream use impacts related to
a one-plant discharge and other upstream and downstream impacts.
The alternatives for environmentally acceptable sludge treatment and
disposal.
* The induced growth and secondary environmental effects of an expanded
Southerly WWTP.
The cost-effective treatment of combined sewer overflow as an integral
part of the system.
The RFPU covered a. 30-year planning period (1985-2015), however, federal
regulations require a LFSEPA review and cost-effective decision based upon a
20-year planning period. Within the city's 30-year planning period, four
phases were contemplated.
Phase 1: Upgrade Jackson Pike and Southerly treatment plants in order to
meet Clean Water Act requirements of permit compliance by
July 1, 1988. These components are detailed in the Municipal
Compliance Plan with a construction schedule. The proposed
improvements were estimated to cost $147,241,718. A list of
these improvements is provided below.
Southerly WWTP Jackson Pike WWTP
Sitework Aeration Tanks
Preaeration Chlorine Tanks
Primary Settling
Aeration Tanks
Secondary Settling Interconnector
Effluent Filters*
Chlorine Tanks Interconnector (North Segment)
Dilution Water Pumps
Gravity Thickeners
Dewatering Centrifuges
Sludge Cake Storage
Lime Stabilization
Primary Electrical Dist.
I&C
deleted from the plan
Phase 2: The improvements required during this phase are needed to stay in
compliance. The city's recommendation calls for abandoning Jackson
Pike with its replacement of capacity at Southerly by 1993.
1-10
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Phase 3: This phase addresses facilities and sizing to accommodate
combined sewer overflows.
Phase 4: If population projections increase as expected, additional
capacity and interceptors will be needed at Southerly beginning
in 2000. This phase addresses facilities needed for this
growth.
USEPA has prepared this SEIS based on facilities that existed as of 1985.
This base was used since the completed NEPA review in 1979 recommends
different conclusions than the 1985 Revised Facilities Plan Update. The
planning period used is 1988 - 2008. The USEPA review was conducted as it
would have been had the city sought Federal review and compliance with NEPA
prior to undertaking the construction in 1986. Although the city was required
to attain NPDES permit limits by 1988, that requirement does not change the
base for analysis under the Construction Grants Program.
This SEIS will not refer to the Columbus project phases since the city
has not completed facilities planning for their Phases 3 and 4, but will
emphasize the facilities required for a 20-year solution of wastewater
treatment needs. With this as a given the scope of this SEIS was limited to
the 20-year needs of the Columbus FPA without design for CSO capacity of
future interceptors. USEPA's analysis determined the cost-effective
alternative for treating dry weather flows to identify potential grant awards
consistent with the proposed facilities.
During the development of this SEIS including data gathering on the
facilities plan update, USEPA has funded two grant requests which were
consistent with the 1979 EIS. Both of these actions were reaffirmations which
determined that those facilities were consistent with the cost-effective
two-plant alternative as identified by the 1979 EIS. These actions approved: 1)
construction at Southerly of 3000 feet of interceptor sewer (north end
Interconnector) between the existing Jackson Pike and Southerly treatment
plants, along with construction at Southerly of chlorine contact tanks,
dechlorination, and post aeration facilities (1986); and 2) rehabilitation at
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Southerly of the existing grit removal and primary settling tanks, new final
clarifiers, instrumentation and control for both the final clarifiers and
existing aeration tanks, and necessary site restoration (1987).
1.6 EIS PROCESS AND PUBLIC PARTICIPATION
On July 22, 1986, the USEPA held two sessions of the Scoping Heeting in
Columbus after the decision to prepare a supplemental EIS was annouced in the
Notice of Intent of June 11, 1986. The Scoping Heeting, which was advertised
to the general public and public officials, was held to gather public input in
developing the scope of issues to be addressed in the EIS. This draft SEIS is
being circulated for public comment (the distribution list for the draft SEIS
is contained in Appendix 0). A public hearing is scheduled for USEPA to
receive comments in person on the draft SEIS. Following the close of a 45-day
comment period, the final SEIS will be prepared which will incorporate the
results of public input on the draft SEIS. The initial mailing lists, any
additional requestors, and those who will comment on this SEIS will receive
copies. After a comment period following the final SEIS, USEPA will issue a
Record of Decision (ROD) identifying the cost-effective, environmentally
sound alternative for the Columbus FPA. This ROD will then form the basis for
any funding decisions by the USEPA.
1-12
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2. ENVIRONMENTAL SETTING
The environmental setting, for purposes of description and analysis, can
be defined as the natural environment and the man-made environment. The
natural environment includes the land and underlying geologic structure; the
air, water, and mineral resources; and the naturally occurring vegetation and
animal life. The man-made environment includes the structures man has built
for shelter, transportation, industry, commerce, and recreation. In
describing the man-made environment certain characteristics are important,
such as: land use patterns, demographic and economic characteristics, the
exploitation of natural resources, and the degradation of air and water
quality that has been encouraged by technology, urbanization, and an
aggressive attitude toward the natural environment. The presentation of land
use patterns and demographic characteristics are presented in Chapter 4 as
design criteria. The following discussions present more of the conditions of
the environment at the onset of this review.
2.1 NATURAL ENVIRONMENT
Located in central Ohio, the study area includes the city of Columbus,
Ohio; most of the 552 square mile area of Franklin County, including numerous
satellite communities; and a portion of Delaware County near the Hoover
reservoir. Columbus, the capital of Ohio and a major commercial and
industrial center, is located in the central portion of the county. This
urban area accounts for 20 percent of Franklin County and contains over
one-half of the Scioto River Basin population. The remaining, primarily
rural, land is utilized mainly for agriculture, including the grazing of
cattle.
In this section, the following characteristics are described:
Atmosphere
Water
Land
Biota.
2-1
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2.1.1 Atmosphere
2.1.1.1 Climate
The climate of Franklin County may be characterized as continental. The
region is subject to invasions of continental, polar air masses from central
and northwest Canada during winter, and tropical, Gulf air masses in summer
and occasionally in fall and winter. Precipitation is abundant, about
37 inches, and is distributed rather evenly throughout the year. The maximum
monthly precipitation total was 10.7 inches and the greatest 24-hour rainfall
rate was 4.8 inches. The snow season lasts from December through February,
with 5 to 7 inches falling during each of these months. Annual snowfall
totals average 28 inches, but have varied from 5 to 47 inches. The maximum
amount to fall in one month was 29 inches.
Winds, for the most part, are from the south-southwest at 9 mph, with a
high frequency of calms or low wind speeds. Wind direction frequency varies
considerably throughout the year, as evidenced by the frequently changing
weather patterns. Damaging winds and local flooding sometimes occur during
thundershowers. An average of 42 thunderstorms occur during the year, most
frequently during the late spring and summer months. Additional climate data
is provided in Table 2-1.
2.1.1.2 Air Quality
The city of Columbus lies within the Metropolitan Columbus Intrastate Air
Quality Control Region (AQCR) as designated by USEPA. The region is subject
to National Ambient Air Quality Standards (NAAQS) and to standards imposed by
the State of Ohio Environmental Protection Agency (Ohio EPA has designated
standards identical to the NAAQS). These standards are listed in Table 2-2.
Areas where the NAAQS are not being attained are designated non-
attainment areas. In such areas, the State is required to develop permit
requirements which will bring the area into compliance with the NAAQS.
Specifically, new or modified sources locating in these regions must obtain a
high degree of emission control and obtain emission reductions, offsets, or
tradeoffs for problem pollutants. Currently, portions of Columbus are
designated non-attainment for total suspended particulates.
2-2
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TAKE 2-1. S1ECIH) aJM&OLOGICAL DKEA R» OOmfflUS, OHIO
Precipitation in Inches
Water Equivalent
Month
(Yrs. in Record)
J
F
M
A
M
J
J
A
S
0
N
D
TR
Normal
(97)
2.87
2.32
3.44
3.71
4.10
4.13
4.21
2.86
2.41
1.89
2.68
2.39
37.01
Maximum
Monthly
(36)
8.29
4.33
9.59
6.36
9.11
9.75
9.46
7.%
6.18
5.24
5.40
5.07
9.75
HJTVjinin
Monthly
(36)
0.53
0.38
0.61
0.67
1.61
1.25
0.48
0.58
0.51
0.11
0.80
0.46
0.11
MaYiniBn
in 24 hrs.
(28)
4.81
2.15
3.40
2.37
2.72
2.93
3.82
3.79
2.02
1.87
2.05
1.63
4.81
Show, Ice Pellets
Normal
(29)
7.0
5.9
5.2
0.8
<0.1
0.0
0.0
0.0
O.I
0.1
2.8
5.9
27.7
MayiiTim
Monthly
(28)
18.4
156
13.5
7.1
<0.1
0.0
0.0
0.0
<0.1
1.3
15.2
17.3
18.4
rt-pn iiijni
in 24 Hrs.
(28)
7.2
8.9
8.6
6.3
<0.1
0.0
0.0
0.0
4D.1
1.3
8.2
8.7
8.9
Wind
MeanVird
Speed M.P.H.
(26)
10.3
10.5
10.8
10.2
8.6
7.5
6.7
6.4
6.8
7.6
9.5
9.8
8.7
Prevailing
Direction
(14)
ssw
NW
SSU
WW
S
SSU
ssv
ttv
S
S
S
V
SSU
# of days
Thunder-
storms
(36)
O.5
1
2
4
7
8
8
6
3
1
1
O.5
42
Notes:
Annual extremes have been exceeded at other sites in the locality as follows: maximum monthly precipitation 10.71 inches in
January 1937; minium monthly precipitaion 0.10 inches in October 1924; maximum monthly snowfall 29.2 inches in February 1910.
Information extracted from data compiled by the National Climatic Center.
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TABLE 2-2. USEPA AM) OHIO EPA AMBIENT AIR QUALITY SBNMRDS*
Pollutant
Dutation
Restriction
Maxinun Allowable
Concentrations**
Primary
Secondary
Total Suspended Annual geometric
Particulates mean
Not to be exceeded
75 ve/m3 60 UB/m
24-hour concentration Not to be exceeded more
than once per year
Sulfur Dioxide Annual arithmetic mean Not to be exceeded
260 vg/m 150 i«/m3
80ng/nf
(0.03 ppm)
24-hour arithmetic
mean concentration
3-hour arithmetic
mean concentartion
Not to be exceeded more
once per year
Not to be exceeded more
than once per year
(0.14 ppm)
1300
(0.5 ppm)
Carbon Monoxide
Ozone
Nitrogen Dixoide
Lead
8-hour arithmetic
mean concentration
1-hour mean
concentration
1-hour mean
concentration
Annual arithmetic
mean
3-month arithmetic
mean concentration
Not to be exceeded more
than once per year
Not to be exceeded more
than once per year
Not to be exceeded on more
than one day per year,
average over three years
Not to be exceeded
Not to be exceeded
10 ng/m3
(9.0 ppm)
40mg/m3
(35.0 ppm)
0.12 ppm
(244 IB/HI )
0.53 ppm
100 ng/m3)
1*5 uz/nt
Notes:
Primary standards are established for the protection of public health
Secondary standards are established for the protection of public welfare
*UEEPA and Ohio EPA Air Quality Standards are identical
**400 CFR 50.4 - 50.12
***Air Quality Guidelines
Ug/m3 = micrograms per cubic meter
ppm = parts per million
iqg/m3 = milligrams per cubic meter
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The Ohio EPA has established numerous air quality monitoring stations
throughout the State. Within the Columbus AQCR, the following pollutants are
monitored: TSP at 16 sites, PH-10 (particulate matter of less than 10 micron
diameter) at one site, lead at two sites, sulfate at one site, sulfur dioxide
at six sites, oxides of nitrogen at one site, carbon dioxide at three sites,
and ozone at three sites. Data for sites in and around Franklin County are
summarized in Table 2-3.
2.1.1.3 Odors
Southern areas of Franklin County have been plagued by ambient odors for
many years. The 1979 EIS noted that one positive impact of the proposed
project would be the reduction of odors that plagued the Jackson Pike and
Southerly WVTPs. To date, many odor complaints have still been made to local,
State, and Federal agencies. It appears that the main cause of odor in the
area is the Southwesterly Composting Facility.
Southwesterly Composting was first put into service in August 1980. The
first known registered complaint was filed in January of 1981. A subsequent
study by Ohio EPA confirmed that "...objectionable odors are frequently
emitted from the facility" (Ohio EPA 1981). In particular, the process of
sludge mixing and breaking of an incompletely composted pile were felt at that
time to be the operational causes of the objectionable odors. In addition, it
has been stated by several individuals that the type of odor is easily
distinguishable, e.g., a septic sewage odor is attributed to the primary
clarifiers and/or anaerobic digesters at the Southerly Waste Water Treatment
Plant (WWTP); a burnt ash sewage odor is attributable to the incinerators at
Southerly WWTPj and finally, an earthy sewage odor is attributable to the
Southwesterly Composting Facility (McCarthy 1986). Similar descriptions have
been offered by Maxwell (1986) and Bonk (1986).
2.1.2 Water
2.1.2.1 Hydrology
The two wastewater treatment plants (WWTPs) that are the subject of this
environmental review (Jackson Pike and Southerly) are located on the Scioto
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TABLE 2-3. AIR QUALITY DATA FOR THE FRANKLIN COUNTY LOCAL AREA
Pollutant
(Units)
Avg . Time
TSP
(ug/m3 )
Annual
TSP
(ug/m3 )
24-Hr
S02
(ug/m3 )
Annual
S02
(ug/m3)
24-Hr
S02
(ug/m3)
3-Hr
CO
(mg/m3)
1-Hr
CO
(mg/in3 )
8-Hr
NOx
(ug/m3)
Annual
OZONE
(ug/m3 )
1-Hr
LEAD
(ug/m3)
3-Mo
Year
1985
1984
1983
1985
1984
1983
1985
1984
1983
1985
1984
1983
1985
1984
1983
1985
1984
1983
1985
1984
1983
1985
1984
1983
1985
1984
1983
1985
1984
1983
Columbus
57
71.7
67.9
184
209
229
37.3
64.3
40.4
170
260
224
339
572
828
12.6
16.1
18.4
7.2
10.2
9.8
46.7
44.4
42.8
225
212
231
0.35
0.62
0.57
Franklin Grandview
Co. Heights
34.6 45.8
41.8 48.9
41.1 48.7
93 116
104 127
127 154
20.1
18.1
90
71
190
193
Grove
City
38.6
41 .8
39.8
93
99
120
The maximum values of several downtown sites has been reported.
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River. The Scioto River is a major tributary of the Ohio River, originating
in northwestern Ohio (vest of Kenton) and floving 135 miles southeast to the
Ohio River at Portsmouth. The river basin drains 6,510 square miles in 31
counties of central and southern Ohio.
The study area in Franklin and Pickavay Counties, is part of the Central
Scioto River Basin. This basin is located on a flat glacial till plain with
the mainstern floving from north to south and its tributaries following well-
defined gorges. The Scioto River enters Columbus from the northwest, joins
with the Olentangy River within the City, and then flows south. To contain
erosion and flooding, the river channel within Columbus has been modified,
reinforced with concrete, and bounded by levees.
North of Columbus, the Scioto River is somewhat incised, with a substrate
alternating between exposed limestone bedrock and largely silt/muck deposits.
However, south of the city, the river valley is broad and poorly defined,
flowing over a buried valley filled with glacial outwash material (mostly
coarse sand and gravel). In this area, the channel is typical of a large
compound river, exhibiting meanders and riffle-pool sequences. Flooding in
this area covers extensive areas of the floodplain (OEPA 1983).
There are two major Scioto River tributaries in the study area. They are
the Olentangy River (543 square miles) entering roughly five miles upstream of
the Jackson Pike VUTP, and Big Valnut Creek (557 square miles) entering about
one mile downstream of the Southerly WTP.
The major tributaries affecting the water quality of the Scioto River
between Columbus and Circleville are the Olentangy River (confluence at RM
132.2); Big Valnut Creek (confluence at RM 117.2), with its tributaries Alum
Creek and Blacklick Creek; Valnut Creek (confluence at RM 102.1); and Big
Darby Creek (confluence at RM 100.8). Flow summaries and water quality
characterizations for these Scioto River tributaries are provided in the
following discussions. These discussions are excerpted from the most recent
305(b) reports (biennial water quality reports prepared by the individual
States).
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* Qlentangy River
The Olentangy is crucial to the Scioto River because it provides the
only guaranteed release below Griggs Reservoir, and thus during
critical low flow periods may be the only source of dilution to the
Jackson Pike WVTP. A minimum flow of 5 cfs is required leaving
Delaware Reservoir above the town of Delaware, but flow almost always
exceeds this minimum. Low flow into the Scioto from the Olentangy
usually exceeds 19 cfs and almost never drops below 10 cfs. Effluent
from the Delaware WVTP enters the Olentangy River, at RH 24.8, and
affects water quality for a short distance downstream. However, this
does not significantly degrade water quality at the confluence with
the Scioto River. Nevertheless, water quality in the lower 10 miles
of the Olentangy is rated FAIR (OEPA 1986b) and the last half-mile
before entering the Scioto received a POOR rating. The ratings are
based on low faunal diversity indices and violations of fecal
coliform, iron, and lead water quality standards. Combined sewer
overflows and urban runoff from Columbus have been noted as the major
causes of the poor water quality. Dissolved oxygen usually exceeds
7.0 mg/1, but the Columbus Consolidated Environmental Information
Document (URS Dalton 1986) reports violations of DO standards (5.0
mg/1) during low flow conditions. Elevated nitrate levels have also
been reported and may contribute to the DO problem.
Big Walnut Creek
The water quality of the lower segment of this creek, before it enters
the Scioto, was not rated in the 305(b) report. The two main
tributaries into this creek, Blacklick and Alum Creeks, both have
water quality problems. Blacklick Creek is given a FAIR rating due to
serious violations of water quality standards for dissolved oxygen,
ammonia, and fecal coliform. Blacklick Estates WVTP is currently the
major source of degradation, although the Reynoldsburg WVTP also
discharged into this creek in the past. Alum Creek is given a GOOD
rating, but the lower portion (below the two reservoirs) is subject to
urban point source and nonpoint source pollution, as is Big Walnut
Creek downstream of the Alum Creek confluence. Sporadic dissolved
oxygen and total iron WQS violations have been reported in these
areas, but data are insufficient to assess overall water quality.
Walnut Creek
Although the upper reaches of Walnut Creek have exhibited some water
quality problems, due to effluents from Crown Zellerbach and the
Baltimore WWTP, the lower 24.3 mile section leading to the confluence
with the Scioto River is rated GOOD in the 305(b) report. Fish and
macroinvertebrate community indices reflected good water quality, with
a possible decline reflected in the macroinvertebrates downstream of
RM 5.5. This decline may have been due to the effects of organic
enrichment from nonpoint source runoff from agricultural lands. The
CWQR (OEPA 1986a) reports violations of total iron water quality
standards near the mouth of Walnut Creek, which could also reflect
agricultural runoff (iron bound to eroded soil). The reported
dissolved oxygen concentrations always exceeded 5.0 mg/1.
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* Big Darby Creek
This tributary is characterized as having exceptional water quality in
the 30 mile segment upstream of its confluence with the Scioto River
(OEPA 19865). Concentrations of nitrogen compounds, total phosphorus,
and BOD vere relatively low and not indicative of problems. Heavy
metals concentrations were indicative of point and nonpoint sources
but did not reflect severe loadings problems. Dissolved oxygen
concentrations generally were high.
The Olentangy River floodplain is narrow, with an average width of about
1,500 feet. The river flows through a gorge section, from north of Worthing-
ton upstream to Delaware, Ohio. It has an average slope of 6.2 feet per mile.
The river stretch in that portion of the study area north of the Jackson
Pike VVTP is interrupted by two major impoundments, three low head dams on the
Scioto River, and one impoundment on the Olentangy River. These structures
supply Columbus with drinking water sources, flood control, and recreational
sites. They are discussed below in upstream-to-downstream order.
0'Shaughnessy Reservoir was built in 1924. The area of the seven mile
long pool is 829 acres. The concrete spillway is 70 feet high and
1,005 feet long. The dam is located at RM 148.8.
The Julian Griggs Reservoir was built in 1905 for water supply. The
six-mile-long reservoir is also popular for power boating and a park
and marina exist along the shoreline. The concrete ogee dam is 33
feet high and 500 feet long. It is located at RM 138.8.
The Dublin Road Vater Treatment Plant withdraws water from behind a
low head dam about 17.7 feet high by 310 feet long. The dam is at RM
133.4.
The Delaware Reservoir is located on the Olentangy River. Completed
in 1951, the reservoir primarily serves as flood control although the
conservation pool is operated to provide five cubic feet per second
during low flow conditions to preserve downstream water supply and
pollution abatement uses. The Olentangy River joins the Scioto at RM
132.3.
The Main Street Dam is a low head dam 15.7 feet high and 545 feet
wide. It creates a pool for a downtown park. The pool is not used to
control releases downstream. The dam is at RM 131 (OBPA 1983).
The Greenlawn Avenue Dam, like the Main Street Dam, is not used for
water conservation. It is a low head dam 11 feet high, 422 feet wide
and is located at RM 129.6.
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The flow regime of the Scioto River can be characterized by river dis-
charge data taken at United States Geological Survey (USGS) gaging stations.
However, in analyzing this data for current river discharges, the period of
record considered roust recognize the effect of flood control and water supply
impoundments, the most recent of which is the Delaware Dam (constructed in
1951). These impoundments have a moderating effect during flood conditions
reducing peak downstream discharges. During low flow conditions, water supply
withdrawals have occasionally resulted in no discharge passing the Dublin Dam;
Scioto River flows downstream are then supplied solely by Delaware Dam
releases on the Olentangy River.
The primary source of river flows is from precipitation with the greatest
amount of precipitation occurring from February to July and the least amount
from August to January. Previous studies indicate a certain amount of ground-
water inflow to the river during low flow periods (OEPA 1983).
Of the water bodies in the study area, low flow conditions are the most
critical on the Scioto River. Columbus is authorized, by a 1913 statute, to
divert all flows of the Scioto River for the purpose of maintaining the public
water supply. Since the Griggs Reservoir and the Dublin Dam were designed for
public water supply, this statutory authority has resulted in occasional "no
flow" conditions over the Dublin Dam. The only assured water sources during
low flow periods are from the Delaware Reservoir and the two WWTPs.
The Corps of Engineers has guaranteed a minimum release of 5 cfs from the
Delaware Reservoir, to preserve water supply and water quality uses making the
Olentangy the principal source of dilution water for the Columbus VWTPs under
extreme low flow conditions. The Jackson Pike WTP can contribute as much as
98 MGD (85 MGD on average) of discharge to the Scioto River Study area, which
represents 90 to 95 percent of the extreme low flow discharge in the river
stretch between the two WWTPs. Downstream of Southerly WVTP, Big Walnut Creek
and other tributaries provide additional water inflow.
According to the Federal Emergency Management Agency's (FEMA) Flood
Insurance Study for Franklin County and the City of Columbus, the floodplain
of the Scioto River can be divided into two fairly distinct topographic
2-10
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subdivisions: a gorge section, with narrow valleys, from the Delaware County
line to approximately Interstate Highway 670 (crossing just north of
Valleyview); and an alluvial section with wide floodplains and rolling
uplands, from the Interstate Highway 670 crossing downstream to the Pickaway
County line. Floodplain development along the Scioto River is extensive,
varying from residential to industrial.
The Olentangy River flows south through Franklin County and joins the
Scioto River near the southeasterly corporate limits of Grandview Heights,
within the Columbus metropolitan area. The land along the Olentangy River
floodplain is mostly open area and farm land in the upper reaches of Franklin
County. However, the lower several miles of the river, from Worthington to
the mouth, are mainly developed. Major transportation arteries, with their
associated bridges and interchanges, lie adjacent to the stream. Many indus-
trial and research facilities, several wholesale and retail distribution
centers and several park areas adjoin the Olentangy in the lower reaches.
Very little land adjacent to the stream along the lower three miles is
available for future development.
The history of flooding along the Scioto River, and particularly along
the Olentangy River, indicates that a major flood can occur during any season.
However, the majority of floods have occurred during the period from January
to March and have usually been the result of spring rains and/or rapid snow-
melt. The worst floods of this century occurred on March 25, 1913; in January
1952j and on January 21-22, 1959.
In response to the flood of 1913, flood protection measures were imple-
mented. The Scioto River channel improvement project widened the channel,
constructed levees and revetments, and increased bridge spans. After the 1959
flood, Dry Run levee was raised and strengthened, and a levee was constructed
along Dublin Road. In 1951, Olentangy River flows were regulated, for the
first time, by the Delaware Dam and Lake Project. Although the areas along
the Scioto River protected by levees would probably be safe from minor flood-
ing events, the extent of major flooding events, such as the 100-year flood,
would be unlimited, as if the levees were not present.
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2.1.2.2 Groundwater
Groundwater quality analyses are available from the USGS and the Ohio
Department of Health for inorganic chemical characteristics, but organic
analysis data are limited. In 1985, the Ohio EPA began testing the ground
water quality of four large radial veils used to provide the City of Columbus
with roughly 10 percent of its drinking water supply. In 1987, a regular
program of testing these four veils is expected to begin (Button 1986).
2.1.2.3 Surface Water Quality
The Scioto River from O'Shaughnessy Reservoir (RK 148.8) to Chillicothe,
Ohio (RM 70.7) is a moderately polluted, turbid, warm water stream fed by
several tributaries of similar or better quality. The most significant water
quality impact is observed belov the two Columbus wastewater treatment plants,
at river miles (RM) 127.1 and 118.4. Previous studies (1980-1982) have
described degraded conditions measured in chemical/physical water quality
parameters and biological indices, below the two treatment plants. Despite
continued improvement over the past two decades, a substantial part of the
river between Columbus and Circleville does not yet meet the goals of the
Clean Water Act. Less severe problems occur downstream from Circleville and
upstream from Griggs Dam (RM 138.8) and in the Olentangy and Scioto Rivers
adjacent to Columbus. The problems in Griggs Reservoir and in the Olentangy
are primarily due to runoff and/or combined sewer overflow (CSO).
In the Scioto River, low levels of dissolved oxygen have historically
been the greatest problem associated with the two wastewater plant discharges
(Jackson Pike and Southerly). Improvements made in these treatment facilities
in the last 20 years have contributed to improvements in water quality down-
stream. The most noted water quality improvement has been increased dissolved
oxygen levels. Appendix G presents graphs of STORET data for DO, BOD5, and
NH3+NH~-N (ammonia) from 1971 to 1986 at six stations between the Jackson Pike
WWTP and Circleville. Regressions on each graph (dashed line) indicate a
general trend of improving conditions (increasing DO, decreasing BODS and
decreasing ammonia) over the referenced time period.
2-12
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Flow records from a USGS station just downstream from the Jackson Pike
wastewater treatment plant indicate wide fluctuations in flow, with a minimum
of 47 cfs and a maximum of 68,200 cfs during the period from October, 1920
through September, 1985 (Shindel, et al. 1986). The impact of wastewater
treatment facilities on water quality is highest during periods of critical
low flow.
The O'Shaughnessy and Griggs Reservoirs, upstream from Columbus, are a
source of drinking water for the City. As Columbus is authorized to divert
the entire flow of the Scioto River for public water supply, during periods of
critical low flow there may be little or no water flowing over the dam at the
Dublin Road water treatment plant (RH 133). Under these flow conditions, the
Scioto River relies upon its confluence with the Olentangy River (RM 132.3) to
replenish its flow, at a minimum of 5 cfs (regulated at Delaware Dam). During
critical low flow periods, the input from the Olentangy provides the only
upstream dilution to the Jackson Pike UWTP (RM 127.1).
The Scioto River between Columbus and Circleville is greatly affected by
wastewater discharge from the city of Columbus. The combined discharge from
the two Columbus wastewater treatment plants (Jackson Pike at RM 127.7 and
Southerly at RM 118.4) constitutes up to 95 percent of the total discharge of
the river during low flow periods. The effects of point and nonpoint pollu-
tion sources on Scioto River water quality have been demonstrated in the CWQR
(OEPA 1986a), based on instream chemical and physical data from 1980-1982.
The most notable negative impacts occurred downstream from the Jackson Pike
tfWTP. Dissolved oxygen (DO), BOD5, total Kjeldahl nitrogen (TKN), nitrate
(N03-N), total phosphorus (P-T), and total zinc (Zn-T) concentrations
reflected heavy loadings of domestic and commercial/industrial pollutants.
Dissolved oxygen (DO) is reported to exhibit the classic decline and
recovery downstream from both the Jackson Pike and Southerly WWTPs (OEPA
1986a). However, the data presented in the CWQR do not support this observa-
tion. Instead, these data suggest a steady decline in DO downstream from
Jackson Pike, with recovery beginning at least 10 miles downstream from
Southerly and continuing to Chillicothe (RM 70.9). At times, DO concentra-
tions drop at Circleville (RM 102.1). There may be a slight increase in DO at
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RM 115.3, three miles downstream of the Southerly WWTP, probably reflecting
the input from Big Walnut Creek at RM 117.2. Lov dissolved oxygen levels are
considered the overriding water quality problem in this portion of the Scioto
River, although conditions have improved over the past two decades and are
anticipated to continue improving. This improvement is the result of
increasing DO and decreasing BOD5 loading in the VWTP effluents. However,
over the past 5 years (1980-1985), the occurrence of WQS violations for DO
(i.e., concentration of less than 5 mg/1 mean or less than 4 mg/1 minimum) has
not steadily declined, according to a frequency analysis of daytime DO data
(OEPA 1986a).
Ammonia creates an oxygen demand, thereby lowering DO concentrations in
receiving waters. On this basis, the CWQR attributes improved DO conditions
in the Scioto, in part, to the significant reduction in ammonia loading from
the two WWTPs over the past two decades. However, a frequency analysis of
ammonia data between 1980 and 1985 reveals that there was not a substantial
improvement in ammonia levels between 1980 and 1985 (OEPA 1986a).
Concentrations exceeding 2.0 mg/1 were not unusual downstream from the WWTPs
and concentrations exceeding 1.0 mg/1 were common (30-50 percent of the
measurements).
The major input of ammonia is from the two WWTPs. A sharp increase in
ammonia concentrations occurs just downstream of the Jackson Pike WWTP,
followed by a gradual decline to the Southerly WWTP, where a small increase
occurs, and then a progressive decline downstream to Circleville. Ammonia
concentrations between Jackson Pike and Southerly often exceed 1.0 mg/1 and
annual maxima may exceed 3.0 mg/1. Downstream of Circleville, concentrations
are usually between 0.2 mg/1 and 1.0 mg/1.
Upstream of the WWTPs, ammonia concentrations remain less than 1.0 mg/1
and often fall to less than 0.2 mg/1. The major source of ammonia in that
portion of the river is runoff and CSO outfalls to the Olentangy and the
Scioto mainsterns.
2-U
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Ammonia is one of several nitrogen species which exert a DO demand.
Total Kjeldahl nitrogen (TKN) is often used as a measure of collective DO
demand due to nitrogen. TKN concentrations in the Scioto follow the same
general distributional pattern as ammonia, with the tvo WWTPs providing the
major inflow.
Nitrate nitrogen (N03-N) concentrations reflect both point and nonpoint
sources. Upstream from Griggs Dam, both the Griggs Reservoir and the
O'Shaughnessy Reservoir are enriched with nitrogen, presumably from agri-
cultural runoff. Concentrations in excess of 4.0 mg/1 are not uncommon and
violations of the WQS for drinking water (10.0 mg/1) have been reported.
However, much of this water is withdrawn at the Dublin Road water treatment
plant. Consequently, NO}-N concentrations downstream of the waterworks dam
(RM 133) are reduced due to the diluting effect of water entering from the
Olentangy River, which exhibits lower nitrate levels (N03-N =2.3 mg/1).
Downstream from Jackson Pike, ambient river nitrate concentrations rise
markedly to concentrations of greater than 5 and even of up to 10 mg/1 during
periods of low flow. Nitrate concentrations steadily decline downstream from
the initial increase caused by the Jackson Pike WWTP effluent. Vastewater
input from the Southerly WVTP does not have a marked effect on ambient nitrate
concentrations, although it may retard the rate of decline downstream.
Nitrate contributions from the WWTPs have increased over the past several
years due to improved nitrification practices adopted for the purpose of
reducing ammonia levels in the effluent.
Total phosphorus (P-T) concentrations are almost exclusively related to
point source input. The major contribution comes from the Jackson Pike WWTP
where ambient river concentrations rise dramatically, usually in excess of
1.0 mg/1 and often to greater than 2.0 mg/1. Downstream from the Jackson Pike
WVTP spike, concentrations decline steadily but never drop quite as low as
upstream levels.
The most commonly found heavy metals in the Scioto are zinc, lead,
copper, and iron. Cadmium, chromium, and nickel are found less frequently.
Total zinc (Zn-T) concentrations in the river are significant, however, zinc
2-15
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rarely exceeds the WQS (300 ug/1). The Zn-T distribution reflects the impact
of the Jackson Pike WVTP and, to a lesser extent, urban nonpoint sources.
Concentrations are at their maximum near Jackson Pike and decline progres-
sively downstream.
Total lead (Pb-T) and iron (Fe-T) increase slightly in a downstream
direction through the study area. Both reflect primarily nonpoint source
input. Iron is associated with both agricultural and urban runoff and is
strongly bound to suspended solids, while lead is associated primarily with
urban runoff. WQS violations have been frequently reported for iron, but
violations of the 30 ug/1 WQS for Pb-T have been minimal. Total copper (Cu-T)
distribution reflects inputs in the Columbus and Circleville areas, but in
general the levels are fairly low.
Vater Quality Ratings of River Segments
The 305(b) report lists six segments of the Scioto mainstern in the study
area. They are rated as follows:
O'Shaughnessy Dam to upstream from the Olentangy River confluence (RM
148.8-132.4) - GOOD: High nutrient loads but low algal density char-
acterized this section. Other physical/chemical water quality param-
eters were good, and fish and macroinvertebrate indices reflected
background conditions, although increasing stress was evidenced in
Griggs Reservoir.
Olentangy River confluence to Prank Road (RM 132.2-127.7) - PAIR:
Both fish and macroinvertebrate communities reflected structural and
sublethal stresses due mainly to contributions from urban nonpoint
sources and combined sewer overflows, and the partially impounded
nature of this segment causing elevated contaminant levels in trapped
sediments.
Frank Road to confluence of Walnut Creek (RM 127.7-106.1) - FAIR/GOOD:
Most extensive chemical/physical and biological water quality degra-
dation occurred in this segment, but rating has been upgraded from
POOR to FAIR/GOOD because 1985 sampling revealed full or partial
attainment of biological potential (based on species diversity
indices) at several locations.
Confluence of Walnut Creek to confluence of Big Darby Creek (RM 106.1-
100.8) - GOOD: Good assemblage of fish and macroinvertebrates
reflected near complete recovery of upstream impacts, with improve-
ments continuing through 1985.
2-16
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Confluence of Big Darby Creek to near Delano (RM 100.8-78.3) - FAIR:
Fish and macroinvertebrate communities improved over previous years.
Slight stresses were still apparent, but diminished downstream. In
1981, there was judged to be a potential for impact from complex toxic
substances downstream from Circleville. In 1984-1985, almost complete
recovery of fish and macroinvertebrate communities was reported
between RM 100.8 and 99.7.
Near Delano to Bridge Street in Chillicothe (RM 78.3-70.7) - GOOD:
Fish and macroinvertebrates typical of organically enriched warm-water
river.
Surveys of fish and macroinvertebrate communities have been used as
indices of water quality (OEPA 1986a; OEPA 1986b; Olive 1971). Diversity
indices are most commonly used and serve as one basis for classifying water
quality in the 305(b) report (OEPA 1986b). In both the CWQR (OEPA 1986a) and
the 305(b) reports, improvements in species diversity vere noted as indicative
of improving water quality conditions in the Scioto River between Columbus and
Circleville. These biotic changes were attributed to overall increases in DO,
due to upgraded water treatment practices.
It was also noted in the CWQR that improved diversity has been accom-
panied by the reappearance of pollution-intolerant fish species (including
several sport fish). However, an increase in external anomalies (e.g.,
lesions, fin erosion) has also been recorded. An attempt has been made to
associate the anomalies with the effects of low oxygen on intolerant species,
and the CWQR predicted that the incidence of anomalies will decrease as DO
continues to increase. However, this prediction overlooks the potential
effect of chemical contaminants, such as chlorine, heavy metals and various
organic chemicals, to which external and internal anomalies are usually
linked.
Fecal coliform bacteria are commonly used as raw sewage tracers. Over
the past decade, there has been a general decline in fecal coliform concen-
trations in the segment of the Scioto River between the Jackson Pike WWTP and
Circleville. However, this decrease is in large part attributed to increased
chlorination at the VUTPs. Consequently, the fecal coliform count can no
longer be reliably used as an indicator of raw sewage. Further, increased
chlorine is a water quality concern which can have an impact on the river
fauna (including, for example, external anomolies).
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2.1.3 Land
2.1.3.1 Topography and Physiography
The Columbus planning area includes the city of Columbus, Ohio, most of
Franklin County, and small adjacent portions of Delaware, Licking, Fairfield,
and Pickavay Counties. The topography of the study area is characterized by
level to rolling relief, with altitudes ranging from 1130 feet above sea level
in the northeast to 665 feet above sea level along the southern border.
The major stream valleys in the northern portion of Franklin County run
parallel to each other, converging towards the centrally located valley of the
Scioto River, Tributaries of the Scioto River include the Olentangy River and
Darby, Walnut, Blacklist!, and Alum Creeks. The Scioto River gradient within
the Facilities Planning Area (FPA) averages about 4.4 feet per mile.
2.1.3.2 Surficial and Bedrock Geology
The FPA is located within the glaciated till plain of Central Ohio
(Goldthwait et al. 1961). The Till Plains section of the Central Lowlands
physiographic province constitutes about four-fifths of Franklin County.
Formed when preglacial features were buried by glacial deposits, the Till
Plains are flat except in areas adjacent to streams. The remaining one-fifth
of Franklin County is occupied by the Appalachian Plateau rising eastward near
Big Valnut Creek from an escarpment of north-south scarps and terraces at an
elevation of 800 feet. The general area was glaciated during at least two
different glacial periods. Evidence of Illinoian glaciation has been found in
the form of fine, well-sorted sands in buried valleys beneath the more recent
Wisconsin age glacial till (SCS 1980a). Dominant soils formed in these
deposits are Eldean, Ockley, Varsawy, and Vea soils.
The surface deposits in the FPA are mostly ground moraine. The landscape
has an average of about 50 feet of till over bedrock. There are two distinct
tills within the ground moraine. The northeastern third of the FPA consists
of a medium-lime clay loam till that contains a high percentage of sandstone
and coarse shale fragments from the underlying bedrock. The dominant soils
formed here include Bennington, Cardington, and Pevamo soils. The south-
western two-thirds of the ground moraine consist of a high-lime till that
2-18
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contains a high percentage of limestone and coarse dolomite fragments from the
underlying limestone bedrock. Among the soils formed in this ground moraine
are Kokomo, Celina, and Crosby soils. There are three end moraines in the
FPA: the London Moraine in the southwest corner, the Pickerington Moraine in
the northeast corner, and the Powell Moraine in the extreme southwest corner.
The bedrock underlying the glacial deposits is sedimentary. It has a
north-south strike and a dip of 20 to 30 feet per mile to the east. Ages
range from lover Devonian in the west to lower Mississippian in the east of
the FPA. Lithologies consist of dolomitic limestone, shale, and sandstone.
The Raisin River Formation, dolomitic limestone exposed in places in the
valleys of Big and Little Darby Creeks, is the oldest member of the Devonian
System in the FPA. The formations within the Devonian System to the east are
younger and located above the Raisin River. These include the Columbus and
Delaware Limestones and the Ohio and Olentangy Shales. The limestone is along
the Scioto River Valley and the shale is along the northern Olentangy River
Valley.
The Mississippian System is exposed in the valleys of Big Valnut and
Rocky Fork Creeks. The formations include, from oldest to youngest, Bedford
Shale, Berea Sandstone, Sunbury Shale, and Cuyahoga Sandstone. These
formations occur as alternating beds of shale and sandstone.
The geologic formations that occur near the surface in the Scioto River
Basin are of sedimentary origin. They are comprised of two general classes:
(1) consolidated layers of sandstone and shale, and (2) unconsolidated
deposits of clay, sand, and gravel. Sandstone formations may yield sizable
quantities of water; however, the degree of cementation of the individual
grains and the composition of the formation often deter the flow of water
through the formation. Shale may temporarily store sizable quantities of
water; however, water does not readily pass through it. Water in the glacial
sand and gravel deposits occurs in the pore spaces; therefore, permeability,
thickness, and regional extent of the water-bearing formation determine the
quantity of water available.
2-19
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Limestone bedrock is the principal source of underground vater for the
Mill Creek and Scioto River basins. The Silurian and Devonian carbonates
underlie the entire basin at depths ranging from 1 to more than 220 feet.
Industrial wells developed in these formations have reported yields in excess
of 450 gallons per minute. The southern glacial outwash deposits of the
Sciota River yield more than 200 gallons per day. These relatively thick
lenses of sand and gravel may be recharged by the Scioto River.
2.1.3.3 Soils of the Facilities Planning Area
Soil characteristics influence the design and location of septic tank
systems and landfills as veil as the suitability of sites for land application
of sewage sludge. Soil infiltration rates under different cover conditions,
permeability, land slopes, depth to the bedrock/water table, and the relation
of these factors to the ground vater system determine the suitability of a
site for solid or liquid waste disposal.
The soils have been mapped in detail for the entire FPA (SCS 1977, 1978,
1979, 1980a, 1980bf 1981, 1982). The association map (Figure 2-1) is provided
to convey a general concept of soils in the FPA. The four major soil
associations, covering 75 percent of Franklin County, are described belov.
The Bennington-Pewamo association is characterized as deep, nearly level
and gently sloping, somewhat poorly drained, and very poorly drained soils
formed in medium textured and moderately fine textured glacial till. This
association covers about 29 percent of Franklin County. It is found on
relatively broad flats, depressions, low knolls, and ridges. The soils have
low potential for most building site development and sanitary facilites. The
seasonal wetness, ponding, slow or moderately slow permeability, and low
strength are the main limitations.
The Crosby-Kokomo-Celina association is characterized as deep, nearly
level to sloping, moderately well drained, somewhat poorly drained, and very
poorly drained soils formed in medium textured and moderately fine textured
glacial till. This association covers about 12 percent of Franklin County.
2-20
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FIGURE 2-1. GENERAL SOIL MAP OF FRANKLIN COUNTY, OHIO
-------
It is found on broad flats with depressions, knolls, and ridges. The Crosby
and Kokomo soils have low potential for building site development and sanitary
facilities. Celina soils have medium potential for these uses. Seasonal
wetness, slow or moderately slow permeability, and low strength are the major
land use limitations.
The Crosby-Kokomo association is characterized as deep, nearly level and
gently sloping, somewhat poorly drained, and very poorly drained soils formed
mainly in medium textured and moderately fine textured glacial till. This
association covers about 24 percent of Franklin County. It is found on broad
flats with slight rises, low knolls, and depressions. The soils are mainly
nearly level and gently sloping with sloping areas along some drainagevays.
Most areas have low potential for most building site development and sanitary
facilities. The seasonal wetness, slow or moderately slow permeability, and
ponding are the main limitations to use.
The Kokomo-Crosby-Lewisburg association is characterized as deep, nearly
level and gently sloping, moderately well drained, somewhat poorly drained,
and very poorly drained soils formed in medium textured and moderately fine
textured glacial till. This association covers about 10 percent of Franklin
County. It is found on broad flats with depressions, low knolls, and some
discontinuous ridges. The Kokomo and Crosby soils have low potential for
building site development and sanitary facilities, and the Lewisburg soils
have medium potential for these uses. Soil wetness, slow or moderately slow
permeability, and erosion hazard on the Lewisburg and Crosby soils are the
main limitations.
Most of the soil associations are described as having low potential for
building site development and sanitary facilities. Some of the limitations
can be partially or fully overcome by specially designed facilities. Building
sites could be landscaped for good surface drainage away from foundations and
septic tank absorption fields. In some places artificial drainage can reduce
the wetness limitation and swell potential if proper design and installation
procedures are used.
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2.1.4 Biota
2.1.4.1 Terrestrial Biota
The FPA is situated vithin the Temperate Deciduous Forest Biome. Once
covered primarily by climax beech forest, most of the land in Franklin County
has been cleared for agricultural use. Forested areas which currently cover
only about 5 percent of the county are limited to relatively small scattered
woods, stream bank areas, and floodplains. Table 2-4 identifies several
natural terrestrial areas that have been determined to have unique natural
vegetation.
Dominated by agricultural lands, the FPA is characterized by relatively
low wildlife populations and diversity. With modern agricultural practice, it
is common to plant "fence row to road ditch," leaving little year-round
herbaceous cover, undisturbed breeding habitat, or natural food for wildlife.
Therefore, the principal wildlife habitat in the FPA is provided by the avail-
able farm woodlots and vegetation along streams. Species which are abundant
in the farm fields include the cottontail rabbit, the fox squirrel, the red
fox, and the woodchuck. For these species, the farm land provides adequate
forage, while nearby woods provide protective cover and nesting sites.
Raccoons, weasels, opossums, muskrats, and minks are found in wetland areas
and forests associated with streams and ponds. Species associated with upland
forest habitat, including white-tailed deer, gray squirrels, and gray foxes,
are also found in many parts of the FPA.
Each spring and fall millions of bird migrants of several hundred species
pass through Ohio to and from their breeding grounds. About one-third of
these nest in the west-central region (Thomson 1983). This is the region
which contains the FPA. Once vast forest land, central Ohio is now
predominantly farmland. Those areas which serve to provide habitat include
remaining forests, bogs, tree-lined rivers (e.g. the Scioto River), sewage
treatment ponds, golf courses, airports, quarries, and landfills.
The greatest number of migrant and overwintering waterfowl in Ohio can be
found in the Scioto River watershed. In the northern half of the central
Scioto River basin mallards and black ducks are commonly found nesting, along
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TABLE 2-4. NOTEWORTHY NATURAL TERRESTRIAL AREAS
Area
Location
Description
Blacklick Kooas
n Park
Southwest of
Reynoldsburg
Blendon Woods
Metropolitan Park
Darby Creek
Metropolitan Park
Northeast of
Columbus, along
Route 1(1
East side of
Darby Creek, on
Koebel-Suydajn
Road
riighbanks Sharon Twp. and
Metropolitan Park also Orange Twp.,
Delaware County
Sharon Woods
Metropolitan Park
(Spring Hollow)
flint Ravine
Sharon Twp.
Sharon TWO,
crosses Rt 23
to the Olentangy
River.
Cahana Woods State Jefferson Twp.
Nature Preserve
(Dehlendorf
hoods)
Rocky Fork
Natural Area
Scioto River Bank
at Dublin
Welch's Beech
Woods
Gahanna, 1/2 mi
south of Haven
Corners Rd., on
the west side of
of Taylor Station
Road.
Rocky fort Creek
vicinity
One of the finest un-
spoiled woocia-::s ~-i
central Ohio. A beech-
maple to elff. ash, oan
swamp-forest. Dedicated
as a State Nature Pre-
serve, April 1973.
An area of rough terrain
and second growth timber,
much kept as wilderness
area Upland and swamp
forests.
An upland area of pri-
marily oak-hickory forest.
Eroded hillsides along the
creek provide suitable
habitat for prairie spe-
cies vegetation.
Ohio shale bluff and oak
forest along the East bank
of the Olentangy River.
Dedicated as a State
Nature Preserve, April
1973.
A good beech-maple forest
containing large white
oaks.
A terrain rich in fauna
and flora that has been
kept in a wild state.
A beech-maple and ash
forest with mixed mesophy-
tics, and pin oak, silver
maple and buttonbush swamp
in lower regions. Dedica-
ted January 1974.
A rugged ravine on Kocky
Fork Creek, a tributary
of Big Walnut Creek.
Extends south from The type locality of
Dublin Bridge and Trillium nivale, and also
contains-one of the best
colonies of Thu^a oeci-
dentalis in its native
habitat in central Ohio.
west of U s Rt.
33 ca 1 mile,
including an old
limestone quarry
Washington Twp
and Also Concord
Twp , Delaware
County
Mature beech woods of
exceptional quality on the
Powell Moraine.
Source: Malcolm Pirnie, Inc. July 1976.
2-23
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with some blue-winged teal. On the Scioto River south of Columbus the wood
duck is the principal breeding species.
Nesting habitat requirement for the wood duck are water, mature timber
with suitable nesting cavities and brood cover, all within close proximity.
Vhen nest sites are not available near water the wood duck may nest one to two
miles from the nearest body of water.
Vhen the reservoirs in northern Columbus freeze, many waterfowl fly to
the segment of river below the Jackson Pike WVTP. The warm effluent keeps the
river from freezing, making it attractive as a source of food and protection
to the migrating and residential flocks (Vatts 1987).
A diversity of bird fauna has been observed at the Jackson Pike VWTP.
This site has been identified by Thomson (1983) as one of the good birding
sites in Ohio. Thomson described the small ponds at the entrance of the WVTP
as a noteworthy area for songbirds and also as a possible area to find a great
blue heron or a belted kingfisher. The sludge pond attracts shorebirds from
April through October. Rare species that have been seen here include piping,
lesser golden, and black-bellied plovers; whimbrel; willet; ruddy turnstone;
Vilson's and red-necked phalaropes; long-billed dowitcher; red knot; and
western, white-rumped, Baird's stilt, and buff-breasted sandpipers. The most
commonly seen species during the late summer movement of shorebirds are
greater and lesser yellowlegs, solitary sandpipers, and pectoral sandpipers.
Another pond on the site is attractive to blue-winged teals, wood ducks, and
American coots, and when the water is low, shorebirds feed along the muddy
edges.
2.1.4.2 Aquatic Biota
The streams within the FPA are classified as "warm water habitat" by the
Ohio EPA. Vater quality and habitat conditions in the individual streams
affect the species diversity and the abundance of aquatic biota found in each
stream. The following discussion addresses fisheries, macroinvertebrates, and
bivalve mollusks as indicators of existing water quality conditions. The
2-25
-------
primary focus is the mains tern Scioto River, although tributaries are also
discussed.
Biological and chemical/physical sampling conducted in the central Scioto
River mainstem during 1979, 1980, and 1981 clearly illustrated a significant
impact on the area between the Jackson Pike WWTP and Circleville (OEPA 1986a).
Both fish and macroinvertebrate communities were degraded and biological
indices were well correlated with the observed pattern of dissolved oxygen
concentrations. Fish sampling conducted during 1979-1986 revealed improved
conditions between Columbus and Circleville, as reflected in Figure 2-2. The
cumulative distance of mainstem with low mean composite index values (less
than 8.0) was significantly reduced, from 26.9 miles in 1979 to 0.7 miles in
1985 for that area between the Jackson Pike WVTP and Circleville (OEPA 1986a).
Further improvements occurred in 1986 when none of the sampling locations fell
below 8.0 and several rose above 9.5.
Fisheries: Mainstem Scioto River
Fish can be one of the most sensitive indicators of the quality of the
aquatic environment in that they constitute a conspicuous component of the
aquatic community (Smith 1971). The relative abundance and distribution of
fish in the central Scioto River were determined, through electrofishing, in
1979 (Yoder et al. 1981) and 1980-1981 (Ohio EPA 1986a). The study area
extended for 74.8 miles between the O'Shaughnessy Dam and Chillicothe. The
results of these studies are reported and discussed in detail in the
Comprehensive Water Quality Report (CWQR) (OEPA 1986a). Much of the
information presented in this section is derived from the the CVQR, unless
stated otherwise.
The study area was divided into six segments based primarily on the
position of major point sources of wastewater and physical features. The
limits of these segments are given in Table 2-5. River segments 3 and 4 are
situated within the Columbus Facilities Planning Area.
2-26
-------
e
in
§K
Ul
-1 -
** » »
-i - e
z - 10
to
in
10-
0-
J
e-
»
f
Is-
J
5-
U '
Si
\s
1996....
1985
1979- 1
1980-*-
igai. J
J
«
^
<
MM)
1
<
f c
1 i
*
*
r
,
r
j S
i
»
i
»
i
I T
1
I
i
(
i
i
i
«
:
* <
1
5? 2
x e
1
V 1
1- »
I
1
r~T
t
...i
10
130 125 120 115 liO 105 100
RIVER MILE
FIGURE 2-2. COMPARISON OF SEGMENT MEAN COMPOSITE INDEX VALUES OF
THE MIDDLE SCIOTO RIVER MAINSTEM
NOTE:
Based on electrofishing results during the period July-September 1979,
1980, 1981, 1985, and 1986 (lines and arrows indicate direction of
change between each year). Source: OEPA 1986a.
2-27
-------
TABLE 2-5. LOCATION AND DESCRIPTION OF THE SIX RIVER SEGMENTS
River Segment Subsequent
1 1A
IB
2 2A
28
5
6
4A
4B
4C
Location and Description
RH 145.5-138.7; Downstream from O'Shaugnessy
dam to Grlggs dam.
RH 138.6-134.0; Downstream from Grlggs dan to
Dublin Rd. WTP dam.
RH 133.9-129.7; Downstream from Dublin Rd.
WTP dam to Greenlawn dam.
RH, 129.1-127.2; Downstream from Greenlawn
dam to upstream from Jackson P1ke MUTP.
RH 127.1-118.9; Downstream from Jackson P1ke
UWTP to upstream Columbus Southerly UWTP 002
raw wastewater bypass.
RH 118.8-116.7; Downstream Southerly 002
bypass to upstream from CSOC-P1cway CGS.
RH 116.6-108 9; Downstream from CSOE-Plcway
EGS to RH 108.9.
RH 108 8-99.7, Downstream from RM 108.9 to
upstream from Container Corporation of
America (CCA) 001.
RH 99.6-89 7. Downstream CCA and C1rc1ev111e
WWTP to upstream from Sdppo Cr. (PPG)
RH 89 6-70 7; Downstream from Sdppo Cr. to
Bridge St. 1n Chllllcothe
Source: Ohio EPA 1986a.
2-28
-------
A cumulative total of 68 species and nine hybrids were sampled in the
entire 1979-1981 period. These species are listed in Table 2-6. A total of
72 species and 10 hybrids were sampled for the 1979-1986 study period. The
same cumulative numbers were collected in 1986 as for the entire period,
indicating an increase in diversity over time. General indications of the
relative tolerance to pollution of many species in Table 2-6 may be derived
from Table 2-7.
In the 1979 sampling, common carp, river carpsucker, and golden redhorse
dominated catch by weight, comprising 73, 6, and 3 percent of total weight,
respectively. In 1980, common carp, river carpsucker, and the smallmouth
buffalo dominated catch by weight, comprising 66, 11, and 4 percent of total
weight respectively. In 1981, common carp, river carpsucker, and golden
redhorse again dominated the catch, contributing 52, 12, and 9 percent of
total weight respectively. In 1986, the catch was dominated by the same three
species as in 1981, with the common carp contributing 62 percent of total
biomass, the river carpsucker at 11 percent and the golden redhorse at 5 per-
cent. The golden redhorse is considered to be less pollution tolerant than
the common carp, river carpsucker and small mouth buffalo, and its gradual
increase in biomass reflects improved habitat. The common carp biomass showed
a decreasing trend over the study period, while the river carpsucker showed an
increasing trend, suggesting improving habitat conditions (see Tables 2-6 and
2-7).
In terms of numbers of fish caught, the dominant species show more
variation from year to year. In 1979, gizzard shad, common carp, and bluegill
dominated the catch, comprising 16, 16, and 8 percent of total numbers,
respectively. In 1980, the common carp, river carpsucker, and green sunfish
dominated catch, accounting for 18, 11, and 10 percent of total numbers
caught, respectively. The gizzard shad decreased to 5 percent of the catch in
1980. However, in 1981, it was once again the most dominant fish by number,
comprising 27 percent of the total catch. Other dominant species for 1981
were the common carp and golden redhorse, accounting for 12 and 10 percent of
catch numbers, respectively. In 1986, the gizzard shad and common carp
remained the two most dominant species, followed by the spotfin shiner. The
percentages of total numbers caught are gizzard shad: 14; common carp: 12;
2-29
-------
TABLE 2-6. OVERALL COMPOSITION OF THE FISH COMMUNITY IN THE
CENTRAL SCIOTO KIVER MAINSTEM
I
U>
o
4peclet H«e
Short note gir Urpltotteus plttotlcmit)
Inngnose D5l95* (fjihrunia)
4horlhr*d redharte (Hoioitaa* Mcrolepjdoluit)
liter redharte (rloiottani cirlnjlua)
Northern hog tut ler'lfli-fienleTlui nlgrlcint)
UMIe tucker (Citotlonul comerionl)
Spotted iutker'(HTnftrr«i «e1inopt|
Co«on)
Creek chub (Srnatllut ilraxcuUtvi)
Swcttrmouth >1niio« (PhentcoETiil Iribllts)
[eritd ihlner (ltolropli~ilnerlnoli)ei)
Stlter thlner (Mo(ropJ_i~pnolojtnli J
RotjUce sMner~(fiotroplJ rubellui)
Rote fin thlner (Mofrojtls »rJens)
Striped thtner (Nofroplt chrjrtocephilut)
Sleelcolar thlner {Notfopjt «M jJpUJ |
SpolMn thtner (Hotroptt <£tloelerut)
S«nd ihtner |Notrop_U ttri«Inegt$~
Mlalc thlner IRoIroplt tolufellut)
BullKttd lnno«'(PI»fphilet »ljlli« )
ftthetd ilnnoo (Pluejiha^et £ro**\f\\
Bluntnpte tnno«~(pUephifet noUtMt)
Central ttoneroller ICtiipottuiit «noitlu«)
Cowan c*rp * Gotd'lth
Chtnnel cttMjh Mclilurui Bunttltut)
lellM butlhttd (icIiTurui niUUt)
Broun bullhetd ( Iclilunit'fttlJuloiut)
BUcI bullhrtd (ItUlurui **1«r"~
flit held cit Mth'tfjrl edict li~oll»»rlt)
Rftn
No/ta
.
0 78
-
-
71.77
.
0 31
0 21
0 97
1 74
6 07
0 14
0 94
1 03
S 96
o tt
0 09
0 71
0 37
0 7B
71 07
7 7)
7 47
0 07
0 09
0 B)
.
0 M
0 0?
0 OB
1 SI
0 9?
7 89
0 42
0 12
.
3 46
0 RB
0 IB
0 90
0 07
0 11
0 09
0 09
Mmber
.
0 70
-
.
It. IB
.
0.7)
0 IS
0.77
0 97
4 SI
0 10
0 70
0.77
4 43
0 49
0.07
0 52
0 78
0 SB
IS 67
1.46
1 BO
0.02
0 07
0.61
_
0 OB
0 07
0 06
1 17
0.48
7 IS
0.3B
0.74
.
2 64
0 6S
0 11
0 67
0 OS
0 OB
0 07
0.07
979
nun
Kg/**
.
0.1)5
-
.
1.277
.
0 84)
0.379
1 600
0.748
4 288
0.06S
0 309
0 S9I
2.374
0 121
0 06S
0 141
0 178
0.777
S7 3S4
0 630
0 239
0.001
0 00)
0 001
_
0 001
0 000
0 000
0 079
0 002
0 006
0.001
0 001
.
0 007
0.010
0 126
0 462
0 009
0 018
0 009
0 099
Height
0.19
.
.
I.JI
1 18
0.46
2 21
1 04
S 98
0 09
0 4)
0 82
) 31
0 4S
0 09
0 70
0 18
0.38
73 01
O.B8
0 33
O.OO
0 00
0 00
0 00
0 DO
0.00
0 II
0 00
0 01
0.00
0 00
0 01
0 01
0 IB
0.78
0 01
0 0)
0 01
0.14
Kttn
No/ta
1 07
-
0 07
S 30
0.07
0 19
0.46
7 62
1 1)
II 71
0 OS
1.30
0 78
6 29
0 49
0 OS
0 32
0 69
0.9S
19 3)
7 46
1 20
0 02
0.02
0 8)
a'u
0.11
0 )6
1.31
0.07
0.02
.74
0.18
0.7$
0 95
0 09
0 16
0.07
0 If
I Ijr
Hiwbtr
.
1.01
-
0 0?
S.04
0 07
0 37
0 4)
2 49
1 07
10 65
0 04
1 7)
0 74
S.98
0 46
0 04
0 11
0 66
0.90
18 36
2 34
1.14
0 02
0.02
0.79
0.11
O.II
0.34
1.24
0.07
0 02
0.70
0 17
0.24
0.91
0.09
0 IS
0.07
.II
1980
Pe«n
0.471
.
0.005
0 493
0 008
0 7B9
0 647
348
672
03)
OIS
74S
44)
704
0 217
0 OS7
0 076
0 37S
0 469
SO IS4
0 954
0 008
0 000
0 000
0 00)
0 000
0 004
0 002
O.OOS
^
0 000
0 000
0 002
0 002
0 238
0.774
0 OIS
0 02S
0.004
0.167
Ueljht
0 46
.
0 01
0 6S
0 01
1 OS
0 B(
4 44
0 89
10 4S
0 02
0 99
0 49
3 58
0 28
0 07
0 10
0 4)
0 62
66 SO
1.26
0 12
0 00
0 M
0 00
0 00
0 00
0 00
0 01
0 00
0 00
0 00
0 00
0 12
1 0)
0 02
0 0)
0.01
022
He»n
Ho/la
0 02
0 70
0 04
0 04
29 74
0 09
0 66
0 11
1 6S
0 97
10 18
0 09
1 16
1 IS
10 44
0 59
0 04
1 I)
0 M
0 47
13 22
0 99
1 49
o it
0 70
0 62
0 16
0 26
0 IS
0 99
4 62
Sol
_
.
I.OS
0 70
0 1)
0.97
.
0 02
.
0 04
UL'.r
0 02
0 64
0 04
a 04
24 91
0.08
0 60
0 30
1 49
0 B8
9 39
0 08
1 OS
1 22
* S)
0 54
0 04
1 02
0 62
0 52
11 97
0 89
I.3S
0.26
0 64
0 46
0.37
0 24
0 14
0 B9
4. IB
0 0*
0 0.'
.
.
0 94
0.18
0 12
0 88 \
.
0.02
.
0 04
1981
~NtM
0 01)
0.492
0 004
0 004
2 S91
0 009
1 177
0 371
2 4S8
0 682
7 1S8
0 042
0 841
0 797
S 241
0 2BI
0 002
0 C6I
0 27)
0 )44
29 S94
0 )67
0 026
0 012
0 002
0 00)
0 002
0 Ml
000)
0 008
0.024
8000
.000
.
.
0 004
0 004
0 140
0.788
.
0 OOS
.
0 032
I If
0.02
0.86
0 01
0 01
4.S)
0 02
2 06
0 64
4 10
1.19
12 87
0 07
1.47
1.39
9 16
0.49
0 09
0.81
0 48
0 60
11 75
0 64
0 OS
0.02
0.00
0 M
0 M
0.00
0 01
0.01
0.04
0 M
0 M
.
_
0 01
0 01
0.24
1.38
.
0 01
.
0.06
NOTE: Inclusive of RM 14S.5-70.7 and the lower sections of three tributaries,
1979-1981. (Species are ranked phylogenetically).
Source: Ohio EPA I986a.
-------
TABLE 2-6. OVERALL COMPOSITION OF THE FISH COMMUNITY IN THE
CENTRAL SCIOTO RIVER MAINSTEM (CONT.)
Sprclrt Hi«e
Slontrtt (Nnturul Ditul)
Rrlndltd dloM (Nuturut nlurul)
Iroul-prrrh (Pfrcopiii oaUttiiircuj)
rook ilttrrilil* (I'bldeiinr* jicculm)
Uhlle bill (Horonr chrjlopD""
Hhllr cnpplr JfomoJTj innul»r1s)
Blick cnpplr {Pnmnilt nFJiroJUCul itut)
tori htil (Antitonl Mr? ruprtlfls)
SmllMiuth hiM~|Ml(roptrrui dolcHilrul)
^polled but lHlcroptfrut pontlulTlutJ
lirgrraulh biinHltrgpJr.ru} ulioTd'el)
Virwoutb (Irppnll giilotus)
Grtrn tvnflih (le£Oi>K otntllul)
Blurqlll (Ifpwli iirocMrui)
Onngrtpotird luiifljh (Irpoalt huallti)
Longnr junltsh tlfgwli «M-g«'loHTT'
Piwpklntrrd ll*PO""U «th»oiuil ^
Rlurglll i PumpHmtrd
Crrrn IvnMth l Blurglll
trrtn lunMth « Punpklnirrd
longrir lunflih Blurglll
Rlurglll i Ortngtipolted funflsb
Crrrn Sunflih * OrtngrtpottH
PuBpktnirrd i longrtr Sunfljh
Onnjrtpottrd * PuBpklntpH
Stugrr (Stlioitrdlon cintdrnte)
Hiliryr fStliot IrJTon i njjru»)
Crrrnilde dirtrr (ftheottiMt Mrnnloldft)
Rilnbov dirtrr |llhfoito«i CttniTru;]
rr»jh«»trr dru* tAflo^lnolut grunnlent)
Hrtn
No/ta
0 07
0.16
1 25
5 92
1 30
3 00
4.75
0 79
7 78
0 09
8 48
10 57
3 29
6 76
7 81
0 02
0 09
.
0 02
0 18
.
-
.
1 09
0 16
0 65
0 07
0 OS
.
0 86
Nuaber
0.05
0 1?
0 91
4 40
0 97
2 73
3,53
0 71
7 07
0 07
6 30
7 ftf
2 44
4 65
2 09
0 02
0 07
-
0 02
0 11
.
.
.
o ai
0 12
0 48
0 02
0 04
»
0.64
1979
Hrtn
Kg/ta
0 002
0 001
0 102
0 768
0 061
0 278
0,564
0 012
0 818
0 004
0 710
0 456
0 045
0 151
0 121
0 001
0 006
.
0 001
0 005
.
.
.
0 318
0 033
0.009
0 000
0.000
m
0.599
% 8]r
Height
0 00
0.00
0 14
0.37
0 09
0 39
0.79
0.02
1 14
0 01
0 79
' 0 64
0 06
0.21
0.17
0 00
0 01
-
0 00
0.01
-
.
0 44
O.OS
0 01
0 00
0 00
0.84
Dlitince Tithed 42 05 ka
Number
Ngaber
or Specltl 58
Nr«n
No/la
.
;
0 It
1 27
7 11
1 49
1 16
0 10
2 08
0.02
10 62
8 90
0 94
4 70
1 50
.
o la
0.74
.
0 OS
0 14
0 02
.
0 52
009
0 02
0.02
0 07
0.02
1.12
1980
HMber Kg/la
*
* .
0 II 0 009
1.10 0 119
2 71 0 140
1 12 0 378
3 00 0.118
0 09 0 007
1 97 0 691
0 02 0 001
10 09 0 174
8 46 0 154
0 90 0 024
1.99 0 152
1 42 0 054
. .
0 17 0 009
0.70 0 047
.
0 04 0 001
0 11 0 008
0 02 0 001
. »
0 49 0 182
0 09 0 026
0 02 0 000
0 02 0 000
0 07 0 000
0 02 0 000
1 .06 0.662
I Bjr
"eight
«.
0.01
0 16
0.19
0 41
0 45
0.01
0 92
0.00
0 50
0.47
0 01
0.20
0 07
.
0 01
0 06
0.00
0 01
0 00
0.74
0 01
0.00
0 00
0.00
0 00
O.M
DUUnci ritfcetf 42 91 ta
Number
of Hybrid* S dumber
f Specie* 57
f N/fcrMl 6
ieiB I Ijr
Ne/ta Nu-ber
0.02 0.02
F ^
0.02 0.02
0 04 0 04
0.07 0.06
0 67 0 61
0.55 0 50
2.59
2.90 ,
0.51
1.36
1.14
6.80
0.7?
1.76
0.44
.
0.02
0.09
O.IS
-
0.04
0.51
0.11
0.09
35
.41
48
21
*84
.15
70
59
40
.
02
.00
.
.14
-
.04
.48
.12
.08
*
0.09 O.OB
. .
0.7} 0.70
1981
MM >i if
tj/fa Might
0 001 0.00
*
0.000
0.000
0 008
0.050
0 052
0.155
0,152
0.029
0.120
0.128
0.164
0 018
0.054
0022
.
0.001
0.009
.
0 Oil
-
0 002
0.222
0 104
0.002
00
.00
01
09
09
.62
62
.05
56
*17
64
07
09
.04
00
02
-
02
-
00
.39
18
.00
-
0.001 0 00
. .
0.558 O.M
DIlUnc* Flitted 45.25 km
umber *f Spec let U
Hw*ir »f H/krldl S
CMiUtUn Sf«l«* *
NOTE: Inclusive of RM 145.5-70.7 and the lower sections of three tributaries,
1979-1981. (Species are ranked phylogenetxcally).
Source: Ohio EPA 1986a.
-------
TABLE 2-7. SPECIES GROUP DESIGNATIONS USED TO ASSESS
COMMUNITY COMPOSITION PATTERNS IN THE MAINSTEM
SCIOTO RIVER AND MAJOR TRIBUTARIES.
Group Species of Genera Included
GS Gizzard shad (Dorosoma)t omnivores, highly pollution tolerant
G Carp, goldfish (Cjrpjrinus, Carrasius): omnivores, highly
pollution tolerant
R Round-bodied catostomidea (Moxostoma, Hypentelium, Minytrema,
Catostomus); insectivores, moderately to highly polluttion
intolerant
C Deep-bodied catostomidea (Carpiodes, Ictiobus); mixed
omnivores and insectivores - moderately pollution tolerant
M Minnows, chubs (Semotilus, Pimephales, Hybopsis, Nocomis,
Phenacobius, Campostoma): insectivores, herbivores,
generalists - most highly intolerant to intolerant but some
highly pollution tolerant
N Shiners (Notropis, Notemigonus); insectivores - highly
pollution intolerant to moderately pollution tolerant
B Basses, crappies (Micropterus, Pomoxis); top carnivores,
moderately pollution intolerant
S Sunfishes (Lepomis); insectivores, top carnivores, highly
pollution tolerant to moderately intolerant
F Catfishes, drum (Ictalurus. Pylodictis, Aplodinotus); top
carnivores, insectivores, one piscivore -highly to moderately
pollution tolerant
V Sauger, walleye (Stizostedion); Piscivores
W Large River (Horone, Alosa, Hiodon); piscivores
L Gars (Lepisosteus); piscivores
0 Other (rare and uncommon species not included in abovde group
designations)
NOTE: Information on feeding preferences and selective level of pollution
tolerances is included when known.
SOURCE: Adapted from Ohio EPA 1983a.
2-32
-------
and spotfin shiner: 10. The most recognizable trends are that gizzard shad
fluctuated annually while the common carp exhibited a gradual decline. Of the
other species mentioned, the golden redhorse is the least pollution tolerant.
OEPA used percent similarity and relative community composition to assess
changes in the composition of the Scioto River fish community over the 75 mile
study area. Similarity matrices shoved a three-year trend of decreasing
faunal organization in the upstream segments and increasing similarity in the
lower reaches. The Ohio EPA indicated that this data may reflect increased
stresses upstream from Columbus and improved conditions downstream. However,
this postulate is not entirely consistent with OEPA water quality discussions
(OEPA 1986a and 1986b), which suggest improving water quality conditions in
upstream segments attributed to improvements in wastewater treatment.
Notable differences in community composition exist between the six river
segments studied. In terms of total biomass, the 1980 fish community sampled
from Segment 1 (see Table 2-5 for key to segments) was dominated by carp-
goldfish (G), round-bodied Catostomidae (R), bass-crappie (B), and sunfish (S)
groups. (Refer to Table 2-7 for key to lettered species designations.) The
remaining segments, including the Columbus study area, were each comprised
mainly of carp-goldfish (G) and deep-bodied Catostomidae (C) groups (over
80 percent combined biomass). The round-bodied Catostomidae (R) and catfish-
drum (P) groups increased in their contribution to total biomass further
downstream in Segment 6. Numerically, there was a gradual downstream shift
from a sunfish (S), bass-crappie (B), and round-bodied Catostomidae (R) pre-
dominant composition to a carp-goldfish (G) and deep-bodied Catostomidae (C)
community. Data from 1979 (Yoder et al. 1981) exhibited very similar commun-
ity composition to that found in 1980.
Compositional differences in fish communities between the six river seg-
ments studied in 1981 are characterized in Figures 2-3 and 2-4. Comparing the
1980 and 1981 data, a noticeable change occurred in Segment 1 in 1981, with
the round-bodied Catostomidae (R) replacing carp-goldfish (G) as the
predominant group in terms of total biomass. Numerical composition in 1981
also differed from that of the previous year. In Segment 1, the round-bodied
Catostomidae (R) and gizzard shad (GS) groups were equal in compositional
2-33
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hllllcotM *«"" «« T'T>
FIGURE 2-3. COMPOSITION OF THE FISH COMMUNITY BY NUMBER IN THE
CENTRAL SCIOTO RIVER MAINSTEM
NOTE: Study area based on numbers during July-October 1981. Species group
symbols are those given in Table 2-8. The size of each circle is
proportional to the mean density (numbers/km) of fish in each segment.
Source: Ohio EPA 1986a.
2-34
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«.«».* 2 tl»l UT2I
FIGURE 2-4. COMPOSITON OF THE FISH COMMUNITY BY WEIGHT IN THE
CENTRAL SCIOTO RIVER MAINSTEM
NOTE: Study area based on weight during July-October 1981. Species group
symbols are those given in Table 2-8. The size of each circle is
proportional to the mean biomass (kg/km) of fish in each segment.
Source: Ohio EPA 1986a.
2-35
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dominance to the sunfish (S) and bass-crappie (B) groups. The fish community
from Segment 2 through 5, including the Columbus study area, was dominated by
the gizzard shad (GS), carp-goldfish (G), and deep-bodied Catostomidae (C)
groups. The sunfish (S) group was equally important above the Jackson Pike
WWTP, in Segment 2.
Compared to the 1979 and 1980 data, the 1981 data showed a predominance
of the pollution-tolerant groups (C and G) downstream from Columbus. In
general, these results indicate somewhat improved conditions in this section
of the mainstern.
The composite index (Gammon 1976), which incorporates density, biomass,
and the Shannon index (a diversity index), was used to evaluate the overall
condition of the fish community. The composite index values were plotted
against river mile for the 1979, 1980, and 1981 results. The results of this
comparison are depicted in Figure 2-5. The mean number of species per zone
was also plotted against river mile for this same period. The results of this
second comparison are depicted in Figure 2-6. Downstream from the Jackson
Pike WWTP, the composite index values declined. In 1979-1980, similar pat-
terns of gradual decline, followed by a gradual recovery, occurred downstream
from the Jackson Pike WWTP, the Columbus Southerly WWTP, the Container Corpor-
ation of America, and the Circleville WWTP. This pattern was weakly evident
in 1981. The mean composite index values in 1981 were considerably lower than
in previous years, especially immediately downstream from Greenlawn Dam.
A comparison of mean composite index scores for 1981, 1985, and 1986 is
shown in Figure 2-7. From 1981 to 1985, all stations improved, particularly
those between Southerly and Walnut Creek. Not only do these stations have
higher overall values, but the decline apparent in 1981 is also less pro-
nounced in 1985.
The composite index is used to assess structural characteristics of fish
communities, which are described in terms of biomass, abundance, and
diversity. The OEPA has also analyzed fish sampling results using the Index
of Biotic Integrity (IBI) (Karr 1981, Fausch et al. 1984; as cited in OEPA
1986a) which incorporates both structural and functional characteristics in
2-36
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50 I40 130 120 110 100 90 80 70 60
FIGURE 2-5. LONGITUDINAL TREND OF THE MEAN UNO STANDARD ERROR) COMPOSITE
INDEX IN THE CENTRAL SCIOTO RIVER MAINSTEM
NOTE: Sampling period from 1979 through 1981. Shaded areas indicate
boundaries and overlap between biological criteria classes. (Open
circles represent tributary location values). Source: OEPA 1986a.
2-37
-------
(A
O
I
o
I
o
I
* o
60
oM »
oo £
a. _
Sto
o >
? ;. g ooo
o Tg * S « w*
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5 «5* "
u o a u
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o
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20-
10
LU
U
yj
a.
co
1981
20-
u.
o
a:
u
03
15-
ID-
1980
20-
15-
10-
5-
1979
ISO
FIGURE 2-6.
I40 130 120 110 9O 8O
RIVER MILE
70
60
50
LONGITUDINAL TREND OF MEAN C+SE) NUMBER OF SPECIES/ZONE IN THE
CENTRAL SCIOTO RIVER MAINSTEM
NOTE: Study conducted during the 1979 (bottom), 1980 (middle), and 1981
(top) sampling periods (open circles represent tributary location
values). Source: Ohio EPA 1986a.
2-38
-------
*
3 «
u
i! i
i *
! o
u 5
i i
§
C9
10
9
B
X
UJ
10
9
'6
w
t 6
Is
Exceptional
10
9
i
>*«teV. . *. *s v.%tf ^ i^% «V
Fair
6
^ A >vuW %v*Wv* %
~^SVK»>V*(^K»MI>MM^II9S«%W« «.
Exctptonai
to
9
fb/r
130
RIVER MILE
FIGURE 2-7. COMPARISON OF MEAN (AND STANDARD ERROR) COMPOSITE INDEX VALUES
NOTE: At sampling locations in the central Scioto River mainstem based on
sampling conducted in the summers of 1981, 1985, and 1986. (Shaded
areas separate biological criteria category boundaries).
Source: OEPA 1986a.
100
2-39
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the assessment of aquatic communities. The characteristics, or metrics, used
in the IBI, are listed in Table 2-8. Each sampling location is assigned a
score of 5 (best), 3, or 1 (worst) for each metric, based on the criteria
shown in Table 2-8. The scores are then added and the total used to describe
the fish community at that particular sampling location. The highest possible
index score is 60, which would describe a virtually undisturbed habitat in a
pristine environment. Scores above 50 are excellent. Scores between 20 and
30 indicate an impacted community with little structural and functional
integrity.
Scores for selected sampling locations are shown in Table 2-9. Scores in
the 20-30 range were much more common from 1979-1981 than from 1985 to 1986.
In 1985 and 1986, most stations had scores in the 36-44 range, indicating
marginally good to good conditions, but with some problems remaining. The
metrics which reflected problems in the aquatic community were as follows:
higher portion of hybrids, higher incidence of external anomalies, higher
percentage of omnivores, and lower percentage of round-bodied suckers and/or
insectivorous species.
While all stations improved over time, some longitudinal trends persisted
throughout the study period. The station immediately below the Whit tier St.
CSO (RH 129.1) was always higher on both indices than all stations between
Jackson Pike and Southerly (RH 126.4-RM 119.9). The station just below South-
erly (RH 118.1) always scored higher than the station just upstream from it
(RM 119.9). This observation correlates with modeling information in the CVQR
which shows that the dissolved oxygen sag below Jackson Pike reaches its low-
est point just above Southerly.
From RM 118.1 to RM 109.2, the Index of Biotic Integrity declines in all
years but the delcine was more prounounced from 1979-1981 than from 1985-1986.
This trend is also evident in the Composite Index. According to the CWQR, the
gradual decline in dissolved oxygen concentration below Southerly is primarily
responsible for the decline in structure and function of the fish community
throughout this segment of the river. These conditions are probably linked to
the impacts of the Southerly VWTP discharge.
2-40
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TABLE 2-8. METRICS AND NUMERICAL RANKINGS USED IN
THE INDEX OF BIOTIC INTEGRITY
Metric
Cumulative Species
Numbers/km*
Sunfish Species
Sucker Species
Intolerant Species
% Round-bodied Catostomids
% Omnivores
% Insectivorous Cyprinidae
& Catostamidae
% Carp/Goldfish
% Top Carnivores
% Hybrids
% Anomalies
5
>35
>350
>6
>8
>9
>40
<25
>30
<5
>10
<0.5
<0.2
3
22-34
175-350
3-6
4-8
5-9
15-40
25-50
10-30
5-20
5-10
0.5-3
0.2-3
1
>22
<175
<3
<4
<5
<15
>50
<10
>20
<5
>3
>3
"less than 50 individuals/km scores 1 in all proportional metrics.
Source: Adapted from table provided by Yoder, January 1987a.
2-41
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TABLE 2-9. INDEX OF BIOTIC INTEGRITY (IBI) SCORES FOR THE
SCIOTO RIVER MAINSTEM
River
Nile
129.1
126. 4
122.9*
119.9b
118.1
117.1
m.ec
109.2
108.8
d
104.8
102.0
100.2
1979
32
22
24
26
34
22
6
-
8
10
46
32
1980
34
26
30
22
36
26
26
-
14
36
40
28
1981
26
22
28
26
32
26
24
-
26
32
38
22
1985
34
24
32
32
44
44
36
42
38
44
46
40
1986
36
32
40
34
44
36
36
44
36
44
48
44
a RH 123.3 1n 198S and 1986.
*> Moved to RH 119.0 \n 1986.
c RN 114.0 1n 1979 and RM 113.5 1n 1985 and 1986
-------
The sampling station below the Whittier St. CSO (RM 129.1) showed little
improvement from 1979 to 1986 on the IBI scale, although the composite index
for that station (Figures 2-5, 2-7) and for the segment including that station
(Figure 2-3) showed considerable improvement. This indicates that the commun-
ity is more impacted functionally than structurally. Improvements at the
Vhittier Street CSO site were due to increased numbers of fish and increased
diversity, which included an increase in numbers of desirable groups (such as
sunfish) and pollution tolerant species. Despite this improvement, no new
insectivores moved in and the percentage of ominvores and hybrids increased.
As a result, the community supports a large number of individuals and species,
giving it a high structural rating, but the species are predominantly pollu-
tion and silt tolerant. Inc dence of external anomalies and percentage of
sunfish hybrids were consistently high and resulted in lower IBI scores.
The IBI scores for the sampling station below Jackson Pike (RM 126.4)
were lower than those below the CSO for all years, but showed more overall
improvement from 1979 to 1986. Composite index values for this station were
also lower than for those just below the CSO. Effluent loadings of BOD, TSS
and NH3-N showed increases or remained about the same over this time period
but loadings of chlorine decreased, although levels are still considerably
high. Reduction in chlorine may account from some of the noted improvement in
IBI scores below Jackson Pike.
The metrics accounting for improvement at the Jackson Pike station were
number of species and number of fish per kilometer. New species which moved
into the area and contributed to increased diversity were sunfish and intoler-
ant species. The percentage of top carnivores increased and the percentage of
omnivores decreased, which improved the community functionally. Metrics
indicating continuing problems at the station were a substantial increase in
percentage of anomalies, disproportionately small numbers of the round-bodied
catostimid group, and disproportionately large occurrences of hybridization
among species.
At the station immediately below Southerly (RM 118.1), metrics reflecting
improvement included increased density, and increased numbers of sunfish
species, intolerant species and sucker species. A portion of the increase in
2-43
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sucker species was due to increases in numbers of round-bodied catostimids,
which is one of the more sensitive types of suckers. It is noted that while
the percentage of anomalies did not increase on the metric scale, despite the
increase in pollution tolerant species, this station had a consistently high
percentage of anomalies in all years. The percentage of anomalies actually
showed some reduction in percentages from 1979-1986.
The station at RM 108.8 reflects the impacts of decreasing dissolved
oxygen downstream from Southerly. This station is situated where DO
concentrations whould be near their lowest (i.e., near the maximum DO sag).
Metrics from 1979 reflect this observation, being very low in all categories
except percent anomalies, percent hybrids, percent top carnivores and number
of sucker species. The more sensitive sucker species are not represented.
From 1979 to 1986, eight out of eleven categories improved on the metric
scale. This station is typical of most stations below Southerly in that it
showed substantial improvement over time.
In summary, both indices show that the fish communities improved over
time at all stations. The greatest improvement occurred below Southerly and
the least occurred between the Vhittier St. CSO and Jackson Pike. The segment
between Jackson Pike and Southerly showed moderate improvement. These results
correlate well with the fact that reductions in waste water loadings were
greatest below Southerly in the referenced time period.
The stations in the river below Southerly show the greatest increase in
IBI scores and composite index scores over time. The improvement is
attributed to reductions in loadings of BOD, solids, and ammonia, which
reduced the severity of oxygen depletion. The reductions were primarily a
result of decreased bypassing at Southerly. Loadings of chlorine also
decreased at Southerly during this time period, further reducing stress-
inducing factors to the aquatic environment below Southerly.
The frequency of external anomalies among individual fish from 1979-1981
(all species combined) was assessed in the study area as a possible indication
of sublethal stress based on data in Table 2-10. The incidence of external
anomalies ranged from as little as 9 percent in Segment 1 (1979 and 1980) to
2-44
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TABLE 2-10. INCIDENCE OF LESIONS, TUMORS, FIN EROSION, AND EXTERNAL
PARASITES AMONG INDIVIDUAL FISH COLLECTED IN SIX
SEGMENTS OF THE SCIOTO RIVER
Segment
Segment 1
{RM 145.5-134.0)
Segment 2
(RM 133.9-127.2)
Segment 3
(RM 127.1-118.9)
Segment 4
(RM 118.8-99.7)
Segment S
(RM 99.6-89.7)
Segment 6
(RM 89.6-70.7)
Olentangy River
(RM 132.3, 0.5)
61g Walnut Cr.
(RM 117.2, 0.5}
Walnut Cr.
(RM 106.1, 0.4)
Number of F1sh Affected/
Total Number of Fish
1979
0/1839
62/1256
3/309
3/709
3/281
4/901
11/261
0/134
1/42
1980
0/1177
29/1005
6/273
38/1075
2/185
3/327
0/179
1/181
7/126
1981
11/991
47/996
4/381
54/1360
3/277
7/608
15/162
9/186
4/33
Percent Affected
1979 1980 1981
0% OX 1.2X
4.9X
1.0%
0.4X
l.OX
0.4X
4.2X
OX
2.4X
2.9X
2.2X
3.5X
1.1X
0.9X
OX
0 6X
5 6X
4.7X
1.1X
4. OX
1.1X
1.2X
9.3X
4.8X
12 IX
Source: Ohio EPA 1986a.
2-45
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as much as 12.1 percent in the mouth of Valnut Creek. Located upstream of the
Jackson Pike WWTP, fish in Segment 2 consistently had high affliction rates
ranging from 2.9 percent in 1980 to 4.9 percent higher than background in
1979. Since this segment is partially impounded, it has a tendency to
exaggerate the impact of intermittent inputs of heavy metals, oxygen demanding
wastes, and other detrimental substances. Segment 4, which receives loadings
of oxygen demanding wastes from the Southerly WWTP, had high percentages of
affected fish in 1980 (3.5 percent) and 1981 (4.0 percent). These results
correspond well with the degradation implied by the composite index.
OEPA developed a method combining the composite index and narrative
biological criteria to evaluate the condition of the central Scioto River
mainstern based on the 1979-1981 data. Based on these evaluations, the primary
cause of observed negative effects on the mainstem fish community was deter-
mined to be the change in water quality attributable to point sources of
wastevater. Less serious effects were attributed to urban and possibly
agricultural nonpoint sources. Physical factors identified included river
discharge, the influence of tributaries and dams, and variable habitat
quality.
Of the 38 total active point sources located in the mainstem study area,
the Jackson Pike WWTP and the Columbus Southerly WWTP were identified as
having the greatest impact on the mainstem fish communities. The primary
impact was from the discharge of oxygen-demanding wastes, which resulted in
lower dissolved oxygen concentrations downstream from each WWTP. In
combination with elevated concentrations of ammonia and zinc, the low
dissolved oxygen levels depressed fish community diversity and abundance,
resulting in a fish fauna comprised of predominantly tolerant species.
OEPA considers the potential for the full recovery of the central Scioto
River mainstem fish communities to be good, primarily because of the existence
of the high number of relatively undamaged tributaries (which provide a refuge
for endemic species) and the apparent lack of serious residual effects (i.e.,
habitat modification, contaminated sediments) in the mainstem. The main trib-
utaries expected to contribute to the recovery are Big Walnut Creek, Walnut
Creek, Big Darby Creek, and Deer Creek. The recovery observed in the vicinity
2-46
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of the Columbus Southerly WTP in 1980 and 1981 was considered partially a
function of the availability of Big Walnut Creek as a refuge and repopulation
epicenter. Tributaries undoubtedly played a part in the observed recovery
upstream from Circleville in 1981. This location vas in close proximity to
both Walnut and Big Darby Creeks. The continued recovery of the mainstern fish
communities, however, is dependent on efforts aimed at further reducing point
source loadings of BODS, NH3-N, suspended solids, and other detrimental
substances (OEPA 1986a).
Fisheries: Tributaries to the Scioto River
Alum Creek, near the Franklin County line, supports 51 species of fish.
Minnows, including the rosyface shiner, the bluntnose minnow, and the stone-
roller minnow, are the most abundant. Also found in large numbers is the
orange-spotted sunfish.
Nine of the 47 species of fish in Hellbranch Run are found along the
entire length of the stream. Several of the species occurring in this stream,
including shiners and minnows, are characteristic of prairie streams such as
Hellbranch Run. These streams are frequently turbid, rich in organic matter,
and have a lover gradient (Phinne 1967).
Of the 74 species of fish that occur in Big Walnut Creek, six species,
including the endangered muskellunge, are introduced. Two other endangered
species listed by the Ohio Department of Natural Resources (ODNR) that occur
in Big Valnut are the blacknose shiner and the American brook lamprey. The
large population of minnows in the stream serves as a source of food for other
fish (Cavender and Crunkilton 1974).
Due to its high water quality and diversity of aquatic habitats, Big
Darby Creek supports an unusually large variety of fish. One Federally
endangered species (Scioto madtorn) and several State-endangered species have
been found in Big Darby Creek (bigeye shiner, river redhorse, tippecanoe
darter, sand darter, and silver lamprey) (Cavender 1982). During the 1981
Scioto madtorn survey, Cavender (1982) collected 59 species, representing 80
percent of all species recorded for a 10-year period.
2-47
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Hacroinvertebrates
Benthic macroinvertebrates have been widely used in pollution studies
involving flowing waters since they have a number of characteristics that make
them useful indicators of water quality. They form permanent or semi-
permanent stream communities, are less transient than fish, are less sporadic
in occurrence than microrganisms, and usually occur in statistically
significant numbers. Species composition and community structure of benthos
are determined by environmental factors that have existed throughout the life
span of the organisms. Consequently, most types of pollution can alter the
existing community structure.
A number of macroinvertebrate studies have been conducted in the Scioto
River during the past 15 years (Olive and Smith 1975 cited in OEPA 1986a).
The most recent survey was conducted by Ohio EPA in 1981. A summary of these
findings and a detailed comparison to previous studies are contained in the
CVQR (OEPA 1986a).
Figure 2-8 illustrates the number of benthic macroinvertebrate taxa
collected at stations along the Scioto River in 1974, 1980, and 1981.
Community composition and density of benthic macroinvertebrates between RM 130
and RM 106 reflects considerable variability. In general, the numbers of taxa
are depressed in a stretch of the Scioto between Uhittier Street CSO/Jackson
Pike WVTP and Southerly, with rapid recovery at the confluence of Big Walnut
Creek. Below Big Valnut Creek, the numbers of taxa remain relatively constant.
The rapid recovery at the confluence of Big Valnut Creek is believed to result
from benthos repopulating the Scioto as "drift" from the higher quality
aquatic environment of Big Valnut Creek.
Data from 1980 and 1981 are typified by the general pattern described
above. Data from 1974 also reflected the characteristic decline from Whittier
Street/Jackson Pike through Southerly; however, the downstream recovery was
much more gradual, and the numbers of taxa did not return to the upstream
levels until much further downstream (below Deer Creek). This observation
correlates well with water quality records and other observations which indi-
cate improved habitat conditions in the downstream Scioto in recent years.
2-48
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FIGURE 2-8. NUMBER OF BENTHIC MACROINVERTEBRATE TAXA
NOTE: Collected from artificial substrata/samplers in the central Scioto
River raainstera study area in 1974, 1980, and 1981.
Source: Ohio EPA 1986a.
2-49
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Reductions in bypassing at Southerly during low flow periods in 1981 and
higher effluent qualities are hypothesized as influencing the improvement in
benthos (OEPA 1986a).
Most recent raacroinvertebrate data (1981) reflected strong improvement in
water quality compared to past sampling efforts, especially these by Olive in
1969 and OEPA in 1974. Stations downstream from the Columbus WWTP in these
surveys reflected severe water quality degradation while comparable 1981
stations had consistently higher diversity, larger number of taxa, and
improved species composition.
Mollusks
Mollusk populations of the Scioto River have not been thoroughly sampled
and described since Biggins (1856). Fauna below the VVTP effluent discharges
are considered significantly reduced and almost nonexistent (Stansbury 1986).
Stansbury indicated that sampling between 1955-1970 revealed some species of
mollusks in the banks of the Big Darby Creek near its confluence with the
Scioto River and within the Circleville Riffle, a mixing zone of the Scioto
River and Big Darby Creek. Some species were also found in Big Walnut Creek.
No species of mollusks were found in the Scioto River proper. Stansbury noted
that relatively good fauna may be found above and below areas significantly
influenced by WWTP effluent, particularly above the Jackson Pike WWTP. The
potential for reestablishing a viable mollusk population through the removal
of inadequately treated WWTP effluent may be good, although other limiting
factors (e.g., pesticides) may affect the repopulation of these areas.
2.1.4.3 Wetlands
National Wetland Inventory Haps are not available for the Columbus area;
however, several of the soil series within the FPA indicate good potential for
wetland habitat. These series include Carlisle, Condit, Kokomo, Montgomery,
Pewamo, Sloan, and Westland. Using these series as an indication of wetland
coverage within the FPA, an estimated 15.7 percent of Franklin County could
potentially be comprised of wetlands. If these lands are used for agricul-
tural purposes, they may not be designated wetland areas within State or
Federal regulatory jurisdiction. The Scioto River wetlands appear to have
2-50
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been considerably altered, as evidenced by shoreline development, dikes, and
the presence of large ponded areas adjacent to the river, but separated from
the river by roadfills. A corridor of forested and emergent floodplain and
wetland species is present throughout most of the length of the study area.
Further informtion on wetlands is presented in chapter 6.
2.1.4.4 Endangered and Threatened Species
Appendix H lists all rare animal and plant species known to occur or with
the potential of being found within the FPA. Federal and State status of
these species are provided.
Plants
Several Ohio State threatened plant species have been sighted in the FPA
based on records of the ODNR Natural Heritage Program. The locations of these
plants in the FPA is well removed from the Scioto River, so they should not
suffer from direct impacts. The sighted species are the following: Narrow-
leaved Toothwort (Dentaria mulfida), Three-birds Orchid (Triphora triantho-
pora), Prarie False Indigo (Baptisia lactea), Spider Milkweed (Asclepias
virdis), and Showy Lady's-slipper (Cypripsadium reginae).
Terrestrial Animals
Four Federally endangered animal species may be present within the FPA.
These species are the Indiana bat (Myotis sodalis), the bald eagle (Haliaeetus
leucocephalus), the peregrine falcon (Falco peregrinus), and Kirtland's
warbler (Dendroica kirtlandii).
The Indiana bat was sited in Pickaway County and it is likely that it may
be found within the FPA (Multerer 1986). The Indiana bat winters in caves and
is found along streams and adjacent woodlots during summer. The Indiana bat
has been found to use loose bark of a dead tree for the nursery roost, but
sometimes the bats temporarily move to the bark crevices of a living shagbark
hickory tree (Humphrey et al. no date).
2-51
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Both the bald eagle and the peregrine falcon have been recorded within
the FPA (Thomson 1983). All of the Federally endangered bird species migrate
through the FPA, but none of these species has been known to nest in Ohio
(Multerer 1986; Ohio Department of Natural Resources 1983).
Hollusks
None of the Federally endangered bivalve mollusks are expected to be
found within the FPA (Multerer 1986). However, 13 of the 16 unionid mollusks
listed by Ohio as endangered animals have been recorded from the Scioto River
below Columbus, Ohio (Stansbury 1986). The endangered unionid mollusks
recorded below Columbus are listed in Appendix H. One of these species,
Lampsilis orbiculata (pink mucket pearly mussel), is also listed as a
Federally endangered species, but has not been recorded in the area in the
recent past. Based on records of the ODNR Natural Heritage Program, only five
of the species listed in Appendix H have been sighted in the FPA since 1950.
These species are: Simpson's Shell, Cob Shell, Club Shell, Northern Riffle
Shell, and Fragile Heelsplitter (Stansbury 1987).
Fishes
No Federally endangered fish species are expected to occur within the
mainstern Scioto River in the proposed impact area (Multerer 1986). Only one
Federally endangered fish, the Scioto madtorn (Noturus trautmani), is found
within the Facilities Planning Area. However, this species is found only in
Big Darby Creek.
The Scioto madtorn (Noturus trautmani) is a fish species endemic to the
facilities planning area which is FPA listed as both Federal and State
endangered. This particular species is considered endemic to Big Darby Creek.
Cavender (1982) conducted a 1-year survey (Nov. 1981-Oct 1982) on Big Darby
Creek in an attempt to find the extant population of the Scioto madtorn; how-
ever, this species was not collected and has not been collected to date
(Cavender 1986). Assuming the Scioto madtom is not extinct, Cavender (1982)
hypothesized that it lives in the lower end of Big Darby Creek, but is so rare
that in most years it cannot be sampled by seining. The other hypothesis is
that the Scioto madtom no longer lives in Big Darby Creek (its habitat was
2-52
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taken over by other species), but it may live elsewhere in the Scioto River
basin.
Eight state-listed fish have been sighted in the Columbus study area,
based on ODNR Natural Heritage Program data. These species are: blacknose
shiner, Tippecanoe darter, spotted darter, slenderhead darter, northern brook
lamprey, mooneye, river redhorse, and paddlefish. Two additional species,
lake chubsucker and shortnose gar were reported by OEPA as being sighted in
the study area (OEPA 1986a).
The river redhorse, mooneye, and shortnose gar were the endangered
species collected in 1985 and 1986 by OEPA during the Scioto River surveys.
These species were also caught during the 1979-1981 surveys of the Scioto
mainstern. Known populations of blacknose shiner, slenderhead darter, and
spotted darter currently exist on tributaries to the Scioto (Fritz 1986). The
lake chubsucker was collected in the Scioto by OEPA during the 1981 survey but
not during 1985 and 1986 surveys. The paddlefish has not been seen on the
Scioto or in the study area since 1976.
The river redhorse was the state endangered fish most often found during
the fish surveys conducted during 1979-1981 and 1985-1986 by OEPA on the
central mainstern of the Scioto River. It was captured at several locations
ranging from RM 138.6 to RM 70.7. The population in the Scioto may be growing
because the numbers caught each year have increased steadily. In 1986 eight
were caught and prior to that between one and four had been caught per year.
The river redhorse is generally found on medium sized streams having
gravelly or rocky bottoms and continuous strong flow. It is highly sensitive
to siltation, turbudity, and intermittent flow. It feeds in pools on small
mollusks, snails, and insects. Spawning occurs in spring and is proceeded by
upstream movements. The spawning fish gather in schools over shallow gravelly
riffles.
Little information exists on the habits and life history of the mooneye.
In 1986 it was sighted at RH 102 and RM 100.2 in the Scioto. It is generally
found in larger pools of streams and in open areas of reservoirs. Its diet
2-53
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consists primarily of insects and small fish caught near the waters surface.
It spawns in spring.
A population of Tippecanoe darters is believed to exist in Big Darby
Creek near the town of Fox and in Deer Creek. This darter is usually found on
riffles with slow or moderate currents and a bottom of clean gravel and sand.
The species spawns during spring along fringes or riffles in water three to
eighteen inches deep. The Tippecanoe darter, like most darters is highly
intolerant of silt. In winter months it abandons riffles for pools two to
five feet deep where currents are sluggish.
The slenderhead and spotted darters are similar to the Tippecanoe darter
in habitat requirements and life cycle. These darters are intolerant of
turbidity and spawn in spring on riffles. Both darters are commonly found in
larger clean streams among larger rocks in swift currents. The slenderhead
exhibits more variability in habitat selection than the spotted darter. The
spotted darter is believed to have a relict distribution pattern in the Ohio
River basin.
The lake chubsucker, shortnose gar, and paddlefish are not common
inhabitants of the central mainstern of the Scioto River. These species are
most commonly found in ponds, oxbows, or backwaters where currents are
sluggish. Waters are clean and submerged aquatic vegetation abundant. Such
habitat is apparently not well developed within the Columbus study area. Thus
presence in the Scioto is historically rare.
2.2 MAN-MADE ENVIRONMENT
The objective of this section of the environmental setting chapter is to
discuss present socioeconomic characteristics of the planning area that are
essential for identifying and assessing primary and secondary impacts of the
proposed action as presented in Chapter 6. Therefore, the description of the
man-made environment focuses on the following factors:
o Income (Economy)
o Public Service
- Transportation
- Water and Sewer Services
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- Other Public Utilities
- Public Safety
- Health Care
- Education
- Community Services
o Public Finance
o Cultural Resources.
2.2.1 Income
There are five aspects of income that are used to indicate the economic
health or stability of an area. These aspects are listed below:
o Unemployment
o The number of nev jobs created
o The number and type of employers
o The number and type of jobs in the area
o Personal income levels.
Using these indicators, the Columbus area appears to have a healthy economy
and diverse economic base.
The area's unemployment rate has remained low, even during recessionary
times. According to the Ohio Bureau of Employment Services, the area's
unemployment rate peaked at 9.3 percent in the 1982 recession; the State's
rate peaked at 12.5 percent; and the Nation's rate peaked at 9.6 percent.
Franklin County's unemployment rate remained under these levels at 8.8 per-
cent. This rate dropped to 6.2 percent for the first 6 months of 1985
(Columbus Area Chamber of Commerce 1985). Franklin County outperformed the
Nation in number of nev jobs created during the period between 1978 to 1984.
Over 42,000 new jobs were added to the Columbus MSA employment base during
that period. This brought the total number of persons employed in the county
to 557,000. This figure represents an average increase of 7,000 jobs per year
in Franklin County. As these figures indicate, the area is not susceptible to
recessionary trends and has a strong growing economy.
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Columbus weathered the 1982 recession better than expected for several
reasons. First, it is not an industrial town. Columbus has a service-based
economy. The largest employer is the State University followed by the State
government. Combined, these two State institutions provide 48,000 jobs.
The Federal government is the third largest employer with 10,533 employees.
Table 2-11 lists the number and type of firms in the Columbus area along with
the number of employees each industry employs. As this table indicates,
service industries provide the largest number of jobs, over 94,000.
Table 2-12 lists the employment trends of these industries. As this table
indicates, the financial and service industries are the fastest growing
sectors of the local economy. Second, Columbus is the corporate headquarters
for two Fortune 500 companies and over 250 firms with sales in excess of
$10 million. Some of these firms include Borden, Inc.; Bob Evans Farms;
Nationwide Investing; Wendy's International; and The Limited Co. Finally, the
city of Columbus and its Chamber of Commerce actively promote economic
development in the region. This policy has resulted in a diverse economy that
is able to absorb fluctuation in the national economy.
As a result of this diverse economy, income levels are higher than
average in the Columbus area. The per capita income in Franklin County is
higher than the MSA, State, and Nation. The county per capita income is
102 percent of the national average and 106 percent of the State average (see
Table 2-13). The per capita incomes for political subdivisions within
Franklin County are shown in Chapter 6. Several areas within the county have
unusually high income levels. These areas include Bixby, Dublin, Riverlea,
Marble Cliff, Upper Arlington, and Uorthington. Comparing growth rates with
income levels indicates that the county is growing both in the upper income
and lower income communities. The growth rate for Dublin, a community with an
average per capita income of $18,392 was 29.1 percent, while the rate for
Urbancrest, a community with an average per capita income of $5,091 was
23.4 percent in the period between 1980 and 1984. The per capita income in
1984 for Franklin County was $13,035. The county's median family income in
1980 was $20,970. This was 104 percent above the State median family income
and 105 percent above the Nation. The median family income in the State was
7.6 percent above the median national family income in 1969; this difference
had decreased to 5 percent by 1979. Furthermore, the median family income in
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TABLE 2-11. INDUSTRIES OF FRANKLIN COUNTY (1982)
Agricultural Services
Forestry, Fisheries
Mining
Contract Construction
Manufacturing
Transportation and Other
Public Utilities
Wholesale Trade
Retail Trade
Fire
Services
Number of Firms/
Establishments
197
73
1,353
1,003
534
1,702
A, 565
2,087
6,354
Annual
Payroll ($000)
$ 25,596
$ 18,899
$ 293,775
$1,375,581
$ 478,871
$ 579,953
$ 802,207
$ 635,173
$1,287,821
Number of
Employees
1,736
984
13,640
63,899
20,581
29,150
80,760
38,289
94,516
Sources: Bureau of the Census 1983; Columbus Area Chamber of Commerce 1985.
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TABLE 2-12. COLUMBUS MSA EMPLOYMENT (1978-1983) TRENDS
Finance, Insurance,
and Real Estate
Services
Wholesale/Retail
State and Local
Government
Transportation
& Public Utilities
Manufacturing
Mining
Construction
1987
Employment
34.6
92.5
127.5
82.8
23.6
116.2
1.3
22.2
1983
Employment
44.2
110.1
132.9
85.9
23.2
99.2
1.0
17.1
% of Total
1983
Employment
8.5%
21,3%
25.7%
16.6%
4.5%
19.2%
.2%
3.3%
Percent
Change
1978-1983
+27.6
+19.0
+4.2
+3.7
-1.6
-14.6
-19.2
-22.7
Source: Columbus Area Chamber of Commerce 1985.
2-58
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TABLE 2-13. PER CAPITA INCOME LEVELS FOR THE COLUMBUS MSA
State of Ohio
MSA
Pelavare
Franklin
Fairfield
Licking
Madison
Union
Personal Income
Average Annual
Growth Rate*
Per Capita
Personal Income
1980 1984
Per Capita Income
as a % of National
Average in 1984
7.48
8.35
9.98
8.11
9.22
8.57
8.77
9.41
$9,401
$9,282
$9,251
$9,577
$8,771
$8,625
$7,696
$8,720
$12,326
$12,609
$12,508
$13,035
$12,025
$11,621
$10,016
$11,479
97
99
98
102
94
91
100
90
Source: Bureau of Economic Analysis 1986.
2-59
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Franklin County was 2.7 percent above the State income in 1969, but was only
.3 percent higher in 1979. By 1979, the county income was 12.7 percent higher
than the city income level, up from 8.8 percent in 1969. This reflects a
concentration of higher income white collar households in the suburban areas.
Median family income levels are also higher for Franklin County than the U.S.
or Ohio. Median family income is discussed further in chapter 6.
2-2.2 Public Service
Local governments provide a number of essential services. These include
fire and police protection, water and sewer service, local roads, and public
education. Public utilities provide other services such as electricity. Those
services that are required as part of the development process or require a
large physical plant are part of a community's infrastructure. This infra-
structure includes water and,sewer lines, roads and bridges, and in some
communities electric and gas lines. Many communities require impact fees to
pay for these services or require a staged development plan to limit the
impacts of growth upon these services. Although local planners advocate such
sound planning practices, these techniques are not formally practiced in the
Columbus area. This rapid and uncontrolled development has placed a strain on
many of the area's essential services. In most cases each of these essential
services has been strained as a result of this constant and ever increasing
growth.
The Development Committee for a Greater Columbus is in the process of
studying the area's infrastructure needs. This committee is working with the
Mid Ohio Regional Planning Commission (MORPC) and other public agencies to set
criteria for funding availability, health and safety standards, and minimizing
the impacts of development on the local community. Bridge repairs, road
repairs, increasing the city's water supply, and upgrading the sewer system
are the four areas of most concern to this local citizens group. The
committee recommends a consistent method of financing capital improvement
projects and increased surtaxes and fees to finance these improvements
(Development Committee for a Greater Columbus 1986). It is the responsibility
of the State and local government to anticipate necessary improvements and
incorporate the funds to provide these improvements in the budget process.
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Below is a discussion of each of these services:
o Transportation
o Water and Sever Services
o Other Public Utilities
o Public Safety
o Health Care
o Education
o Community Services (Cultural Activities)
o Recreation.
2.2.2.1 Transportation
Transportation systems, both public and private, play a vital role in the
growth and economy of the Columbus Metropolitan Area. Because of Columbus'
strategic location, its transportation systems provide easy access to the
markets throughout the United States. As a result, Columbus is becoming a
major distribution center.
The Columbus Metropolitan Area has a network of more than 200 miles of
expressways. This network of roads consists of local streets and an inner
beltway that feeds into the outer beltway at various junctions. The following
roads serve the city of Columbus: 1-71, east; 1-70, south; State Road 315,
west; and 1-670, south. Interstates 70 and 71 (670 when it is completed) and
State Road 315 comprise the inner beltway. 1-670 will be completed in the
early 1990s. Traffic congestion usually occurs east and north of the downtown
Columbus area during morning and evening rush hours. It is expected that
1-670, when it is operational, will relieve much of the traffic congestion
from 1-71.
The northwestern section of the Columbus Metropolitan Area is
experiencing severe traffic congestion during morning and evening rush hours
and on weekends. The roads in this area have exceeded their overall traffic
capacity. As a result, Bethel Road from east of Sawmill Road to Olentangy
River Road is expanding to four lanes. This project has already been funded
and is under construction. There is a plan to widen Sawmill Road but it has
2-61
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not yet been funded. Road improvements for the Dublin area have not been
planned.
During morning and evening rush hours, traffic congestion occurs near and
around 1-270 access roads. Projects that have been funded include widening
Broadway from two to five lanes from Southwest Boulevard to 1-270, widening
Cemetery Road from Leap Road to 1-270, and widening Cemetary Road from two to
four lanes from Main Street to Leap Road.
The city of Columbus receives financial assistance from the Ohio State
Department of Transportation to maintain all roadways (including State owned)
for the Columbus Metropolitan Area. Developers are 100 percent responsible
for repairing and constructing roadways within their areas of construction.
Through negotiations with the city or Planning Commission, developers become
responsible for offsite improvements, such as widening a roadway on the
outskirt of their jurisdiction.
Four airports located in Franklin County serve the Columbus Metropolitan
Area. Port Columbus International Airport is owned and operated by the city
of Columbus. There are direct flights from Port Columbus International
Airport to 22 major cities, including New York, Boston, Washington, Chicago,
and Los Angeles. Port Columbus International Airport is not directly
accessible from any of the interstates. Major traffic congestion usually
occurs during rush hours between the airport and downtown Columbus. By the
early 1990s, traffic congestion should be reduced when the 1-670 interchange
is completed.
Other airports that serve the Columbus Metropolitan Area are Don Scott,
Bolten Field, and Rickenbacker. Don Scott, a general aviation airport, is
owned and operated by Ohio State University. It is the fourth busiest airport
in the State, and serves private and corporate jets. Don Scott Airport is
located in the northwestern part of Franklin County. The city of Columbus
owns and operates Bolten Field Airport. This airport serves only private
planes. Rickenbacker Airport is the largest air-freight hub of the Flying
Tigers Air Cargo Company. The Columbus Port Authority owns and operates this
airport.
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Columbus is a major rail junction for the Chessie, Conrail, and Norfolk
and Vestern railroad lines. Conrail's new Buckeye Yards have enabled local
businesses to conveniently and economically transport supplies and products in
and out of Central Ohio.
Over 100 trucking companies provide freight movement for Columbus
businesses with at least 19 companies transporting goods to any North American
location.
The Central Ohio Transit Authority (COTA) provides bus transportation
within the Franklin County service area. COTA is expanding its bus routes to
serve the nonradial travel patterns of suburban residential and work areas by
use of crosstown route expansion and reverse commute planning.
2.2.2.2 Water and Sewer Services
The Columbus Division of Water serves over 200,000 accounts in the
greater Columbus metropolitan area. Each year, over 45 billion gallons of
water are treated and pumped to supply the industrial, commercial, and
domestic needs of a growing Columbus. Operating with an annual budget of over
$50 million, the Division maintains 17,000 fire hydrants and over 2,500 miles
of water lines. The Scioto River, Big Walnut Creek, and the South well field
are sources of raw water for the Division's three treatment plants. The
combined supply capacity of these facilities is over 175 million gallons a
day.
Figure 2-9 shows the location of city water treatment plants and
reservoirs. Reservoirs include O'Shaughnessy and Alum Creek located in
Delaware County, Hoover located partly in Delaware County, and Griggs located
in northwestern Franklin County. A sewer interceptor line runs under the
Griggs reservoir. This interceptor line is reaching capacity. If an overflow
occurs, this water source may be contaminated. Water from these sources is
treated at the Dublin Road and Morse Road plants; the Nelson Road plant serves
as a backup. The deep well field on Parsons Avenue has been completed. This
facility is presently used to supplement the current surface sources as well
as to be the primary source of water to new development in the southern part
of Franklin County.
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r
r
\_
, t
A
1
2
3
*
City of Colwnbui
EjMitinq Wolvr Plonl $ >>m
H0->/tr Jen.
"rc>-!*S ' IOM Do1*-
>*- .t 3,-ar 01 -r
ie t i ;rd Cub
p coo eo Soc - *H
V Ocm
3'**a betwe
1, 'ood Plo
f.eld
SOURCE: 1979 OS
2-64
FIGURE 2-9
COLUMBUS WATER SYSTEM
-------
The safe yield of water from these sources is presently 175 MGD; peak
load is 235 MGD (City of Columbus 1986c). This capacity is sufficient to
sustain the present rate of growth until the year 2000 provided additional
sources are found by 1991 (Development Committee for a Greater Columbus 1986).
During the summer of 1986, the city was forced to implement a dry water
conservation program. To meet long-term demands, however, new sources must be
developed. One source under consideration is the Upper Darby Creek.
Development of this source is still in the planning stage.
The city of Columbus sewer system consists of over 2,780 miles of storm,
sanitary, and combined sewers. The system receives an average of 149 million
gallons of sewerage per day at the Southerly and Jackson Pike Treatment
Plants. Figure 2-10 shows the location of sewer facilities and the existing
service areas. The system is primarily a gravity system with minimal pumping
and conforms to the downstream flow which runs north-south through Franklin
County (City of Columbus 1986c).
2.2.2.3 Other Public Utilities
Natural gas, oil, and coal are all produced in Ohio, with coal the most
abundant resource. Ohio ranks fifth among the states in coal production and
has a supply of coal that is estimated to be enough for about 500 years. Ohio
has excellent electric generating capacity, well in excess of demand. Nearly
96 percent of Ohio's electricity comes from coal-fired boilers.
The Columbus area is served by Columbus and Southern Ohio Electric
Company, one of the eight operating companies of the American Electric Power
system. This system operates in six states and has a generating capacity of
over 22 million kilowatts. About 85 percent of this generation is from coal-
fired units.
The city of Columbus, through the Division of Electricity, provides power
for the city's street lighting and other facilities. This plant is also a
member of the American Electric Power Grid System. The Columbus Refuse and
Coal Fired Municipal Electric Plant, owned and operated by the city of
Columbus, generates electricity through the burning of refuse. The plant is
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r
\
Emting and Planned Industrial,
Off*. Pcrlc,
m^mmmum Exiilmg Trunli line
« » ' Planned Trunk line
^ Scwoge Treatment Plant
SOURCE COLUMBUS, OHIO, DEPARTMENT OF
DEVELOPMENT DIVISION OF PLANNING
2-66
FIGURE 2-10
SEWER TRUNK DESIGN VS
INDUSTRIAL PARK SITES
-------
capable of burning 3,000 tons of refuse per day and has the capacity to
generate 90 megawatts of electricity (City of Columbus 1986b). Columbus plans
to purchase new collection vehicles and expand its collection area once the
shredder system is upgraded.
Columbus Gas of Ohio, Inc. distributes natural gas throughout Columbus
and the surrounding area. Gas is fed into the city system through five border
stations located on all sides of the city. This gas goes into a high-pressure
loop system which nearly parallels the outerbelt. From this high-pressure
belt, the pressure is reduced to medium pressure (5-50 psig), intermediate
pressure (1-5 psig), and low pressure for distribution to the 260,984 residen-
tial, 16,505 commercial, and 208 industrial customers in the area.
2.2.2.4 Public Safety
There are 55 different public safety agencies operating at various levels
of government in Franklin County. Although all of these agencies work hard to
meet the needs of the citizens they serve, there is an obvious duplication of
services when so many different units are operating in one area. The problem
is compounded by the city's separate annexation pattern. There are many
pockets of unincorporated areas nestled within Columbus. These areas are
served by the Franklin County Police and Fire Departments. This sporadic
pattern of development forces the rural-oriented County Sheriff's office to
increase its surveillance in urbanized areas.
In February 1977, MORPC completed a report on fire protection services in
Franklin County. It describes and analyzes services available in all town-
ships and incorporated areas. According to the report, Franklin County is
served by a total of 25 fire departments:
o 15 township departments
o 5 city departments
o 3 village departments
o 2 Federal facilities
o 1 unincorporated private department.
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Seven jurisdictions have contract arrangements for fire services. Coordina-
tion of fire services is not the responsibility of any single organization.
Several groups perform various training, prevention, and coordination
functions.
The City Fire Department has 843 employees and the following fire
equipment: 28 stations, A heavy rescue vehicles, 28 engine companies, 4
paramedics, 10 ladder companies, and 9 squads. The city plans to hire an
additional 108 recruits in fiscal year 1987 (City of Columbus 1986b).
There are 31 different police forces operating in Franklin County. These
units vary from the part-time marshall monitoring a small village to the city
of Columbus police force which includes over 1,500 full-time employees. The
County Sheriff patrols the entire county but has a special contract for the
unincorporated areas of Praire, Hamilton, Norwick, and Washington townships.
The towns of Pleasant, Jackson, Truro, Jefferson, Cain, and Brown do not have
a contract for increased service nor do they have their own police force. The
County Sheriff has 10 to 12 patrol cars on duty per shift. There is one
deputy per car.
According to Chief Kramer, the Franklin County Sheriff's office is
understaffed and is experiencing an increase in crime as the county shifts
from a rural area to a suburban/urban economy. The crowded roads have
decreased the sheriff's response time. Traffic accidents are more frequent
and more serious. In 1985, there were less than 10 fatal accidents in the
county. In the first nine months of 1986, this number had increased to 23.
The newly renovated county jail is at capacity and is considering further
expansion.
The sheriff's department keeps a fire radio in all patrol cars in order
to keep in constant touch with the fire service. On July 1, 1986, the county
expects to implement 911 service from its new communication center at the Old
Woman's Work House. At that time, the County Sheriff will be responsible for
dispatching all fire and police equipment (Kramer 1986).
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2.2.2.5 Health Care
The Columbus area has 12 operating hospitals with 5,565 beds. This is
approximately one bed for every 160 persons. The area has 2,500 physicians,
leaving one physician for every 350 individuals. In addition, there are
90 dentists in the area and 90 clinics serving the area. Six of these clinics
are financed by the city of Columbus. The city also offers a variety of at
home nursing services.
Of the 12 hospitals, one (Grant Medical Center) has a Lifeflight
operation that carries critically injured patients as far as 125 miles away to
its emergency care facility. Childrens Hospital in Columbus, one of the three
largest pediatric care facilities in the nation, will open its expanded
research facility in 1987. Ohio State University is a leader in diagnostic
care and is an authorized cancer center. According to the American Hospital
Association, Columbus health care costs are lower than the national average
(Columbus Area Chamber of Commerce 1985).
2.2.2.6 Education
There are 17 different school districts operating 226 public schools in
Franklin County. In addition, there are 26 private and parochial schools with
over 12,000 students. There are 13 colleges located in the county with an
enrollment exceeding 75,000 students. In addition, there are 35 public
libraries: one main branch, 20 branches in the city of Columbus, and 14
suburban branches (Columbus Area Chamber of Commerce 1986).
In the public school system, there are 141,289 students and 7,804
teachers; this results in a student teacher ratio of 18 students per teacher.
Almost half of these students or 66,158 pupils attend one of the city of
Columbus' 130 schools. The remaining 75,131 students are divided between the
remaining 16 districts. Since these districts are considerably smaller than
the Columbus school system, the city offers special programs for the learning
disabled or visually or hearing impaired to students outside the city's school
district boundaries (Columbus Area Chamber of Commerce 1985).
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In 1971, the Columbus school system had a record high enrollment of
111,000 students. Enrollment has declined due to a national decline in birth
rates and a realignment of suburban school districts associated with a 1979
Desegregation Ruling by the U.S. Supreme Court. In 1985, enrollment leveled
off.
The system's enrollment decreased and the district was forced to close
some schools. Now that the birth rate is increasing and the overall
population in the city of Columbus is also increasing, the district is
studying the possibility of reopening six closed schools for the 1987 school
year (Lover 1987). These schools will be used to help augment the city's
alternative school and neighborhood school programs. The Columbus area
population is well educated in 1980. Over 73 percent had a high school
education and 21.2 percent were college graduates (Bureau of the Census 1983).
Figure 2-11 shows the various school districts within Franklin County. The
smaller developed districts such as Bexley, Whitehall, Upper Arlington, and
Grandview Heights, have experienced declining enrollments and have been forced
to close some of their schools. School districts located in growth areas,
such as Dublin, Worthington, and Billiard, have increasing enrollments and
plan to build new facilities. The Dublin school district is forced to lease
space in order to accommodate its enrollment. All of these growing suburban
areas are overcrowded.
2.2.2.7 Community Services
The Columbus area has an adequate number of diverse community services.
There are over 120 neighborhood associations, 88 shopping centers, 69 hotels
and motels with over 10,000 rooms, over 750 Protestant churches, 54 Catholic
churches, and 11 Jewish synagogues. Additional services include the
following:
City Parks 141 Major Auditoriums 9
Metropolitan Parks 7 Museums 9
State Parks 6 Outdoor Movies 6
Auto Race Tracks 2 Skating Rinks 7
Ball Fields 120 Swimming Pools 50
Bowling Facilities 30 Tennis Courts 12
Country Clubs 15 YMCAs 8
Golf Courses 25 YWCAs 2
Indoor Movies 25
2-70
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NJ
Gahanna
Jefferson
SD
Reynotdsburq
SD
Groveport -
Madison
SD
Canal.
Winchester
SD I
Hamilton
SD
* \OJ jf
M«yo>
* rwpiMtwnl i>l 0«
D"K'01 " -1*"1 H*°°*
f It I >\ C' llHI I
School District
Boundaries
August
FIGURE 2-11. SCHOOL DISTRICT BOUNDARIES
-------
Cultural events and activities include:
o The Columbus Symphony Orchestra
o The Ballet Metropolitan
o Music in the Air
o The Columbus Museum of Art
o The Center of Science and Industry
o The Ohio Historic Center
o The Greater Columbus Arts Festival
o A 100-acre city-owned zoo
o The Ohio State Fair.
2.2.2.8 Recreation
The Scioto River provides opportunities for a variety of active
recreational uses, and serves as a major scenic resource for the Columbus
community. Access to the Scioto River is available through scenic easements
and a series of 21 parks located along the river in Franklin County.
The majority of water-related recreational activity centers around the
O'Shaughnessy and Julian Griggs Reservoirs in the northern section of the
river. Boating and fishing are the major active uses, while picnicking,
hiking, bicycling, and sightseeing are the predominant passive uses. In 1986,
there were 132 boats registered for primary use on Griggs Reservoir and
143 boats for use on O'Shaughnessy (Bazler 1987). There are 243 boat docks
available for rental at the two reservoirs through the City of Columbus
Recreation and Parks Department. Demand for these docks is high (Slaughter
1987). Boat launching ramps are located on each side of the Scioto River for
day-boating use, which is permitted from 7:00 am until 11:00 pm. No quanti-
tative studies of recreational river use have been undertaken, but indications
are that it is relatively high in the portions of the Scioto River north of
Jackson Pike WWTP.
2-72
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Fishing occurs along the entire length of the river in the FPA, but is
most active north of Greenlavn Dam. The latest creel survey of the Scioto
River, taken between O'Shaughnessy Reservoir and Greenlawn Dam between April
14 and October 12, 1986, revealed a total fishing pressure of 153,080 angler
hours. Approximately 133,044 fish were caught and 58,470 were kept (Schaefer
1987).
Swimming or bathing is prohibited by city ordinance at any location along
the Scioto River within the Columbus city limits, in order to protect the
city's water supply and for public safety reasons (Deitz 1987).
The downtown core of Columbus, upstream of the Jackson Pike site, hosts a
series of water-related urban parks that provide paddleboat concessions,
pontoon pleasure and shuttle rides, a floating amphitheatre, scenic overlooks,
fishing piers, waterskiing exhibitions, boat races, and riverfront festivals.
Limited access and limited recreational quality restrict recreational
activities from Frank Road to the juncture of Big Walnut Creek and the Scioto
River in Harrison County. Recreation activities along the lower portion of
the Scioto, south of the Jackson Pike WWTP, consist largely of duck hunting
and fishing.
In 1974, a master plan for the waterways of Columbus was prepared and
adopted to protect and enhance the water resources of the county. "The
Watercourse Plan for Columbus and Franklin County" (City of Columbus 1974) is
the only land-use master plan adopted by Columbus and Franklin Counties. The
plan proposes a major park network along the seven watercourses that flow
through the county, including the Scioto River. The master plan identifies
the land along the southern portion of the Scioto River for potential
development as parks and scenic open space.
The northern portion of the river, from the zoo in Delaware County
through downtown Columbus, is identified for a variety of uses consisting of
urban waterfront parks, open space, and waterfront development. The water-
course plan has been used as a guide to development in the area, although the
corresponding zoning needed to fully implement the plan is lacking. The
2-73
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northern section of the river has developed more or less according to the
plan. Currently, the city of Columbus is pursuing the purchase of conser-
vation and scenic easements along the lover Scioto River as opportunities
arise.
Even lacking more quantitative data, it is evident that the Scioto River
is heavily used as a community resource, and will experience additional
pressure in the future as a result of projected development in the Columbus
area, and anticipated demand along the river's edge. Currently, there are
proposals for a floating restaurant and a heliport along the Scioto River in
the downtown area; several of the area's incorporated municipalities have park
projects in the planning stage that will make use of the river as either an
active recreational or aesthetic resource.
2.2.3 Public Finance
The study area includes most of Franklin County and parts of Fairfield,
Delaware, and Licking Counties. Table 2-14 compares the per capita property
taxes with the per capita expenditures for these four municipalities. Of
these four counties, Franklin has the highest tax rate and the highest
expenditure level. This is due to the large number of incorporated areas
within Franklin County. Most of these incorporated areas have their own
school districts. Although the State makes a large contribution to school
district operations from the State Foundation Fund, schools are largely
financed through the local property tax.
The largest incorporated area within Franklin County is the city of
Columbus. The city's fiscal health is an indicator of the area's economic
vitality. Columbus has a strong and growing economy. The performance of the
city income tax over the last 3 years reflects this strength. The economic
outlook suggests sustained growth in 1987. The city continues to increase its
revenue base through annexation. Most of the recent annexations have been for
properties located within the municipal boundaries. Table 2-15 lists the most
recent annexations.
2-74
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TABLE 2-14. PER CAPITA TAXES BY COUNTY
Expenditure Distribution
Property Tax
County per Capita
Ohio
Franklin
Fairfield
Delaware
M Licking
i
xj
u» Madison
Union
227
217
163
177
200
199
169
Per Capita
Expenditure
729
752
571
502
527
541
527
Education
48.1
47.1
50.2
53.8
57.1
58.2
41.4
Highways
5.8
4.0
7.7
8.5
7.9
10.5
9.8
Public
Welfare
4.7
7.0
2.1
2.6
3.7
4.6
6.4
Health &
Hospitals
7.1
3.1
15.8
3.7
2.3
1.9
22.8
Police
Protection
4.8
6.3
3.1
3.5
3.2
3.4
1.7
Based on 1976-77 Financial Reports
Source: Bureau of the Census 1983a
-------
TABLE 2-15. COLUMBUS ANNEXATIONS SINCE 1986
Year Fringe Annexation Infill Annexations
Cases Acres Cases Acres
1980 7 1,157 15
1981 1 365 17
1982 1 72 21
1983 2 448 12
1984 6 288 22
1985 11 616 20
1986 to Present _4 164 23
Totals 32 3,110 130 1,965
In anticipation of decreased Revenue Sharing funds, the city cut its 1987
budget. The city increased user charges and regulatory fees to compensate for
this $10 million loss. Although cuts vere made, basic services will receive
full funding in FY 1987. Public safety forces are slated to expand as the
city grows. The police budget includes two classes totaling 65 recruits and a
police cadet program expected to free up more officers for patrol. The fire
budget funds three classes with a total of 108 recruits. Equipment replace-
ment, particularly for refuse collection and roadway maintenance, is
especially critical due to the age of the fleet.
In 1986, the city's long-term credit rating was increased by both
national rating agencies. Standard & Poor's Corporation and Moody's Investors
Service currently rate Columbus as AA+ and Aa, respectively. These ratings
constitute the highest credit quality position in Columbus' history. The
city's short-term ratings also reflect Columbus' credit quality, with a
Standard & Poor's rating of SPI+ and Moody's rating of MIG-1 and VMIG-1. The
1987 Executive Budget combines the city's operating and capital budgets to
allow for a greater understanding of the relationship between capital projects
and operating costs. It also provides for dual and simultaneous consideration
of each city division's total operations, both in the operating arena and in
the capital improvements area.
2-76
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The Division of Planning prepares an annual Growth Potential report as
part of an overall Columbus development strategy. The report attempts to
identify the Columbus metropolitan area's future population growth in resi-
dential development, determine the site of such development, and assess the
city's ability to accommodate that growth. Specific capital project proposals
are developed to address the needs identified in the Growth Potential report.
The report indicates that growth is expected on the far south side of
Columbus.
The city of Columbus has a FY 1987 operating budget of $437.3 million.
The city's general fund generates revenues of $212.5 million. These revenues
will fund 49 percent of the FY 1987 operating budget. Special revenues,
internal services, and block grants comprise 7.5 percent of the city's
operating budget. The enterprise fund comprises the remaining 43.5 percent of
the budget. The city has four enterprise operations. These are as follows:
o Airports with an estimated revenue of $19,815,755 in 1987
o Electricity with an estimated revenue of $49,738,804 in 1987
o Water with an estimated revenue of $74,982,467 in 1987
o Sewers with an estimated revenue of $93,915,047 in 1987.
The next largest revenue source for general fund operations is the income
tax. In 1987, this source is expected to yield $139.5 million or 64.7 percent
of total general fund revenues. This estimate exceeds project 1986 receipts
by $8.3 million, or 6.3 percent, and reflects continued economic growth. The
city of Columbus levies a 2 percent income tax on all wages, salaries, com-
missions, and other compensation paid by employees and on the net proceeds of
business operation in the city. The most recent tax increase, 0.5 percent,
was approved by the voters on November 2, 1982, and became effective on
January 1, 1983. Pursuant to Columbus City Code, Section 361.36, 75 percent
of all income tax collections are deposited in the general fund for general
fund operations, and 25 percent of collections are deposited in a separate
fund to service debt on capital improvements.
2-77
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2.2.4 Cultural Resources
2.2.4.1 Historic Resources
The Columbus area is the second largest metropolitan area in Ohio, second
only to Cleveland. Columbus was established as the State capital by the Ohio
General Assembly soon after statehood in 1812 and was named for Christopher
Columbus. Columbus vas made the seat of Franklin County in 1824.
Improvements in transportation corridors spurred growth in the Columbus
area. During the 1840s, Columbus was linked to the National Road (from
Maryland) and to the Ohio and Erie Canal. By 1850, the first railroad
arrived, and by 1900, the population of Columbus exceeded 100,000 people. The
city contained a diversity of industry and government services important to
Ohio. The areas surrounding the city remained predominantly rural and
agricultural until after the second world war. Since World Var II, agri-
cultural lands have been converted to subdivisions in a large-lot sprawl
pattern. The Columbus metropolitan area of today covers over 2,000 square
miles, making it geographically the largest metropolitan area in Ohio.
The Ohio Historical Society (OHS) was established in 1885. Its
headquarters are in Columbus. The OHS has an inventory of over 3,000
properties or sites that may or may not be eligible for inclusion on the
National Register of Historic Places but are, nonetheless, historic under OHS
criteria.
The National Register of Historic Places lists 27 historic sites or
structures (excluding archaelogical sites) in Delaware County; 34 in Fairfield
County (2 additional structures are eligible)f 99 in Franklin County
(11 additional structures and sites are eligible, and 27 are pending inclusion
on the Register); 39 in Licking County (1 additional is eligible); 6 in
Madison County; and 15 in Pickaway County (1 additional structure is eligible)
(See Appendix I).
2.2.4.2 Archaeologic Resources
Information about archaeologic resources was obtained primarily from the
archaeologic survey report prepared for the Columbus Southerly and Jackson
2-78
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Pike Wastevater Treatment Plants, published January 25, 1985, by John E.
Black, Ph.D., Department of Anthropology, Cleveland State University.
Archaeologic resources are derived from a succession of prehistoric cultures,
extending back in time to a period of 18,000 years B.C., that made extensive
use of the Scioto River Valley.
The archaeologic background analysis of the Blank survey (see Appendix J)
was used to characterize prehistoric cultural information. This background
analysis suggests that prehistoric manifestations would occur on the raised
elevations on both the floodplains and terraces of the Scioto River throughout
the project area.
According to William S. Dancey, Ph.D., an Associate Professor of
Anthropology at Ohio State University, in a letter dated January 2, 1987,
"...the valley floor and bluff edges of the rivers in the study area were
preferred locations for human settlement." Further, he stated that "...within
the study area, where intensive surveys have been conducted (e.g., along Big
Darby Creek from Orient to S.R. 40, Alum Creek in the Uesterville vicinity,
and the Scioto River from 1-270 to Circleville), sites have been found to be
nearly continuous along the floodplain and on adjacent bluffs." Dr. Dancey
concluded in his letter that "...development of any kind in the region will
encounter archaeologic sites and because of the poorly known character of the
sequence and structure of prehistoric occupation nearly all sites are
potentially significant by any measure."
The National Register of Historic Places lists: 1 archaeologic site in
Delaware County; 3 in Pairfield County; 6 in Franklin County; 5 in Licking
County; 1 in Madison County; and 5 in Pickaway County. The Ohio Historic
Inventory lists those archaeologic sites that may or may not be eligible for
inclusion to the National Register but are, nonetheless, important cultural
resources to the State. The site inventory of the Division of Archaeologic
Services of the Ohio Historic Preservation office includes over 500 sites from
Franklin County and over 330 sites within Pickaway County.
2-79
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-------
CHAPTER 3. EXISTING FACILITIES
This chapter describes the Jackson Pike and Southerly Wastewater
Treatment Plants, the Combined Sewer Overflow System, and the Southwesterly
Composting Facility.
Figure 3-1 shows the locations of the two treatment plants, the
composting facility and the area served by combined sewers. Separation of a
portion of the combined sewer area is currently underway. This area is noted
on the map.
The following sections of this chapter will define the equipment,
influent and effluent characteristics, and the overall condition of the
facilities.
3.1 JACKSON PIKE WASTEWATER TREATMENT PLANT
The Jackson Pike Wastewater Treatment Plant began operation in 1937. The
plant was modernized and expanded in capacity in the mid-fifties. Currently
there are two parallel flow trains for wet stream treatment consisting of
preaeration, primary settling, aeration, and final clarification. The
original train is called Plant A, and the newer train is called Plant B. The
two trains operate relatively independently of each other during liquid
processing but share sludge handling facilities.
3.1.1 Major Interceptors
Wastewater arrives at the Jackson Pike plant by the 108-inch diameter
Olentangy-Scioto Interceptor Sewer (O.S.I.S.) and the 72-inch diameter Big Run
Interceptor Sewer. The maximum hydraulic capacity of the Jackson Pike plant
is 100 MGD. Currently average daily flows are approximately 84 MGD. The
plant accepts all of the flow from the Big Run Interceptor but limits the flow
from the O.S.I.S. so the hydraulic capacity of the plant will not be
exceeded. The major diversion point for the O.S.I.S. flows is at the Whittier
Street Storm Standby Tanks.
3-1
-------
JACKSON PIKE WWTP
SOUTHERLY WWTP
SOUTHWESTERLY COMPOST FACILITY
APPROXIMATE SCALE-
1 INCH = 4.12 MILES
SEPARATION UNDERWAY OR COMPLETE
COMBINED SEWERS REMAINING
MAJOR INTERCEPTOR
FIGURE 3-1
COLUMBUS METROPOLITAN AREA
INTERCEPTORS & TREATMENT FACILITIES
3-2
-------
The .major portion of a connecting sanitary interceptor sewer (i.e., the
Interconnector) is currently in place between the Jackson Pike and Southerly
WWTPs. Currently the Interconnector consists of approximately 7 miles of 150-
inch and 156-inch diameter sewer. It begins 3000 feet from the Jackson Pike
WWTP and connects with a pump station on the west side of the Scioto River
near the Southerly WWTP. In September of 1986, USEPA provided funding for the
construction of the remaining 3,000 feet of the sewer (Figure 3-2), which will
complete the Interconnector between the two plants. Included in the north end
construction will be a diversion chamber which will connect the Interconnector
with the O.S.I.S. north of Jackson Pike. When completed, the Interconnector
will allow the flow to Jackson Pike to be controlled by diverting excess flows
to Southerly.
3.1.2 Preliminary Treatment (O.S.I.S. Flows)
Preliminary treatment is provided for flows entering Jackson Pike through
the O.S.I.S. at a facility called the Sewer Maintenance Yard which is located
approximately one axle north of Jackson Pike. These preliminary treatment
facilities were constructed in 1948. They are rated at a capacity of 160 MGD
and provide preliminary screening and grit removal for flows in the O.S.I.S.
prior to their arrival at Jackson Pike.
3.1.3 Major Treatment Processes
The Jackson Pike Wastewater Treatment Plant consists of the following
treatment processes:
Preliminary Treatment
Primary Treatment
Secondary Treatment
Disinfection
Solids Handling
Solids Disposal.
3-3
-------
-f
<0
f
A
«0
o
PROPOSED
DIVERSION -\
CHAMBER \
f ~ f~ ,-, ^ ,-,-,- A
/ f an
r fl ° d
fll Ir*^! I r
malD0
nnnn :
§
/"
/§
/«
g
i ,\
>^
v
in
J
n
^
JACKSON PIKE WASTEWATER TREATMENT PLANT
PROPOSED 150"
INTERCONNECTOR EXTENSION
& 8" SLUDGE LINE EXTENSION
SOURCE REVISED FACILITY PLAN UPDATE
3-4
FIGURE 3-2
NORTH END INTERCONNECTOR
-------
Figure 3-3 shows a flow schematic of the Jackson Pike WWTP. Table 3-1
identifies the specific unit processes and their respective facilities.
3.1.4 System Performance
Wastewater characteristics and operating performance for the Jackson Pike
plant were assembled from monthly summaries of plant operating data. These
parameters are presented in Tables 3-2 through 3-4. The following sections
discuss these tables.
3.1.4.1 Influent Wastewater Characteristics
Influent wastewater characteristics for 1985 are shown at the top of
Table 3-2. The average influent carbonaceous biochemical oxygen demand
(CBODc) and total suspended solids (TSS) concentrations of 145 and 185 mg/L
represent low to medium strength domestic sewage. Ammonia and phosphorus
concentrations represent a weak domestic sewage.
3.1.4.2 Final Effluent Quality
The effluent wastewater characteristics for 1985 are shown at the bottom
of Table 3-2. The yearly average CBODe, and TSS concentrations are 16 mg/1 and
8 mg/1, respectively. Table 3-3 shows the 1985 monthly average raw, settled,
and final concentrations for CBOD^ and TSS. The annual average removal rate
for CBODe is 90 percent. The TSS annual average removal rate is 96 percent.
Table 3-4 presents monthly nitrification data for 1985. Effluent ammonia
concentrations range from 57 to 90 percent of influent ammonia concentrations.
Effluent limitations for the Jackson Pike plant are specified in OEPA
Permit No. 4PFOOOOO*HD. The plant is currently operating under interim
effluent limitations established by the permit. The interim limitations
require a 25/30 effluent (i.e. CBOD/TSS; 30-day average). The permit also
sets forth a compliance schedule for attainment of compliance with final
effluent limitations. The final limits established by the permit for the
Jackson Pike plant have been previously presented in Table 1-1. The final
limits are more stringent than the interim limits with respect to CBODc and
3-5
-------
PLANT '
PRIMARY
CLARIFICATION
AERATION
RAW
INFLUENT
PUMPING
SCREENING
PREAERATION
PRIMARY
CLARIFICATION
PLANT 'B'
PREAERATIDN
AERATION
PRIMARY
SLUDGE
HOLDING
INCINERATION
CENTRIFUGE
DEVATERING
SECONDARY
CLARIFICATION
CHLORINATION
SECONDARY
CLARIFICATION
DIGESTED
SLUDGE HOLDING
ANAEROBIC
DIGESTION
THICKENED RAW SLUDGE
TO DEWATERING
VAS
HOLDING
CENTRIFUGE
THICKENING
VAS
THICKENED
SLUDGE
BLEND/STORAGE
TO
LANDFILL
TO LAND
APPLICATION
THERMAL
CONDITIONING
FIGURE 3-3
JACKSON PIKE WWTP
FLOW SCHEMATIC
-------
TABLE 3-1. JACKSON PIKE EXISTING FACILITIES
Process
Screening
Pumping
Preaeration
Blower for Preaeratton and
Aeration
Primary Clarification
Aeration
Secondary Clarification
Chlorination
Waste Activated Sludge
Holding
Facilities/Condition
Two mechanically cleaned bar screens
with 1-1/2" openings, west screen
replaced in 1983
Two variable speed at 55 MGD (32 ft TDK)
Two constant speed at 27.5 MGD (27.5 ft TDH)
One constant speed at 60 MGD (30 ft TDH)
Plant A - 2 tanks at 180 ft x 26 ft x 15 ft SWD
Plant B - 2 tanks at 113 ft x 26 ft x 15 ft SWD
4 at 21,000 cfm
2 at 15,000 cfm
2 at 3,000 cfm
3 at 12,500 cfm
Plant A - 4 tanks at 150 ft x 80 ft x 10 ft SWD
Plant B - 4 tanks at 150 ft x 80 ft x 10 ft SWD
Twelve sludge pumps at 250 gpm each
Plant A - 8 tanks at 900 ft x 26 ft x 15 ft SWD
Plant B - 4 tanks at 900 ft x 26 ft x 15 ft SWD
Plant A - 8 tanks at 153 ft x 60 ft x 12.5 ft SWD
Plant B - 4 tanks at 153 ft x 60 ft x 12.5 ft SWD
six return sludge pumps; one at 6,944 gpra,
one at 5,555 gpm, one at 5,902 gpm, one at
3,889 gpm, and two at 3,472 gpra each
By direct injection into discharge pipeline
One 78-foot x 14-foot x 8-foot deep basin
(two) standby units
Comments/Sizes/Capacities
165 MGD
1.05 MG total volume
0.66 MG total volume
48,000 SF total surface area
48,000 SF total surface area
21.0 MG total volume
10.5 MG total volume
73,440 SF total surface area
36,720 SF total surface area
0.065 MG of storage
-------
TABLE 3-1. JACKSON PIKE EXISTING FACILITIES (cont.)
Process
Facilitj.es/CondLtions
Id
OO
Primary Sludge Holding One 85-foot dia., 25.25-foot SWD
Centrifuge Thickening (WAS) Two solid bowl centrifuges
Anaerobic Digestion
Digested Sludge Holding
Thermal Conditioning
Centrifuge Dewatering
Incineration
Ash Lagoon
Landfill
Land Application
Sludge Transport and
Application
Application Sites
Eight Primary Digesters:
70-foot dia., 27.5-foot SWD
Six Secondary Digesters*
85-foot dia., 23.5-foot SWD
One 85-foot dia., 25.5-foot SWD
Two Reactors installed 1972,
Expanded 1978 to 4 reactors
Six solid bowl centrifuges
Installed 1976
Two multiple-hearth incinerators
7-hearths, 22.25-foot diameter
Two lagoons
Incinerator ash landfilled on an as-
needed basis through contract operation
Contract Operation
Required Acreage 2,000 Ac/yr
Available Acreage 10,000 Ac
Comments/Sizes/Capacities
1 MG of storage
550 gpm/unit, 400 HP/unit
Feed Solids 1%
Thickened WAS 4%
Volume: 1.6 x 106 CF Total
6.3 MG Primary
6.0 MG Secondary
1.0 MG of storage
200 gpm/unit
100 gptn/unit, 100 HP/unit
Feed Solids 31
Dewatered Cake 16-18JS
170 wet tons/day
Feed Solids 16-18%
Total storage capacity 48,000 cy;
Cleaned as needed
Transport 130-150 tons/day
Application 70-200 tons/day
Approximate Unit Cost of $ll/wet ton
Application 260 days/yr
Seasonal peaks dependent
on weather and cropping patterns
-------
TABLE 3-2. 1985 OPERATING DATA JACKSON PIKE WWTP
Parameter
INFLUENT
Flow, ragd
CBOD5, mg/1
TSS, mg/1
COD, mg/1
Ammonia, mg/1
Nitrite, mg/1
Nitrate, rag/1
TKN, mg/1
Total
Phosphorus, mg/1
EFFLUENT
TSS, mg/1
CBOD5, mg/1
DO, mg/1
COD, mg/1
Ammonia, mg/1
Nitrite, mg/1
Nitrate, mg/1
TKN, mg/1
Total
Phosphorus, mg/1
Fecal Coli form
(count/100 ml)
Average
84.3
145.0
185.0
359.0
U.O
0.17
0.9
20.6
6.4
8.0
16.3
4.6
39.6
3.1
0.58
10.4
4.9
4.4
9.2
Maximum
Monthly
Average
95.1
179.0
235.0
429.0
14.4
0.57
4.8
24.9
7.8
16.0
25.5
6.9
47.9
5.0
1.37
13.3
6.9
6.2
20.0
Minimum
Monthly
Average
74.5
124.0
141.0
275.0
6.3
0.02
0.2
15.1
4.8
5.0
2.03
3.4
30.1
0.6
0.15
8.3
2.2
3.3
3.5
Source: Plant Operating Reports
3-9
-------
TABLE 3-3. JACKSON PIKE WWTP 1985 PERFORMANCE DATA
CBOD5
January
February
March
April
May
June
July
August
September
October
November
December
Average
SUSPENDED
January
February
March
April
May
June
July
August
September
October
November
December
Average
Raw (mg/1)
179
159
133
132
135
164
137
141
142
167
125
124
145
SOLIDS
182
173
172
149
186
235
219
190
182
193
192
141
185
% Removal
Raw to
Settled (mg/1) Settling
102
95
100
91
72
98
95
99
101
113
65
69
92
66
98
75
65
61
83
100
86
69
79
55
56
74
43
40
25
31
47
40
31
30
29
32
48
44
37
64
43
56
56
67
65
54
55
62
59
71
60
64
Final (mg/1)
21
18
12
22
13
17
15
2
18
26
7
J_
16
10
9
7
7
7
9
5
8
5
16
9
_6
8
% Removal
Raw to
Final
88
89
91
83
90
90
89
99
87
84
94
94
90
95
95
96
95
96
96
98
96
97
92
95
i6.
96
Source: Plant Operating Reports
3-10
-------
1 TABLE 3-4. JACKSON PIKE WWTP NITRIFICATION DATA - 1985
Ammonia (mg/l) Nitrite (mg/1) Nitrate (mg/1)
January
February
March
April
May
June
July
August
September
October
November
December
Average
Raw
13.4
x
11.5
9.3
10.6
9.8
12.0
10.4
11.5
13.4
14.4
6.3
9.0
11.0
Final
2.8
1.7
1.7
4.2
2.2
4.3
4.4
5.0
5.0
3.8
0.6
1.9
3.1
% Reduction
79
85
82
60
78
64
58
57
63
74
90
Zi
72
Raw
0.05
0.41
0.38
0.14
0.12
0.02
0.02
0.02
0.02
0.02
0.32
0.57
0.17
Final
1.37
0.61
0.35
0.59
0.47
0.50
0.54
0.62
0.60
0.52
0.15
0.68
0.58
Raw
0.4
1.8
1.0
0.4
0.3
0.2
0.2
0.2
0.2
0.2
0.6
4.8
0.9
Final
11.1
13.3
11.7
10.2
11.0
9.9
9.6
8.3
9.1
10.1
10.5
9.6
10.4
Source: Plant Operating Reports
3-11
-------
TSS, and include discharge limitations on ammonia and establish a minimum
dissolved oxygen concentration which must be maintained in the final effluent.
The compliance schedule stipulates that construction of wet stream facilities
must be completed prior to May 23, 1988, and final effluent limitations must
be attained no later than July lj 1988.
Operating data presented in Table 3-2 through 3-4 illustrates that the
Jackson Pike WWTP is not capable of consistently meeting the final effluent
limitations without upgrading and expansion. The monthly average CBOD^
concentrations shown in Table 3-3 exceed the final 30-day permit limits six
months of the year. The required minimum dissolved oxygen concentration of
7.0 rag/1 was never achieved (Table 3-2). Ammonia limits were exceeded for the
months of June through October (Table 3-4).
3.1.5 Present Condition of Plant
In August and September of 1985, a detailed survey of the facilities at
the Jackson Pike Wastewater Treatment Plant was conducted. The purpose of the
survey was to determine the remaining useful service life of existing
equipment and structures. The conclusions of the survey, taken from the
General Engineering Report and Basis of Design prepared by URS Dalton (January
1986), are listed below:
Tanks Visual inspection of the open-air tanks out of
service indicates that the majority of the
concrete deterioration has occurred above the
water line, with the concrete below in good
condition. A complete handrail system is needed
around all the open-air tanks but can only be
constructed after concrete restoration.
Buildings Work is required on all buildings, some of which
are in need of more extensive rehabilitation
than others. Those requiring the most work are
either the oldest or subjected to the most
severe environment. These include the
Incinerator Buildings, Boiler Building, Sludge
Control House No. 2 and the Bar Screen Building.
3-12
-------
Power System
Instrumentation
& Control
HVAC
Plumbing
Wet Stream Process
Solids Handling
The power system is generally adequate and in
good condition. Two transformer substations in
the Aeration Control Building "A" should be
replaced along with the motor control center in
Aeration Control Building "B". The power
generator system should be abandoned. Part of
the site is not lighted and should have pole
fixtures installed.
Inadequate. The I&C system requires complete
replacement and expansion to meet final NPDES
limitations.
In general, the buildings appear to have
adequate heating and the heating equipment
overall has been kept in good condition.
Buildings that have ventilation equipment
generally have the equipment in operation. Each
building should be evaluated on an individual
basis to determine heating and ventilation
requirements.
Adequate. Some renovation required.
There is a significant amount of useful life in
the raw sewage pumps, the main air blowers, and
the primary sludge pumping system. However, the
primary collection mechanisms, air diffusion
equipment and secondary clarifier equipment
need to be replaced.
Adequate, but requires renovations and minor
expansions due to the need for increased
pollutant removals.
3.2 SOUTHERLY WASTEWATER TREATMENT PLANT
The Southerly Wastewater Treatment Plant began operation in 1967 with a
single treatment train. In the early seventies, an additional wet stream
train was constructed. The original wet stream treatment train is termed the
Center Section. The newer train is called the West Section.
3.2.1 Major Interceptors
Southerly receives approximately 50 to 60 MGD via the Big Walnut Sanitary
Outfall Sewer which serves the northeast, east, and southeast portions of
Columbus and Franklin County. An additional 5 MGD of flow is carried
3-13
-------
to Southerly by the Interconnector Sewer which serves a portion of western
Columbus.
3.2.2 Interconnector Pump Station
The purpose of the Interconnector Pump Station is to pump flows from the
Interconnector across the Scioto River to the Southerly WWTP. The
Interconnfctor Pump Station is located on the south end of the Interconnector
near Southerly (Figure 3-4). Flows from the 156-inch Interconnector Sewer
enter a 58-foot wide by 25-foot long by 16-foot deep chamber to be distributed
to three channels containing coarse bar racks and mechanically-cleaned bar
screens. Each channel is 6 feet wide by 30 feet long. Flows from the
screening channels enter a 20-foot wide by 66-foot long by 23-foot high wet
well and are pumped by two 20 MGD and two 30 MGD extended shaft centrifugal
pumps through one 36-inch and one 48-inch force main to the Southerly
headworks.
3.2.3 Treatment Processes
The Southerly Wastewater Treatment Plant consists of the following
treatment processes:
Preliminary Treatment
Primary Treatment
Secondary Treatment
Disinfection
Solids Handling
Solids Disposal.
A schematic flow diagram of the facilities is presented in Figue 3-5.
Table 3-5 identifies the specific unit processes and their respective
facilities.
3-14
-------
\ \
^
\
EXISTING 156
I-.-.
t*l
............
//
\
INTERCONNECTOR SEWER I
EXISTING PUMPING
STATION
UJ
t
CO
o
I o
UJ
\ \
\
i
t-»
ui
/
/ /
/ '
/ '
/I/
/ /
\ \
EXISTING 48" & 36" FORCE MAINS /
AND SLUDGE LINE /
SCALE: r=500*
SOURCE. REVISED FACILITY PLAN UPDATE
Y
CU
ODO ,- n
OnO ''
^ODO
c±J CD
D D
SOUTHERLY WW.TP
FIGURE 3-4
SOUTH END INTERCONNECTOR
-------
CENTER TRAIN
PREAERATION
SCREENING
RAW
INFLUENT
GRIT REMOVAL
U)
PREAERATION
CENTRIFUGE
DEWATERING
PRIMARY
CLARIFICATION
AERATION
SECONDARY
CLARIFICATION
CHLDRINATION
PRIMARY
CLARIFICATION
EFFLUENT
VEST TRAIN
SECONDARY
CLARIFICATION
ANAEROBIC
DIGESTION
(UNDER REHABILITATION)
CENTRIFUGE
THICKENING
WAS
DISSOLVED AIR
FLOTATION
THICKENING
(ABANDONED)
DEVATERED
SLUDGE
STORAGE
INCINERATION
TO
AMTlCTt I
'
TO
COMPOSTING
THERMAL
CONDITIONING
(ABANDONED)
FIGURE 3-5
SOUTHERLY WTP
FT.nW SCHF.MATTO
-------
TABLE 3-5. SOUTHERLY WWTP EXISTING FACILITIES
Process
Screening
Grit Removal
Pumping
Preaeration
i>>
i Primary Clarification
-j
Aeration
Secondary Clarification
Disinfection
Dissolved Air Flotation
Thickening (WAS)
Facilities/Condition
Four bar racks with 5.5-inch openings
Four mechanical bar screens with 1-inch openings
Two aerated grit tanks at 44.5 ft x 20 ft x 13.5 ft SWD
Two aerated grit tanks at 51.2 ft x 20 ft x 13.5 ft SWD
Two variable speed blowers at 960 cfm each
Three variable speed pumps at 35 MOD (38 feet TDK)
Two variable speed pumps at 65 MGD (42 feet TDU)
One constant speed pump at 35 MGD (38 feet TDH)
Center Train - 4 tanks at 112.7 ft x 26 ft x 15.5 ft SWD
West Train - 4 tanks at 112.7 ft x 26 ft x 15.5 ft SWD
Three constant speed blowers at 3,400 cfm each
Center Train - 4 tanks at 80 ft x 165 ft x 10 ft SWD
West Train - 4 tanks at 100 ft x 170 ft x 10 ft SWD
Twelve sludge pumps at 150 gpra each
Center Train - 4 tanks at 26 ft x 900 ft x 15 ft SWD
West Train - 6 tanks at 26 ft x 900 ft x 15 ft SWD
Nine blowers at 20,000 cfm each
Center Train - 4 tanks at 89 ft x 170 ft x 12.5 ft SWD
West Train - 4 tanks at 104 ft x 180 ft x 10.5 ft SWD
Return sludge pumps - 4 at 7,000 gpra each,
4 at 10,500 gpm each, 4 at 8,100 gpra each,
4 at 12,000 gpra each
Waste-activated sludge pumps - 8 at 200 gpm each
Six 2,000 Ib/day chlorinators
Six 8,000 Ib/day evaporators
One chlorine contact basin at 260 ft x 260 ft x 7 ft SWD
Four units (§ 1,900 SF/unit
(Abandoned 1978 used as
WAS concentration tanks)
Comments/Sizes/Capacitles
0.39 MG total volume
170 MGD
1.36 MG total volume
1.36 MG total volume
52,800 SF total surface area
68,000 SF total surface area
10.5 MG total volume
15.8 MG total volume
-------
TABLE 3-5. SOUTHERLY WWTP EXISTING FACILITIES (cont.)
Process
Centrifuge Thickening
(WAS)
Anaerobic Digestion
Thermal Conditioning
Centrifuge Dewatering
OJ
i
00
Dewatered Sludge
Storage
Transport to Composting
Composting
Compost Disposal
Incineration
Ash Lagoon
Landfill
Fac Hit le s /Cond i t ion
Four solid bowl centrifuges
Pre-Project 88, Contract #19
Mot yet fully operational
Four Primary Digestions;
85-foot dia., 25.25-foot SWD
Two Secondary Digesters;
85-foot dia., 25.25-foot SWD
Construction date 1965
Three Reactors
Installed 1974, Abandoned 1980
Six solid bowl centrifuges
Operational approx. 7 years
Dewatered cake 16-18%
One storage bin.
4-8 trucks @ 25 wet tons
Hrs of operation 56 hrs/wk
Extended aerated static pile system
Product removed by truck
Two existing multiple hearth units;
Two new multiple hearth units
under construction
Two lagoons
Incinerator ash landfilled on an as-needed
basis through contract operations
Comments/Sizes/Capacities
200 gpra/unit
Feed Solids 1%
Thickened WAS 5%
Volume of 972,000 CF total
4.8 MG primary
2.4 MG secondary
200 gpra/unit
100 gpra/unit
Feed solids 3.5%
Volume of 400 cy/300 wet tons
Haul distance of 7 miles roundtrip
120-200 wet tons/day
dependent on sludge and weather
Disposal through bulk sales to
public and private consumers
150 wet tons/day existing
260 wet tons/day new
Total storage capacity 76,000 cy;
Cleaned as needed
-------
Construction of additional facilities is presently taking place at
Southerly. These new facilities were not included in Table 3-5. This
construction phase is called Project 88. This construction is being
undertaken by the city as part of their Municipal Compliance Plan to bring the
treatment facilities into compliance with revised NPDES permit limits by
July 1, 1988. It includes the following:
4 preaeration tanks
2 primary settling tanks
6 aeration tanks
6 secondary settling tanks
chlorination/dechlorination/post aeration facilities
4 gravity thickeners
4 DPF dewatering presses
sludge cake storage facilities
lime stabilization facilities.
3.2.4 System Performance
Monthly summaries of wastewater characteristics and operating performance
for the Southerly plant were assembled from plant records and reports. These
summaries are presented in Tables 3-6 through 3-8. The following paragraphs
discuss these tables.
3.2.4.1 Influent Wastewater Characteristics
Influent wastewater characteristics for 1985 are shown at the top of
Table 3-6. The average BOD5 and TSS levels of 171 mg/1 and 193 mg/1,
respectively, represent medium strength domestic wastewater. The ammonia and
phosphorus concentrations represent a weak domestic sewage.
3.2.4.2 Final Effluent Quality
The bottom of Table 3-7 shows average, maximum monthly average, and
minimum monthly average parameters for the Southerly plant effluent during
1985. These values do not incorporate the flow that is bypassed directly to
3-19
-------
TABLE 3-6. SOUTHERLY WWTP 1985 OPERATING DATA
Parameter
INFLUENT
Flow, MGD
TSS, mg/1
CBOD5, mg/1
COD, mg/1
Ammonia, rag/1
Nitrite, mg/1
Nitrate, rag/ I
TKN, mg/1
Total
Phosphorus, rag/1
EFFLUENT
TSS, mg/1
CBOD5, mg/1
DO, mg/1
COD, mg/1
Ammonia, mg/1
Nitrite, mg/1
Nitrate, mg/l
TKN, mg/1
Total
Phosphorus, rag/1
Fecal Coliform
(count /100ml)
Average
64.8
193.0
171.0
433.0
12.4
0.04
0.2
24.6
7.5
8.0
11.0
8.1
38.0
3.8
0.63
5.0
5.8
1.4
386.0
Maximum
Monthly
Average
87.2
222.0
238.0
546.0
18.9
0.14
0.3
33.6
9.4
18.0
17.0
8.8
53.0
7.8
1.13
8.6
10.6
2.6
950.0
Minimum
Monthly
Average
51.7
139.0
115.0
328.0
8.2
0.02
0.2
17.7
5.1
5.0
7.0
7.6
27.0
1.2
0.28
2.2
3.2
0.8
119.0
Source: Plant Operating Reports
3-20
-------
TABLE 3-7. SOUTHERLY WWTP 1985 PERFORMANCE DATA
CBOD5
January
February
March
April
May
June
July
Augus t
September
October
November
December
Average
SUSPENDED
January
February
March
April
May
June
July
Augus t
September
October
November
December
Average
Raw (mg/1)
183
149
139
160
163
183
171
189
233
238
115
134
171
SOLIDS
198
191
174
193
196
212
210
199
222
210
139
168
193
% Removal
Raw to
Settled (mg/1) Settling
122
109
92
97
123
142
128
132
151
185
88
91
122
85
88
74
79
99
120
96
86
83
120
75
65
89
33
27
34
39
25
22
25
30
35
22
23
32
29
57
54
57
59
49
43
54
57
63
43
46
6.1
54
Final (mg/1)
14
11
10
13
17
15
8
7
8
8
9
_9
11
7
10
13
9
18
7
5
6
7
5
10
_6
8
% Removal
Raw to
Final
92
93
93
92
90
92
95
96
97
97
92
93_
94
96
95
93
95
91
97
98
97
97
98
93
96
96
Source: Plant Operating Reports
3-21
-------
TABLE 3-8. SOUTHERLY WWTP NITRIFICATION DATA - 1985
Ammonia (mg/1)
Nitrite (mg/1)
Nitrate (mg/1)
January
February
March
April
May
June
July
August
September
October
November
December
AVERAGE
Raw
12.9
11.0
9.2
11.1
11.6
13.9
11.3
12,3
18.0
18.9
8.2
10.7
12.4
Final
5.0
5.7
2.9
3.3
4.0
4.8
1.8
1.2
3.1
7.8
3.0
2.8
3.8
Z Reduction
61
48
68
70
66
65
84
90
83
59
63
74
69
Raw
0.04
0.05
0.06
0.05
0.02
0.02
0.02
0.02
0.02
0.02
0.14
0.04
0.04
Final
1.13
0.94
0.85
0.52
0.63
0.97
0.55
0.28
0.52
0.56
0.33
0.30
0.63
Raw
0.2
0.3
0.3
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.2
0.2
Final
3.1
2.2
2.8
4.7
4.1
4.6
7.1
7.5
8.6
6.3
4.0
4.4
5.0
Source: Plant Operating Reports
3-22
-------
the Scioto River. The annual average CBOD^ and TSS concentrations are 11 mg/1
and 8 mg/1, respectively. Table 3-7 shows the 1985 monthly average raw,
settled, and final concentrations for CBOD^ and TSS. The CBOD«j annual average
removal rate is 94 percent. The TSS annual average removal rate is 96
percent. Table 3-8 presents monthly nitrification data for 1985. The
effluent ammonia concentrations range from 48 to 90 percent of the influent
ammonia concentrations.
Similar to the Jackson Pike WWTP, the Southerly WWTP is also operating
under interim effluent limits of 25/30 as established in OEPA Permit No.
4PF00001*HD. This permit also sets forth a compliance schedule for attainment
of compliance with final effluent limitations. The final effluent limits were
presented in Table 1-2. The limits are more stringent with regards to CBODc,
TSS, and fecal coliform levels than the interim limits. The final limits also
include standards for dissolved oxygen and ammonia which are not included in
the current permit. The Southerly WWTP must attain compliance with the final
limits by July 1, 1988. Based on the operating data presented in Tables 3-6
through 3-8, the Southerly WWTP is not be capable of meeting these final
limits on a consistent basis without some upgrading or expansion. The CBODc
limits were exceeded for the months of May and June (Table 3-7), and the
ammonia limits were exceeded six months of the year (Table 3-8).
3.2.4.3 Operational Considerations
Storm flows periodically cause hydraulic overloading and operational
upsets at Southerly. In the past, when the biological portion of the plant
was threatened by potential flooding, untreated influent was diverted to the
treatment plant bypass. In 1983, a cooperative effort by Ohio EPA and the
City to reduce bypassing resulted in another method of resolving this problem
termed Blending of Flows.
When incoming flows begin to increase, the plant increases pumping rates.
When the biological part of the plant begins to show signs of potential
washout, then flow to the biological part is fixed. Influent flows above this
3-23
-------
fixed flow, but less than the capacity of the primary tanks, are bypassed
around the biological portion and blended with the final effluent, thus
receiving only primary treatment and chlorination. Once the primary treatment
facilities are operating at capacity, then influent flow above that rate is
bypassed directly to the Scioto River through a 108-inch diameter pipe
originating in the screen building.
In reviewing plant operating data it is difficult to pinpoint the exact
flow rate above which flows must be blended or bypassed. Blending occurs at
flows as low as 45 MGD and bypassing occurs at flows as low as 65 MGD. Table
3-9 gives information on the frequency of bypassing and blending. The
average flow values in the table include treated, blended, and bypassed flows.
The occurrences of blending and bypassing seem to correspond with the level of
precipitation and the time of year. The monthly average precipitation for
1984 through 1986 is 3.0 inches. The greatest frequency of bypassing and
blending occurs when the total monthly precipitation exceeds this average.
However, during February and March of 1986, the monthly precipitation totals
are slightly below average and bypassing and blending occurs in significant
amounts. This may be due to snowmelt.
Southerly has also been plagued in the past by bulking problems. A
bulking sludge exhibits poor settling characteristics and poor compactability.
Filamentous organisms are one of the principle causes of bulking due to their
poor floe-forming and settling characteristics. Excessive organic loads in
the form of carbohydrates in the wastes can cause excessive growths of
filamentous bacteria, which in turn cause bulking.
The Anhueser-Busch Brewery contributes a considerable amount of organic
load to the Southerly plant. The brewery has a contract with the city dated
August 11, 1981, which limits their discharge to 45,000 Ibs/day BOO averaged
over a month and 75,000 Ibs/day BOO on a daily basis. It is estimated that
the brewery contributes 40 percent of the organic load and 6 percent of the
hydraulic load to the Southerly WWTP. Thus, the brewery loads are suspect as
a significant contributor to the bulking problem.
3-24
-------
TABLE 3-9. SOUTHERLY WWTP PLOW DATA
Month/Year
Flow
Average (MGD)
Blending
Freq. (days)/
Total (MG)
Bypassing
Freq. (days)/
Total (MG)
Precipitation
Total (Inches)
1/84
2/84
3/84
4/84
5/84
6/84
7/84
8/84
9/84
10/84
11/84
12/84
1/85
2/85
3/85
4/85
5/85
6/85
7/85
8/85
9/85
10/85
H/85
12/85
1/86
2/86
3/86
4/86
5/86
6/86
7/86
8/86
9/86
10/87
11/86
12/86
56.7
68.2
78.0
84.5
78.2
57.7
56.7
54.9
53.5
54.5
62.0
64.5
60.6
83.1
77.6
68.2
67.6
56.3
63.5
55.2
51.4
53.5
101.2
73.7
65.1
86.7
80.3
57.7
52.3
64.2
62.8
56.2
58.5
65.0
60.6
75.4
2/ND
10/ND
3/ND
4/ND
0/0
0/0
0/0
0/0
0/0
0/0
0/0
0/0
0/0
8/ND
8/ND
2/ND
10/ND
0/0
0/0
3/1.9
0/0
0/0
16/292
6/41
5/31
15/231
8/95
0/0
2/5.7
12/84
10/65
ND
ND
ND
ND
ND
2/ND
8/ND
9/ND
12/ND
16/ND
0/0
l/ND
0/0
0/0
2/ND
5/ND
3/ND
0/0
6/ND
4/ND
l/ND
2/ND
4/ND
6/ND
2/6.1
0/0
0/0
13/366
3/57
2/7.6
6/207
4/192
0/0
0/0
3/52
4/9.0
0/0
2/0.3
4/81
2/16
4/125
1.04
1.97
3.89
4.10
4.93
0.71
3.15
2.96
1.48
2.91
4.41
2.84
1.31
1.67
3.78
0.56
4.96
1.41
6.88
ND
ND
1.98
10.67
1.81
1.54
2.96
2.61
1.31
2.47
5.53
3.60
1.61
3.44
4.16
3.00
2.81
Flow includes blended, bypassed, and treated flows.
Source: Plant Operating Reports
ND - No Data Available
3-25
-------
3.2.5 Present Condition ofPlant
In August and September of 1985 an engineering team surveyed both
Columbus wastewater treatment plants. Their purpose was to determine the
remaining useful service life of the existing facilities. The results of the
Southerly survey, taken from the General Engineering Report and Basis of
Design (January 1986) are listed below:
Tanks
Buildings
* Electrical
HVAC
Plumbing
Instrumentation
& Control
Wet Stream Process
* Solids Handling
Minor concrete rehabilitation is needed. Many
of the tanks, walls, and walkways exhibit
vertical and transverse cracks.
Work is required on practically all of the
buildings to repair cracks in the concrete, roof
leaks, and damaged handrails.
A new primary loop is required for future expan-
sion.
The majority of the buildings appear to have
inadequate or no ventilation and some facilities
have less heat than is required. The equipment
does not operate or is in poor condition due to
an apparent lack of regularly scheduled preven-
tive maintenance.
Some O&K renovation required.
The I & C system requires renovation and
expansion.
The wet stream process equipment is well
maintained but it is incapable of effectively
treating its design capacity of 100 MGD.
Sometimes flows are bypassed around the
biological portion of the plant and receive only
primary treatment and chlorinatxon or else they
are directly bypassed to the Scioto River.
All sludge pumps should be replaced. Digesters
need to be rehabilitated. Minor expansion of
existing facilities is required.
3-26
-------
3.3 COMBINED SEWER OVERFLOW
The Columbus wastewater collection system includes an area of 10.7
square miles that is served by a combined stormwater and wastewater collection
system (Figure 3-1). This constitutes approximately 7 percent of the service
areas of the two Columbus wastewater treatment plants. Points of combined
sewer overflow in the City include 21 regulator chambers, 3 overflow
structures and 2 storm tanks. These structures detain and divert wet weather
combined sewer flows that would otherwise hydraulically overload the Jackson
Pike and Southerly wastewater treatment plants. The locations of CSO are
listed in Table 3-10 and shown on Figure 3-6.
Seven of the regulator chambers discharge to the Olentangy River and
eleven overflow to the Scioto River. Two of the regulator chambers discharge
overflows to storm sewers. One of the regulatory chambers diverts overflows
to the Old Main Interceptor while the outfall of the last regulatory chamber
(Sullivant Avenue) has been bulkheaded causing local surcharging during wet
weather periods.
Two of the overflow structures discharge to the Scioto River through
24-inch and 18-inch pipes. The third overflow structure discharges to Alum
Creek via a 48-inch storm sewer.
The Whittier Street Storm Detention Tanks, situated south of Whittier
Street on the east bank of the Scioto River, were designed to provide relief
for wet weather combined sewage flow in the O.S.I.S. The three equal volume, open,
reinforced concrete tanks provide a total storage capacity of 4,011,000
gallons. They are capable of acting as a holding system for flows until the
flow in the interceptor subsides and they can be bled back into the system and
carried to the Jackson Pike WWTP. If the flows exceed the capacity of the
tanks, they overflow to the Scioto River. Flows can also be directly bypassed
along side the tanks, through an emergency bypass, to the Scioto River.
3-27
-------
TABLE 3-10. SUMMARY OF BYPASS AND CSO LOCATIONS IN THE COLUMBUS PLANNING AREA
OUTFALL
NUMBER
001
002
003
004
005
006
007
008
009
010
on
012
013
014
015
016
017
018
019
020
021
022
023
025
026
027
028
029
030
031
032
033
034
035
036
001
002
003
004
005
006
007
DECRIPTION - LOCATION
JACKSON PIKE WWTP
Jackson Pike WWTP final effluent
Plant raw sewage bypass
Plant settled sewage bypass
Regulator chamber - Hudson Street
Regulator chamber - Frambes Avenue
Regulator chamber - OSU Water Res.
Regulator chamber - King Avenue
Regulator chamber - Cozzins Street
Regulator chamber - West Street
Regulator chamber - Chestnut Street
Regulator chamber - Spring Street
Regulator chamber - Long Street
Overflow structure - Capital Street
Overflow structure - State Street
Regulator chamber - Town Street
Regulator chamber - Rich Street
Regulator chamber - Broad Street
Storm standby tanks - Win t tier Street
Bypass - Whittier Street standby tank
Regulator chamber - Holer Street
Sluice gate - Mound Street
Overflow - Sewer Maintenance Yard
Overflow - Williams Road pump station
Overflow - Neff Avenue pump station
Overflow - Frank Road - South High Street
Sanitary relief - 3rd Avenue
Regulator chamber - Henry Street
Regulator chamber - Markinson Avenue
Regulator chamber - Whittier Street
Regulator chamber - First Avenue
Regulator chamber - Third Avenue
Regulator chamber - Doe Alley
Regulator chamber - Peter's Run
Regulator chamber - Spring & West Street
Regulator chamber - Sullivant Avenue
COLUMBUS SOUTHERLY WWTP
Southerly WWTP final effluent
Plant raw sewage bypass
Plant settled sewage bypass
Overflow structure - Roads End
Alum Creek storm standby tank
Alum Creek storm standby tank
Ash lagoons
RECEIVING
STREAM
Scioto River
Scioto River
Scioto River
Olentangy River
Olentangy River
Olentangy River
Olentangy River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Kian Run
Kian Run
Olentangy River
Scioto River
Scioto River
Scioto River
Olentangy River
Olentangy River
Olentangy River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Scioto River
Alum Creek
Alum Creek
Alum creek
Scioto River
Source: Central Scioto River Mainstern CWQR - 1985
3-28
-------
JACKSON PIKE WWTP
SOURCE. CENTRAL SCIOTO RIVER
MAINSTEM CWQR-1985
= OVERFLOW STRUCTURE
A = REGULATOR OVERFLOW CHAMBER
- STORM STAND-BY TANK FACILITY
= JACKSON PIKE WWTP FiNAL EFFLUENT
APPROXIMATE SCALE. 1 INCH = 1 MILE
FIGURE 3-6
LOCATIONS OF COMBINED SEWER OVERFLOW
3-29
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The Alum Creek Storm Tank is situated on the west bank of Alum Creek just
south of Main Street. This covered reinforced tank provides a storage
capacity of 857,000 gallons before overflows are bypassed to Alum Creek. A
sewer separation program is taking place in the portion of the Southerly
service area that is tributary to the Alum Creek Storm Tanks (Figure 3-1). It
is being undertaken to address localized surface and residential flooding
problems. The city expects that the potential for an overflow will be greatly
reduced; however, the actual amount of the reduction has not been quantified.
An evaluation of all overflow points from October 1977 to October 1978 is
contained in the Combined Sewer Overflow Monitoring Report prepared by Malcolm
Pirnie, Inc. This study indicated that over 90 percent of the overflow volume
is discharged through the Whittier Street Storm Detention Tanks, 7.5 percent
is discharged at the Alum Creek Storm Tank, and the remaining 2.5 percent is
discharged through the regulators and other minor points of overflow.
Overflows monitored during the Combined Sewer Overflow Monitoring study
conservatively estimated overflows from the Whittier Street Storm Detention
Tanks, Alum Creek Storm Tank, and all other overflow points at 2200, 184, and
55 million gallons per year, respectively.
Following completion of the Combined Sewer Overflow Monitoring Report,
OEPA authorized an evaluation of combined sewer overflow effects on the Scioto
River. This study, entitled Combined Sewer Overflow Progress Report - July
1983, asserts that during periods of medium to high stream flow, dissolved
oxygen and BODc concentrations in the Scioto River are largely unaffected by
loadings from combined sewer overflows. However, during periods of low river
flow, the study maintains that the overflow loadings drop the dissolved oxygen
concentration of the river slightly below recommended concentration (5.0 mg/1)
and cause an increase in stream BODr concentrations.
3.4 SOUTHWESTERLY COMPOSTING FACILITY
The Southwesterly Compost Facility is located approximately 7 miles south
of the Jackson Pike Uastewater Treatment Plant and 2 miles due west of the
3-30
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Southerly Wastewater Treatment Plant. Construction began in May 1980.
Composting began on site in July 1980.
The plant uses the extended-pile aeration method of composting and was
originally designed to handle 200 wet tons of sludge/day. It was the first
facility of its type in the midwest and has attracted considerable attention
from a variety of interested groups.
Dewatered primary and waste activated sludge is trucked to the site and
mixed with a bulking agent, either previously composted material or woodchips.
The mixture is then placed on a 12-inch deep layer of woodchips, in which
perforated plastic pipes have been buried. A pile, 10-feet high, 250-feet
long, and 8-feet wide, is generated daily. An 18-inch layer of previously
composted material is placed over the pile to provide insulation. Air is
drawn through the pile by small blowers attached to the buried pipes and
exhausted into a deodorizing pile of woodchips and unscreened compost. The
composting operation takes approximately 21 days and requires a minimum of
three consecutive days with temperatures greater than 55 degrees Centigrade.
Following the composting period, the piles are torn down and restacked for a
curing period of 30 days. After this period, the mixture is screened and the
woodchips recovered for reuse.
This process creates one difficulty for Columbus. Typically, material
composted by the aerated static pile method, utilizing low aeration rates,
does not dry significantly during the composting or the curing period.
Columbus realized, early in their operation, that additional drying was
required if they were going to compost 200 wet tons of sludge per day.
Additional drying of compost may be obtained by either a passive solar
process or some mechanical method. Passive solar drying consists of spreading
composted and cured material on a drying area and continually stirring it with
a tractor and harrow while it is dried by the sun and wind. This method
requires a large area and is labor intensive. This method would not be
3-31
-------
sufficient to handle solids generated at Southwesterly. Therefore, the city
chose to implement a mechanical method of drying.
A mechanized drying system was recently installed at Southwesterly. The
system consists of reactor bins, conveyor belts, and air handling units in a
70 foot by 338 foot building. There are two reactor bins that are 200 feet
long by 20 feet wide and 10 feet deep. Front-end loaders carry cured compost
into the building and dump it into a bin feeder-hopper. From there it is
conveyed onto a 48-inch conveyor belt which delivers the material to the bins
utilizing a tripper car and a shuttle conveyor. The material is placed in the
bins and will be dried until proper moisture is obtained. The material is
turned and eventually withdrawn from the bins by a digging machine. As the
material is removed from the bins it is discharged to a conveyor belt, which
carries the dried cured compost into the next building for screening.
The drying bins are aerated from beneath by 4 large air handling units.
The units are completely self-contained with integral fans, heat exchangers,
and monitoring equipment. They transfer heat from water to air for drying
compost. Heat collection for the hot water system is accomplished by a solar
collection field. On some occasions only ambient air is used for drying.
Biological drying can also occur in the compost under the right
conditions. Biological drying occurs as a result of the inherent biological
activity in the composted mass. Oxygen is required to maintain this
biological activity. Microorganisms generate heat which in turn evaporates
moisture in the pile. This biological drying can occur in the aerated curing
piles and in the solar drying building where forced air is available.
The mechanized drying system provides an efficient means of drying
compost 365 days a year and permits Southwesterly the capability of
processing their original design capacity of 200 wet tons of sludge/day. The
final product of the composting process, Corn-Til, is marketed as a soil
conditioner and top soil substitute.
3-32
-------
The city owns approximately 200 acres of land at the Southwesterly
facility, approximately 15 to 25 percent of which is being used to process and
store compost. Table 3-11 shows the quantities of incoming sludge to the
compost facility from January 1984 to September 1986. A total of 130,560
wet tons of sludge were processed during that period. This is approximately
129 tons/day, or 30 percent of the total sludge production at Southerly.
3-33
-------
TABLE 3-11. SOUTHWESTERLY COMPOST FACILITY OPERATING DATA
INCOMING SLUDGE (Wet Tons)
January
February
March
April
Hay
June
July
August
September
October
November
December
TOTAL (Wet Tons)
DAILY AVERAGE (Wet Tons/Day)
PERCENT SOLIDS INCOMING SLUDGE
DAILY AVERAGE (Dry Tons/Day)
1984
3,929
5,056
6,632
5,630
6,091
3,116
4,179
4,970
4,836
6,446
5,502
3,517
59,904
164
15.8
25.9
1985
2,920
3,062
3,622
2,559
3,878
4,233
3,390
3,498
3,626
2,317
3,733
2,454
39,292
108
17.0
18.3
1986
3,142
3,158
1,470
4,197
4,623
3,926
3,473
3,844
3,531
31,364
115
17.3
19.9
Source: Plant Operating Reports
3-34
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CHAPTER 4. EVALUATION OF WASTEWATER MANAGEMENT DESIGN FACTORS
In the facility planning process, once the objectives have been
established and base line conditions described, the next major task is
identification of reliable design criteria. The establishment of design
criteria involved reviewing existing regulations and guidelines and projecting
future conditions in the planning area to serve as a base line in evaluating
facility needs and alternatives.
The basic design factors described in this chapter are:
Planning Period
Population
Land Use
Wastewater Flows and Loads
* Combined Sewer Overflows.
Existing and projected wastewater flows and loads are based on a detailed
analysis, documented in Briefing Paper No. 1 - Wastewater Flows and Loads,
which is contained in Appendix A. Data contained in the facility planning
documents was evaluated to develop an accurate picture of existing conditions
and to project future conditions.
Currently, the city of Columbus does not have adequate data documenting
the quality and quantity of combined sewer overflows (CSO). In the fall of
1987 the city of Columbus began an extensive study of the CSO problem. The
USEPA conducted an independent study and literature search of the CSO problem.
This study is summarized in this chapter and is described more fully in
Appendix S entitled Briefing Paper No. 5 - Combined Sewer Overflows.
4-1
-------
4.1 PLANNING PERIOD
The USEPA regulations mandate a 20-year planning period. The planning
period established by USEPA for this SEIS is July 1, 1988, through July 1,
2008.
In 1985 the city of Columbus published the Revised Facility Plan Update,
which recommended a one-plant approach to meeting Clean Water Act
requirements. Previously, the city had promoted upgrading the existing
Jackson Pike and Southerly WWTPs. The planning period selected in the update
report is 30 years (1985-2015).
The Clean Water Act requires that wastewater treatment facilities be in
compliance with final NPDES Permit requirements by July 1, 1988. Construction
is presently underway at both treatment plants to meet the final NPOES permit
limits. Currently, the city is operating under interim permit limits until
1988.
This description of the determination of the SEIS planning period takes
precedence in this chapter because it sets the boundaries for the discussion
of design criteria used in this chapter. Existing and projected population,
land use, and wastewater flows and loads are based on a 20-year planning
period which is different from the planning period used in the facility plan.
4.2 POPULATION
Population is one of the most important parameters used in designing a.
wastewater treatment facility. Population forcasts are used to project
wastewater flows and loads used for design. Approximately 35 percent of the
wastewater flow at Jackson Pike and 47 percent of the wastewater flow at
Southerly is estimated to be generated from domestic or residential sources.
As the planning area's population increases, wastewater flows are also
expected to increase.
4-2
-------
4.2.1 Existing Population
In order to project future growth, it is necessary to examine the present
population levels and past trends. Table 4-1 presents a demographic profile
of the Colunbus area based on 1980 Census data. It lists 1980 population
levels, median age and income, the number of housing units, household size,
and the change in population and housing units between 1970 and 1980. This
table indicates that the Columbus Metropolitan Statistical Area (MSA) is a
high growth area. The population increased by 25 percent, and the number of
housing units increased by 32 percent from 1970 to 1980. The area's average
family income is higher than the state's. The bulk of the Columbus area
population is between the child bearing years of 25 to 35. Three-quarters of
the area's housing units are single-family dwellings.
Table 4-1 also lists the percent of the overall population for each
county that is included in the Facility Planning Area (FPA). Most of Franklin
County (99 percent) and a small pecentage of Delaware (3 percent), FairfieId
(1 percent), and Licking Counties (3 percent) are included in the FPA. All
of the city of Columbus is included in the FPA. Since the city of Columbus
and Franklin County comprise the bulk of the land and population in the FPA,
growth in these two municipalities are indicative of growth levels in the FPA.
In Franklin County, the population reached 869,132 in 1980 and 898,345 in
1985. This represents an increase of 6,000 persons per year. In 1984, there
were 6,551 building permits issed in Franklin County; 2,875 of which were for
apartments and townhouse units. The remaining 3,676 were for single family
homes. On the average, 4,000 dwelling units have been built each year since
1980.
4-3
-------
TABLE 4-1. 1980 DEMDGRAPHIC PROFILE FDR THE COLUMBUS AREA
Percent of
Population
in FPA
State of
Ohio 8
Colunfcus
MSA 75
"T City of
*" Cokrobus 100
FPA Counties
Delaware
County 3
Fairfield
County 1
Franklin
County 99
Licking
County 3
Union
County 0
Total
Persons
10,797,630
1,093,310
564,871
53,8W
93,678
869,132
120,981
29,536
Median
Ase
29.9
29.5
28.1
28.9
30.4
28.1
30.1
29.7
Persons/
House-
hold
2.76
2.82
2.49
2.90
2.92
2.61
2.80
2.87
Percent
Change in
Population
1970-1980
1.3
25.8
25.5
25.5
27.8
14.2
11.6
24.2
1979
Median
Famly
Income
$20,909
23,506
20,882
22,202
20,728
20,970
20,660
19,704
Housing
Units
-
4,108,105
426,426
236,708
18,764
33,530
347,024
44,502
10,619
Percent of
One-Unit
Structures
70.3
76.6
55.0
78.9
83.6
62.4
78.0
80.2
Percent
Owner
Occupied
68
72
48
76
77
57
74
76
Percent
Change
in Units
1970-1980
18.5
32.9
25.5
41.8
36.3
28.0
25.9
32.5
%
Vacar
6
5.6
8.2
6.1
5.2
7
5.2
4.6
The Columbus MSA includes: Delaware, Fairfield, Licking, Franklin, Madison, Pickaray, and Union Counties.
-------
Columbus is experiencing, along with much of the nation, a decline in
household size. This trend along with the growth in population has increased
the demand for housing. In 1980, Franklin County had a household size of 3.08
persons per household; by 1984 this had decreased to 2.56 persons per
household. The major component of this decline in household size is the rise
in the number of households headed by a single person. In 1970, 17 percent of
the households in Columbus were included in this category; by 1985 that number
had increased to 27.9 percent (City of Columbus, 1985).
In the past 25 years, the population in the city of Columbus has
increased by 112,406 persons. The number of households has almost doubled in
the period betwen 1960 and 1985. (The number of households in 1960 was
142,378; by 1985, this number had grown to 229,804) (City of Columbus, 1985).
In smaller suburban communities (Table 4-2) such as Dublin, Gahanna,
Westerville, and Worthington, the population between 1960 and 1980 doubled and
in some cases more than tripled in that 20-year period. The growth that has
occurred in the Columbus area in the last 25 years generally placed
unanticipated demands on community services. These services include the local
infrastructure; that is roads, water and sewer system as well as public
services such as fire and police protection, health and community services,
and public education.
4.2.2 Population Projections
Population projections for the Columbus area are available from a number
of sources. These include:
Ohio Data Users Center (ODUC), a division of the Ohio Department of
Economic Development
* Ohio Environmental Protection Agency (OEPA)
Mid-Ohio Regional Planning Commission (MORPC).
4-5
-------
TABLE 4-2. POPULATION AND PER CAPITA INCOME BY POLITICAL SUBDIVISION
Columbus
Bexley
Dublin
Gahanna
Grand view Heights
Grove City
Grove port
Milliard
Lockbourne
Marble Cliff
Minerva Park
New Albany
New Rome
Obetz
Reynolds burg
Upper Arlington
Westerville
Whitehall
Worthington
Population
July 1984
566,114
13,588
5,437
20,222
7,945
17,442
3,613
8,647
419
566
1,691
441
68
3,284
22,390
36,067
24,878
22,754
18,721
Population
1980
564,871
13,405
3,855
18,001
7,420
16,793
3,286
8,008
373
630
1,618
409
63
3,095
20,661
35,648
23,414
21,299
15,016
% Change
1980-84
+ 0.2
+ 1.4
+29.1
+63.1
+ 6.6
+ 3.7
+ 9.1
+ 7.4
+11.0
+11.3
+ 4.3
+ 7.3
+ 7.4
+ 6.1
+ 8.4
+ 1.2
+ 6.3
+ 6.8
+24.7
Per Capita
Income 1983
8,800
15,096
18,392
10,444
11,689
9,661
8,438
8,549
7,093
17,815
13,987
10,442
9,095
8,174
10,811
18,711
10,875
9,677
14,622
SOURCE: Ohio Data Users Center and Columbus Chamber of Commerce.
NOTE: Shawnee Hills is located in the facility planning area; however, data
necessary to complete this table were unavailable.
4-6
-------
However, each agency uses different parameters: ODUC prepares its
projections only on the county level, OEPA prepares its projections by Sewer
Service Areas, and MORPC prepares its projections by traffic zones. Although
OEPA and MORPC's projections are prepared for smaller areas than ODUC's, they
must be certified by the state as agreeing with the most current ODUC
projections. In 1985, ODUC updated its projections based on 1980 U.S. Census.
Since MORPC and OEPA agree that the 1985 ODUC estimates are the best available
projections, these were used as the basis of projections used in this EIS.
Table 4-3 lists the ODUC projections for the area.
TABLE 4-3. POPULATION PROJECTIONS FOR THE STATE OF OHIO AND THE
COUNTIES IN THE COLUMBUS SERVICE AREA
Ohio
Delaware
Fairfield
Franklin
Licking
1980
10,797,630
53,840
93,678
869,132
120,981
1990
10,681,863
61,709
98,655
924,592
127,390
2000
10,583,083
71,381
104,033
975,013
132,154
2010
10,398,338
81,164
107,577
1,026,008
136,765
Source: Ohio Data Users Center, 1985.
Although the population in the state of Ohio is expected to decline in
the future, the population of all of the counties included in the FPA is
expected to increase. The population of Franklin County is expected to
increase at an average annual rate of six percent for the next 30 years.
These forecasts show the 2010 Franklin County population will exceed 1 million
persons.
4-7
-------
As mentioned earlier, most: of Franklin County is included in Che Columbus
Facilities Planning Area (FPA). The FPA represents the geographic area that
could be served by the Columbus sewer system. The FPA is defined by OEPA.
OEPA assigns each sewer district aa FPA in order to coordinate the planning
activities of various sever authorities. The FPA includes the potential
service area. The service area must be located within the FPA boundary. The
service area boundary, as shown on Figure 4-1, represents the area presently
served as well as those areas most likely to be served during the 20-year
planning period or prior to 2003.
Population projections were prepared for use in this Supplemental EIS for
both of these areas. These projections were based on the most recent ODUC
projections and were prepared for the 20-year planning period starting in
1988. Appendix K details the methodology used to disaggregate the county
projections into the 2008 Service Area. Table 4-4 lists these projections for
the 2008 design year.
TABLE 4-4. POPULATION PROJECTIONS FOR COLUMBUS
Sub-Area 1988 2000 2008
Planning Area 925,900 982,600 1,018,000
Total Service Area 888,000 94l,&00 986,000
Jackson Pike Service Area 499,000 529,200 544,600
Southerly Service Area 389,000 412,400 441,400
RFPU Total Service Area 870,427 951,861 995,159
Forecasts (11/86)
The above table indicates, the planning area population will increase by
92,100 individuals during the 1988 to 2008 planning period, reaching 1,018,000
persons by 2008. This table also shows the 2008 Service Area population
increasing by 98,000 persons during the same period. The Service Area
population is shown as reaching 986,000 persons by 2008.
4-8
-------
SERVICE AREA BOUNDARY
PLANNING AREA BOUNDARY
4-9
FIGURE 4-1
PLANNING AND SERVICE
AREA BOUNDARIES
-------
Preparing population projections for small areas requires a good estimate
of existing land use, the amount of vacant developable land, and a number of
other economic trends. Different forecasting techniques can result in slight
variations in small area population projections. The projections prepared for
the RFPU vary slightly from those prepared for this Supplemental BIS. the
RFPU assumed a slower growth rate between 1980 and 1988 and a higher growth
rate between 2000 and 2008 than assumed by ODUC. This resulted in the RFPU
presenting a lower initial population and a higher population in 2008 than
those shown in Table 4-4. A detailed memorandum explaining the methods used
in the RFPU is included as Appendix K.
4.3 LAND USE PATTERN
Land use in Franklin County is controlled by local zoning ordinances.
There are 234 incorporated areas and 17 towns in Franklin County that guide
growth through zoning. Some of these incorporated areas also have a master
plan; most do not. In Franklin County, eleven of the towns have delegated
their zoning powers to MORPC- the regional planning agency.
The largest incorporated area in Franklin County is the city of Columbus.
They are in the process of developing a comprehensive plan to guide growth.
Until a plan is adopted, the city will continue to use over 20 different
documents to guide and control growth. Some of these documents are updated on
a regular basis, these include the Growth and Development Report and the
Capital Improvement Program. Others are updated as the need arises, such as
the recently completed plan for the Columbus International Airport. Due to
its physical size, large population, and large employment base, the city's
policies greatly influence development in the smaller incorporated areas.
Columbus is the state capital and houses several corporate headquarters
and a major state university. It has never been known as an industrial town.
The city has a densely developed inner core with mixed office space and other
4-10
-------
services such as hotels and retail stores. Low density research and
development and distribution centers have moved from the inner core to the
1-270 corridor. This redevelopment has not affected the city's tax base since
many of these newer developments have been annexed to the city in order to
receive its services.
The city of Columbus provides sewer and water services to city residents
and by contract to suburban municipalities. Twenty communities have contracts
with Columbus. Table 4-5 lists the municipalities that have sewer service
contracts with the city. In the past, the city has used water and sewer
service as an incentive to developers to annex to Columbus. Figure 4-2
identifies suburban communities with water service contracts. This service
includes 89 percent of Franklin County.
TABLE 4-5. MUNICIPALITIES AND OTHER ENTITIES
THAT HAVE SEWER SERVICE CONTRACTS WITH COLUMBUS
Bexley Valleyview
Brice WesCerville
Dublin Whitehall
Gahanna Worthington
Grandview Heights Rickenbacker Air Base
Grove City Briarbank Subdivision
Groveport Brookside Estates
Billiard Clinton
Marble Cliff Franklin
Minerva Park Hamilton Meadows
Obetz Mifflin
Reynoldsburg New Albany
Riverlea Truro
Upper Arlington Worthington Hills
Urbancrest Timberbrook Subdivision
Source: City of Columbus, 1985, Division of Sewage & Drainage
Operating Report.
4-11
-------
~l
L
i*y of C
Add i o«ol Af*c
SOURCE- 1979 EIS
4-12
FIGURE 4-2
WATER SERVICE AREAS
-------
In the Columbus area, growth has been influenced by annexation of various
incorporated areas (school district boundaries), highway construction, and the
availability of public water and sewer. Suburban growth, particularly in the
northern and western sections of Franklin County is directly related to
completion of the interstate highway system (1-270 and 1-170). The areas most
affected are Dublin, Worthington, Westerville and to a lesser extent Gahanna.
Most of the unincorporated areas are either vacant land or farmland. Some of
the smaller incorporated areas mix some industrial and commercial uses with
predominantly residential uses.
This development has been dominated by the construction of single-family
homes. Table 4-6 lists subdivisions filed in the Columbus area between 1980
and 1932. This table confirms that aside from Grove City most of the area's
residental development is occuring in the northern sectors. Figure 4-3
presents these high growth areas in a generalized manner. This figure depicts
growth according to traffic zones. There are over 800 such zones in the
service area. Approximately 30 of these zones are considered to be high
growth areas.
Because there are numerous vacant parcels of land adjacent to the city of
Columbus and within the service area, it is assumed all of the projected
growth can be located within the service area. These parcels of land were not
developed during the first wave of suburban expansion. Development of these
parcels will be part of an infill process and will require resubdivision of
less-attractive parcels.
4-13
-------
TABLE 4-6. RESIDENTIAL PLATS BY MUNICIPALITY OR TOWNSHIP,
1980-1932, FRANKLIN COUNTY
New Total
Year Plats Reaubdivisions Acreage Acreage Lots
Columbus
Dublin
Gahanna
Grandview
Heights
Grove City
Hilliard
Upper*
Arlington
Westerville
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
31
23
15
69
3
1
2
6
1
4
1
6
1
0
0
1
3
1
1
5
1
0
0
1
1
2
2
5
6
1
3
10
7
6
7
20
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I
0
0
1
0
1
1
2
0
0
2
2
368.297
275.110
93.193
736.600
41.389
7.447
23.267
72.103
15.980
59.613
7.896
83.489
4.170
0.000
0.000
4.170
48.086
34.182
0.596
82.864
2.074
0.000
0.000
2.074
10.847
8.904
4.006
23.757
77.801
2.115
37.742
117.658
316.359
260.912
70.879
648 . 150
41.389
7.447
23.267
72.103
15.980
59.613
7.896
83.489
4.170
0.000
0.000
4.170
48 .086
34.182
0.596
82.864
0.000
0.000
0.000
0.000
10.847
7.371
2.149
20.367
77.801
2.115
36.119
116.035
1659
965
487
3111
83
1
30
114
45
181
30
256
9
0
0
9
120
92
3
215
10
0
0
10
25
28
9
62
204
11
101
316
New ,
Lots:
1567
901
400
2868
83
1
30
114
45
181
30
256
9
0
0
9
120
92
3
215
3
0
0
3
25
27
9
61
204
11
94
309
4-14
-------
TABLE 4-6. RESIDENTIAL PLATS BY MUNICIPALITY OR TOWNSHIP,
1980-1982, FRANKLIN COUNTY (CONT.)
Year
Plata Reaubdi.visi.on3 Acreage
New Total New
Acreage Lots Lots*
Worthington
Bexley
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
1
2
2
5
0
1
0
1
0
0
1
1
0
1
0
1
3.250
47.527
6.601
57.378
0.000
1.319
0.000
1.319
3.250
47.527
5.588
56.365
0.000
0.000
0.000
0.000
9
101
19
129
0
3
0
3
9
101
18
128
0
0
0
0
Reynoldburg
Townships
Franklin
County
Total
1980
1981
1982
TOTAL
1980
1981
1982
TOTAL
0
2
1
3
3
2
2
7
TOTAL 119
0
0
0
0
0
0
2
2
29
0.000
13.216
26.252
39.468
0.000
13.216
26.252
39.468
0
88
72
160
68.239
14.914
6.263
89.416
68.239
14.914
0.000
83.153
155
42
10
207
1310.296 1206.164 4592
0
88
72
160
155
42
3
200
4323
The number of resubdivisions is included in the total plat count.
Resubdivision occurs when a large number of undeveloped lots are consolidated
under one owner and broken into new lots with different acreages and
locations.
2
New acreage refer to the total platted acreage minus any resubdivided land.
o
New lots refers to the total platted lots minus those lots created by a
resubdivision where previous lots existed. For example, if a resubdivision
plat of 4 acreas contained 20 lots and the previous plat for the same 4 acres
contained 16 lots, then the resubdivision resulted in no new acreage and 4 new
lots.
Interviews with local officials indicate that less than 10X of the land in
the municipalities is available for development.
Source: City of Columbus, 1983.
4-15
-------
TRAFFIC ZONES WITH
PROJECTED INCREASES
OF 1,000 PERSONS OR
500 HOMES FROM 1980
TO 2000
SERVICE AREA BOUNDARY
4-16
FIGURE 4-3
HIGH GROWTH AREAS
-------
4.4 WASTEWATER FLOWS AND LOADS
The development of average daily and peak daily flow rates and daily
loadings of total suspended solids (TSS) and biochemical oxygen demand (BOD)
are necessary to evaluate facility planning alternatives. The following
sections present the existing flows and loads developed for the Columbus WWTPs
from an independent analysis of the 1985 and 1986 plant data, as well as
projected flows and loads for the 2008 design year. The detailed documenta-
tion for this portion of the report is contained in Appendix A entitled
Briefing Paper No. 1 - Wastewater Flows and Loads.
An analysis of existing conditions established the current average day
flows. The average day flow is disaggregated into domestic, infiltration,
industrial, and commercial flows. Diurnal flows are evaluated, and a diurnal
peaking factor is established. A process peaking factor is established to
project peak flow rates which will be used for hydraulic sizing of WWTP unit
processes. Wet weather flows are discussed briefly with a more detailed
discussion included in Section 4.5 - Combined Sewer Overflow. Due to the lack
of comprehensive combined sewer overflow (CSO) data, projected design flows
were developed independent of CSO.
The analysis also includes a review of existing influent BOD and TSS
loads. BOD and TSS loads are used to determine sizings for WWTP unit
processes and to aid in the selection of the treatment processes.
Wastewater flows and loads are projected for the design year (2008) using
existing per capita flows and loads and 2008 population projections.
4.4.1 Existing Wastewater Flows
Jackson Pike and Southerly Monthly Operating Reports (MORs) and
precipitation data for the 1985 and 1986 calendar years were used to establish
existing wastewater flows. The MORs are submitted to Ohio EPA in accordance
with the NPDES permits.
4-17
-------
The Southerly MORs include data on amounts of raw sewage bypassed and
settled sewage bypassed as well as treated flow. The Southerly plant has a
method of treatment termed Blending of Flows. When incoming flows increase to
the point where the biological portion of the plant begins to show signs of
potential washout, the flow to the biological part of the plant is fixed. The
increase in flow above this fixed flow, but less than the capacity of the
primary tanks, is bypassed around the biological portion and blended with the
final effluent, thus, receiving only primary treatment and chlorination.
These flows are reported on the MORs as settled sewage bypassed. If the
primary treatment facilities are operating at capacity, then all excess flows
are bypassed directly to the Scioto River through a 108-inch diameter pipe
originating in the screen building. These flows are reported on the MORs as
raw sewage bypassed. After August of 1986, no blending of flows was recorded
on the MORs for the Southerly WWTP, however, bypassing was still reported.
The Jackson Pike MORs provide flow monitoring data for the plant.
Jackson Pike does not blend as Southerly does, nor do they bypass raw sewage.
The major diversion point for Jackson Pike flows occurs at the Whit tier Street
Storm Standby Tanks before the flows reach the plant. The tanks are capable
of acting as a holding system for the excess flows until the flow in the
interceptor subsides and they can be bled back into the system and carried to
the Jackson Pike plant. If the flows exceed the capacity of the tanks, they
overflow to the Scioto River. Flows can also be directly bypassed along side
the tanks, through an emergency bypass, to the Scioto River.
Flow monitoring did not take place at the Whittier Street Storm Standby
Tanks until November of 1986. However, hours of operation of the storm tanks
were recorded during 1985 and 1986 on the Monthly Report of Operations. The
fact that hours of operation were reported does not necessarily mean there was
bypassing or overflowing occurring at the tanks. It only means that the gates
were open and flows were being diverted into the tanks. In November of 1986,
the city began monitoring the overflow but not the bypass. Therefore, the
data is still incomplete with respect to determining the total volume of flow
entering the Scioto River at the Whittier Street facility.
4-18
-------
Dry weather flows were determined through an analysis of 1985 and 1986
flow data. However, only 1986 flow data was used to determine wet weather
flows. An analysis of 1985 MORs showed that data on raw and settled sewage
bypasses at Southerly were not complete. Up until August of 1985, only a
bypass flow rate (MGD) was reported with no duration specified. These
bypasses did not always occur 24 hours a day, therefore these rates could not
be converted to the volume bypassed during that day. In August of 1985,
monitoring of the duration of the bypasses began which provided a more
accurate determination of the volume of the bypasses. Therefore, the 1986
calendar year data were used to estimate wet weather flows.
Wet weather total system flow cannot be determined solely based on the
volume of flow arriving at the Jackson Pike and Southerly WWTPs. There are
numerous points of combined sewer overflow throughout the Columbus Sewer
*
System. The Jackson Pike service area has several regulator chambers and
overflow structures in addition to the Whittier Street Storm Standby Tanks
discussed previously. The Southerly service area includes an overflow
structure at Roads End and the Alum Creek Storm Standby Tank. There is no
comprehensive flow monitoring data available for the regulators, overflows,
and storm tanks. The city began monitoring some of the points of combined
sewer overflow in November of 1986; but according to the MORs, the flow
monitoring equipment malfunctioned frequently providing no data. Thus, the
only flow data included in the wet weather analysis, other than plant flow
data, was that which was reported for the Whittier Street overflow during
November and December.
The following paragraphs present the existing average flow, diurnal flow,
peak process flow, and wet weather flow as determined from the analysis of
available data.
4-19
-------
4.4.1.1 Existing Average Plows
USEPA guidelines require WWTP design flows to be determined based on
existing dry weather flows and non-excessive I/I. Therefore, the existing
average flow was determined through an analysis of dry weather/no bypass
flows. The 1985 and 1986 flow record contained 214 dry weather/no bypass
days. Analysis of these days showed a combined maximum monthly average of
145 MGD for the Jackson Pike and Southerly WWTPs. This flow was established
as the existing average flow. Distributed between the two plants, it is
84 MGD for Jackson Pike and 61 MGD for Southerly.
Infiltration
A current infiltration/inflow report was not available for the Columbus
sewer system; therefore, wastewater flow, water use, and precipitation data
were utilized to estimate infiltration.
The maximum monthly average dry weather/no bypass flow of 145 MGD
occurred in May of 1985. The data base consists of two four-day periods of
dry weather/no bypass conditions. This month, which had 3.92 inches of
precipitation, had the second highest monthly rainfall recorded during 1985.
Therefore, May would represent a high groundwater condition resulting in
increased infiltration. November had the highest precipitation with 10.67
inches, but there were no dry weather/no bypass days during that month.
Therefore, it was not possible to determine infiltration using November data.
Based on the two years of records evaluated, September of 1985 had the
lowest combined (i.e., total for both WWTPs) monthly average dry weather/no
bypass flow of 124 MGD; and it had 24 dry weather/no bypass days which
occurred in one two-day period and one 22-day period. Due to the extended dry
weather period, September was used to represent a low groundwater condition.
Water usage vs. wastewater flow data presented in Table 4-7 reinforce May and
September as representing high and low groundwater conditions. The month of
May has an average water pumpage figure of 120 MGD which is very close to the
annual average of 121 MGD. However, it has an average dry weather wastewater
4-20
-------
flow figure of 145 MGD which is the highest value reported for 1985. The
wastewater flow is 20 percent higher than the water pumped suggesting
increased infiltration resulting from a high groundwater condtion. September,
on the other hand, has the highest water pumpage figure of 142 MGD and the
lowest wastewater flow of 124 MGD. In this situation the wastewater flow is
15 percent lower than the water pumpage. This implies that a lot of water is
being used for lawn sprinkling due to the dry weather.
TABLE 4-7. 1985 WATER PUMPAGE VS. WASTEWATER FLOW
Month
January
February
March
April
May
June
July
August
September
October
November
December
Average Water
Pumped (MGD)
111.23
108.32
109.65
115.60
120.33
128.53
127.15
130.66
141.74
124.88
117.23
116.46
Average Dry Weather/
No Bypass Flow (MGD)
132.30
139.94
142.55
140.25
144.75
134.03
138.87
127.03
124.02
124.88
No Data
143.16
The difference of 21 MGD between the high groundwater month (May) and the
low groundwater month (September) represents that portion of the total
infiltration which is attributable to a high groundwater condition.
4-21
-------
However, this is only a portion of the total amount of infiltration
occurring since there is also some infiltration occurring during low ground-
water conditions. Therefore, the amount of infiltration occurring during low
groundwater conditions must be determined and added to the 21 MGD in order to
establish a total infiltration rate.
A common method of estimating total infiltration involves using monthly
water records to establish the domestic, commercial, and industrial portion of
the wastewater flow. The difference between the water supplied and wastewater
collected under dry weather conditions is then taken to be infiltration.
Since September 1985 has been established as a low groundwater month,
water usage rates from this month will be used. As reported in Table 4-8, the
September 1985 water pumpage rate is 141.74 MGD. Literature states that
approximately 60 to 80 percent of water pumped becomes wastewater. The 20 to
40 percent which is lost includes water consumed by commercial and manufactur-
ing establishments and water used for street cleaning, lawn sprinkling, and
extinguishing fires. It also includes water used by residences that are not
connected to the sewer system as well as some leakage from water mains and
service pipes. If it is assumed that 70 percent of the water becomes
wastewater, then the return flow for September would be 99.22 MGD. Referring
to Table 4-8, the wastewater flow for September is 124.02 MGD. The difference
between the actual wastewater flow (124.02) and the expected wastewater flow
(99.22) is 24.80 MGD. This value is assumed to represent the amount of
infiltration occurring during a low groundwater condition. Thus, the total
infiltration occurring during high groundwater conditions is obtained by
adding 20.73 MGD to 24.80 MGD. This total infiltration figure of 45.53 MGD,
converts to 52 gpcd.
It must be remembered that 52 gpcd is only a rough estimate of
infiltration. It is not known if all of the water customers are sewer
customers or if all the sewer customers are water customers. Some sewer
customers may have their own private wells. In addition, the consumptive use
of the brewery and the other industries is unknown.
4-22
-------
It is, however, considered to be a non-excessive infiltration rate when
compared to infiltration rates in the USCPA document entitled Facility
Planning - 1981 Construction Grants Programs. This document states that 2000
to 3000 gpd/inch-diameter mile is considered a non-excessive infiltration rate
for sewer systems with lengths greater than 100,000 feet. The Columbus Sewer
System has a total length of 9,975,000 feet or an estimated 32,930 inch-
diameter miles. Multiplying the inch-diameter miles by 2000 gpd/inch-diameter
mile results in 66 MGD or 76 gpcd. Therefore, 52 gpcd of infiltration would
be considered non-excessive.
The Revised Facility Plan Update uses a peak infiltration rate of
72 gpcd. Divided between the two plants, it is 82 gpcd for Jackson Pike and
58 gpcd for Southerly. Assuming more detailed information was available to
establish this number for the facility plan and considering 72 gpcd is also a
non-excessive infiltration rate according to the USEPA document, it will be
used in this briefing paper as the existing infiltration rate. It converts to
22 MGD for Southerly and 40 MGD for Jackson Pike, totaling 62 MGD for the
entire Columbus Sewer System.
Industrial and Commercial Flows
Current information on industrial and commercial wastewater flows was not
available. Therefore, estimates were made by updating those values presented
in the Columbus Industrial Pretreatment Program Report as prepared by Burgess
and Niple. The industrial flows presented in the Columbus Industrial
Pretreatment Program Report were updated proportional to the increase in
population from 1980 to 1985 since they were based on 1980 water consumption
records. The 1985 estimates of industrial and commercial flows are presented
in Table 4-8.
4-23
-------
TABLE 4-8, INDUSTRIAL AND COMMERCIAL FLOW ESTIMATES
1980 1980 1985 1985
1980 Industrial Commercial 1985 Industrial Commercial
Population Flow (MGD) Flow (MGD) Population Flow (MGD) Flow (MGD)
Jackson Pike
Southerly
TOTAL
472,503
368,228
840,731
8.7
6.7
15.4
4.3
3.1
7.4
489,000
381,000
870,000
9.0
6.9
15.9
4.5
3.2
7.7
Domestic Flows
Domestic flows were estimated simply by subtracting infiltration,
industrial, and commercial flows from the maximum dry weather/no bypass flow
of 145 MGD. The Jackson Pike domestic flow is 30.4 MGD and Southerly is 28.8
MGD. Table 4-9 presents the breakdown of the existing flow for each plant
and the two plants combined.
TABLE 4-9. 1985 ESTIMATED FLOWS
Jackson Pike Southerly Total
Design Average Flow (MGD) 84 61 145
Infiltration 40.1 22.1 62.2
Industrial 9.0 6.9 15.9
Commercial 4.5 3.2 7.7
Domestic 30.4 28.8 59.2
4.4.1.2 Diurnal Flow
Just as demand for water fluctuates on an hourly basis, so do wastewater
flow rates. Fluctuations observed in wastewater flow rates tend to follow a
diurnal pattern. (See Figure 4-4.) Minimum flow usually occurs in the early
morning hours when water use is low. The flow rates start to increase at
approximately 6 a.m. when people are going to work, and they reach a peak
value around 12 noon. The flow rate usually drops off in the early afternoon,
4-24
-------
o
_i
u.
TOTAL FLOW
NJ
Ul
MAXIMUM
AVERAGE
MINIMUM
DOMESTIC
FLOW
INFILTRATION
NIGHT-TIME
DOMESTIC FLOW
INDUSTRIAL
6PM
SOuncr r«lsttft«i Se»er revaluation and Rehnht H tntlon
Published by the Anerlcao Society of Civil Cntjlnccrj (A5CC) and the JTntcr I'ollutlon Control rcderalloa (»I»CO, 19BJ.
FIGURE 4-4
DIURNAL FLOW VARIATIONS
-------
and a second peak occurs in the early evening hours between 6 p.m. and 9 p.m.
In general, where extraneous flows are excluded from the sewer system, the
wastewater flow-rate curves will closely follow water-use curves. However,
the wastewater curves will be displaced by a time period corresponding to the
travel time in the sewers.
Diurnal curves are also affected by the size of the community. Large
communities with more industrial and commercial flows tend to have flatter
curves due to industries that operate on a 24-hour schedule, stores and
restaurants that are open 24 hours a day, and due to the expansiveness of the
collection systems. These 24-hour operating schedules also result in more
people working second and third shift, thus altering normal flow patterns.
Longer travel times in the collection system dampen peak flows observed at the
WWTP.
An existing average flow of 145 MGD was determined in Section 4.4.1.
This flow was determined from an analysis of dry weather flows and it is
generally used in the design of wastewater facilities to determine quantities
of chemicals needed, O&M costs, labor, and energy requirements. However, the
peak hourly flow must be used for hydraulic sizing of pumps. Therefore, a
diurnal peaking factor must be determined.
Figure 4-5 presents wastewater flow rate curves for the Jackson Pike and
Southerly plants compiled from September 1985 dry weather/no bypass days. The
diurnal peaking factor was determined for the Jackson Pike and Southerly WWTPs
through an analysis of hourly wastewater flows for February and September
1985. These two months represent minimum and maximum water consumption,
respectively for 1985. The 1985 months were chosen since the existing average
flow occurred in Kay of 1985. Diurnal peaking factors were calculated by
dividing the maximum hourly flow by the average hourly flow for each dry
weather/no bypass day during February and September.
The maximum diurnal peaking factor seen at Jackson Pike during this
period was 1.40, and at Southerly it was 1.51. Jackson Pike's value of 1.40
4-26
-------
O
O
5
S
O
.P. _i
i "-
tsJ
JACKSON PIKr
SOUTHrpIV
-x-
TOTAL AVC
FIGURE 4-5
DIURNAL FLOW VARIATIONS
FOR DRY WEATHER
-------
occurred several times and was selected as the diurnal peaking factor for
Jackson Pike. Southerly's maximum value of 1.51, however, was considered to
be excessive. It occurred, only once, on September 21 when the average hourly
flow was at a low of 45 MGD. The next peaking factor in the series was 1.37
which is more representative of the maximum diurnal peaking factor seen at the
Southerly plant. Thus, 1.4 was chosen as a representative diurnal peaking
factor for both plants.
4.4.1.3 Peak Process Flow
A peak process flow must be developed for use in sizing various
processes. This flow establishes the maximum process capability of the wet
stream treatment facilities. Flows greater than the peak process flow will
cause the treatment facilities to operate beyond their intended design
criteria. Sustained operation above the peak process flow may result in a
violation of permit limits.
The peak process flow is most reliably established through an analysis of
existing flow. This approach was not possible in the Columbus system due to
the nature of the flow record. As discussed in Section 2, the flow records
for the two Columbus plants provided limited information regarding the amount
of sewage bypassed. As a result, a reliable record of the total flow arriving
is not available. Furthermore, peak wastewater flows normally include some
combined sewage. A combined sewage overflow study, which will define a CSO
control strategy, is currently being prepared by the city. The impact of the
CSO recommendation on the wastewater treatment facilities will be evaluated at
the conclusion of that study.
In the 1979 EIS, the following empirical formula was utilized to develop
a peak process flow, due to the absence of a comprehensive flow record:
Peak Process Flow =1.95 (Average Daily Flow) °*9*
4-28
-------
Lacking flow information which would substantiate a peak process flow,
the 1979 EIS formula provides a reasonable method for developing a peak
process flow. Based on the 2008 average design flow of 154 MGD, the formula
yields a peak process flow of 233 MGD. This corresponds to a process peaking
factor of 1.5.
The 1.5 process peaking factor was evaluated relative to the 1986 flow
data to assess the extent of its range. The 1986 flow record includes flows
treated at Jackson Pike and Southerly and also the flows which are bypassed at
Southerly. The flow record does not include flows which were bypassed at
Whit tier Street or any other combined sewer overflows. The 1986 average flow
of the two plants was 145 MGD. Applying the 1.5 process peaking factor to
this average flow yields a peak process flow of 218 MGD. Comparing this flow
with the 1986 record indicated that the daily flow rate of 218 MGD was
exceeded only nine days during the year or approximately 2.5 percent of the
time. In light of these few exceedances, the 1.5 process peaking factor
established by 1979 EIS provides a reasonable approach to establish a peak
process flow.
4.4.1.4 Wet Weather Flow
The maximum monitored wet weather flow as determined from 1986 records
is 309.52 MGD. Note that this maximum wet weather flow only includes flow
that arrives at the treatment plants. Any flow being bypassed at the various
points of combined sewer overflow is not included. This flow occurred on
March 14. It includes 95.57 MGD for the Jackson Pike WWTP and 213.95 MGD for
the Southerly WWTP. The Southerly flow can be broken down into 78.05 MGD
receiving complete treatment, 30.30 MGD receiving primary treatment and
chlorination, and 105.60 being bypassed directly to the Scioto River.
4.4.2 Existing Wastewater Loads
Monthly average influent total suspended solids (TSS) and biochemical
oxygen demand (BOD) loads were determined for all weather conditions.
4-29
-------
The sampling point at Jackson Pike for TSS and BOD concentrations is
located at the grit chambers on the O.S.I.S. The O.S.I.S. carries approx-
imately 65 to 70 percent of the flow to Jackson Pike. The remaining flow
comes through the Big Run Interceptor. Therefore, the samples are not
representative of the flow from the Big Run Interceptor. Plant staff
believe that the flow arriving through the O.S.I.S. contains the majority of
the industrial flow in the Jackson Pike service area. If this is accurate,
then waste loadings established by evaluating this data may overestimate the
actual loadings coming into the Jackson Pike plant. The Southerly flow is
sampled between the screens and the grit chambers. The samples are
representative of 100 percent of the flow entering the Southerly plant.
Only 1985 data were used to determine existing BOD loads because there
were insufficient data available for 1986. At Jackson Pike, BOD values were
only recorded for 304 days in 1986. There were 341 days of data for Jackson
Pike in 1985. Southerly reported BOD values on 362 days in 1986 and 364 days
in 1985.
The 1985 annual average BOD load for Jackson Pike is 100,702 Ibs/day.
The maximum monthly average load is 118,466 Ibs/day, and it occurred in
January. The ratio of maximum monthly average to the annual average results
in a peaking factor of 1.2.
The 1985 annual average BOD load for Southerly is 87,258 Ibs/day. The
maximum monthly average load, which occurred in October, is 105,446 Ibs/day.
The peaking factor, as determined by dividing the maximum month average by the
annual average, is 1.2.
The 1985 and 1986 data were used to establish TSS loads for Jackson Pike
and Southerly. Jackson Pike had 365 and 363 days of TSS data for 1985 and
1986, respectively. There were 364 days of TSS data reported for Southerly
for both years.
4-30
-------
The average TSS load was obtained by computing the average of the annual
averages for 1985 and 1986. The Southerly 1985 and 1986 average is 97,289
Ibs/day; and Jackson Pike is 126,006 Ibs/day. Peaking factors were
established for each year in the same manner as was used for BOD loads. The
peaking factors for Jackson Pike are 1.2 and 1.1 for 1985 and 1986,
respectively. The higher value of 1.2 was chosen as the Jackson Pike TSS
peaking factor. The Southerly TSS peaking factors are 1.1 for both 1985 and
1986. Table 4-10 summarizes the 1985 and 1986 average and peak BOD and TSS
loads.
TABLE 4-10. 1985 AND 1986 BOD AND TSS LOADS
BOD LOADS
* Average (Ib/day)
* Peak (Ib/day)
* Peaking Factor
TSS LOADS
Average (Ib/day)
Peak (Ib/day)
Peaking Factor
POPULATION
Jackson Pike
100,702
118,466
1.2
126,006
151,207
1.2
489,000
Southerly
87,258
105,446
1.2
97,289
107,018
1,1
381,000
Total
187,960
223,912
1.1
223,295
251,925
1.1
870,000
A summary of the 1985 population figures and historic wastewater flows
and loads is presented in Table 4-11. These quantities were used as a basis
for projecting flows and loads to the design year.
4-31
-------
84
40.1
9.0
4.5
30.4
118,500
151,200
489,000
61
22.1
6.9
3.2
28.8
105,400
107,000
381,000
145
62.2
15.9
7.7
59.2
223,900
258,200
870,000
TABLE 4-11. 1985 FLOWS AND LOADS
Jackson Pike Southerly TOTAL
Total Flow
Ave. (MGD)
Infiltration
Industrial
Cotmercial
Domestic
BOD Load (Ib/day)
TSS Load (Ib/day)
Population
4.4.3 Projected Flows and Loads
Table 4-12 presents the flows of Table 4-11 in per capita/connection
form. These data support the figures presented in Table 4-11 since they
represent reasonable values in agreement with thfe literature.
Holding infiltration and industrial flows constant and using the existing
per capita commercial and domestic flows (Table 4-12) and the population
projections for 1988 and 2008, wastewater flows were projected for 1988 and
2008.
There was insufficient information available to disaggregate the
industrial loads from the total loads. Therefore, the existing total per
capita BOD and TSS loads from Table 4-12 were multiplied by the population
projections and the respective peaking factors to obtain the 1988 and 2008
projected loads. In doing so, growth of industrial loads is proportional to
residential growth.
4-32
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TABLE 4-12. 1985 PER CAPITA/CONNECTION FLOWS AND LOADS
Jackson Pike Southerly
Per Capita
Domestic Wastewater Flow (gpcd) 62.2 75.6
Per Capita
Commercial Wastewater Flow (gpcd) 9.2 8.4
Per Capita
Industrial Wastewater Flow (gpcd) 18.4 18.1
Per Capita
Industrial, Commercial, and
Domestic Wastewater Flow (gpcd) 89.8 102.1
Per Capita
Infiltration (gpcd) 82 58
Per Connection
Commercial Wastewater Flows
(gal/connection day) ND ND
Per Connection
Industrial Wastewater Flows
(gal/connection day) ND ND
1985 Per Capita
Water Pumped
Industrial, Commercial, and
Domestic (gpcd) ND ND
1985 (Industrial, Commercial, and
Domestic) Water Pumped to Wastewater
Discharge Factor ND ND
Per Capita
Average BOD Loads (Ib/capita day) 0.206 0.229
Per Capita
Average TSS Loads (Ib/capita day) 0.258 0.255
TOTAL
68.1
8.9
18.2
95.2
72
816.7
62,109
139.1
.976
0.216
0.257
ND = No Data
*
SOURCE: City of Columbus, Division of Sewerage and Drainage, December 1986.
4-33
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Table 4-13 presents the 1988 projected population, flows, and loads; and
Table 4-14 presents the projected population and average flows and loads for
the 2008 design year.
4.4.4 Comparison of SEIS and Facility Plan Flows and Loads
This section compares the facility plan flows and loads with the flows
and loads developed in the preceding sections of this SEIS (Table 4-15). The
facility plan flows and loads have been brought back to 2008 for purposes of
comparison, and the loads from Whittier Street have been eliminated.
The SEIS average flows are approximately 10 percent lower than the
facility plan flows, and the SEIS peak process flows are approximately
20 percent lower than the facility plan flows.
There is a difference in the average flows because the flow projections
in the SEIS were developed by holding the infiltration and industrial portions
of the flow constant and increasing only the commercial and domestic flows
proportional to the population increase; whereas the flow projections in the
facility plan were developed by increasing all the flow, including
infiltration and industrial, proportional to the population increase.
Projected increases in infiltration do not appear justified if the
population increase is located within the existing service area. The facility
plan does not document why an increase in infiltration should be included.
Projected industrial increases should be based on documented industrial growth
by existing industries and/or policy decisions by the municipality to plan for
future undocumented growth. Furthermore, such industrial growth should be an
identifiable part of the total design flows since capital cost recovery for
the added capacity must be addressed.
4-34
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TABLE 4-13. 1988 PROJECTIONS
Jackson Pike
Southerly
TOTAL
Total Flow
Ave. (MGD)
o Infiltration
o Industrial
o Commercial
o Domestic
BOD Load (Ibs/day)
TSS Load ( Ibs/day)
Population
84.8
40.1
9.0
4.6
31.1
123,400
154,500
499,000
TABLE 4-14. 2008
Total Flow
Ave. (MGD)
o Infiltration
o Industrial
o Commercial
o Domestic
BOD Load (Ibs/day)
TSS load (Ibs/day)
Population
Jackson Pike
87.9
40.1
9.0
5.0
33.8
134,600
168,600
544,600
61.7
22.1
6.9
3.3
29.4
106,900
109,100
389,000
PROJECTIONS
Southerly
66.0
22.1
6.9
3.7
33.3
121,300
123,800
441,400
146.5
62.2
15.9
7.9
60.5
230,300
263,600
888,000
TOTAL
153.9
62.2
15.9
8.7
67.1
255,900
292,400
986,000
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TABLE 4-15. COMPARISON OF DESIGN FLOWS AND LOADS
Design Average Flow (MGD)
o Jackson Pike
o Southerly
o Combined
Peak Process Flows (MGD)
o Jackson Pike
o Southerly
o Combined
Design BOD Load (Ib/day)
o Jackson Pike
o Southerly
o Comb ined
Design TSS Load Clb/day)
o Jackson Pike
o Southerly
o Combined
Facility Plan3 SEIS Percent Difference
96
72
168
163
122
285
88
66
154
132
99
231
141,600 134,600
126,600 121,300
268,200 255,900
161,600 168,600
121,300 123,800
282,900 292,400
-8.3
-8.3
-8.3
-19.0
18.9
-18.9
-4.9
-4.2
-4.5
+4.3
+2.1
+3.2
a Adjusted to reflect 20-year planning period ending 2008 and to eliminate
loads associated with Whit tier Street CSO structure.
4-36
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The difference in the peak process flows is due to the differences in
design average flows and different peaking factors. The peaking factor is 1.5
for this SEIS and 1.7 for the facility plan. The 1.5 peaking factor for the
SEIS is consistent with the peaking factor used in the 1979 EIS. The facility
plan's peaking factor of 1.7 is based on the maximum hydraulic capability of
the conduits between the primary clarifiers and aeration basins in the
existing trains at the Southerly WWTP. Since CSO is not a component of this
SEIS, it did not seem appropriate to endorse a peaking factor of 1.7.
As a result of the significant differences in average design and peak
process flows, the flows developed for this SEIS will be used for further
alternative analysis and recommended process sizing.
The SEIS loads, on the other hand, are all within 5 percent of the
facility plan loads. Therefore, the 2008 facility plan loads will be accepted
as the SEIS loads, and they will be used for further alternative analysis in
the SEIS. Table 4-16 summarize* the SEIS recommended flow and loads.
TABLE 4-16. 2008 RECOMMENDED FLOWS AND LOADS
Jackson Pike Southerly Total
Average Flow (MGD) 88 66 154
Peak Process Flow (MGD) 132 99 231
BOD Load (Ib/day) 141,600 126,600 268,200
TSS Load (Ib/day) 161,600 121,300 282,900
4.5 COMBINED SEWER OVERFLOWS
The Revised Facility Plan Update (RFPU) and the General Engineering
Report and Basis of Design (GERBOD) documents provided a brief analysis of
the CSO problem. The analysis was conducted on a limited data base not
adequate for planning and design of CSO abatement neasures. Consequently, the
city is planning to conduct a detailed CSO study. The SEIS briefly reviewed
4-37
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the CSO analysis that was prepared during the facilities plan preparation.
Appendix E entitled Briefing Paper No. 5 - CSO provides a review and critique
of the city's analysis.
A review of the OEPA Central Scioto River Mainstem Comprehensive Water
Quality Report (CWQR) indicates that combined sewer overflows contribute
significant pollutant loadings to the Scioto River. The majority of the data
reviewed in the CWQR was collected between 1976 and 1982. The CWQR states
that "combined sewer overflows, and as previsouly discussed, plant bypasses
also contributed significant loadings of BOD, NH^-N, TSS, and other
substances to the Central Scioto River Mainstem." In addition, page 317
states "Reductions in the magnitude and frequency of combined sewer overflow
discharges is needed to improve aquatic community function, alleviate
aesthetic problems, and reduce risks to human body contact recreation in the
segment between Greenlawn Dam. and the Jackson Pike WWTP." The particular
sources of pollutant loadings discussed in the CWQR are the Whittier Street
CSO and the Southerly raw sewage bypass.
The Whittier Street Storm Standby Tanks provide short-term storage and
some clarification for flows in excess of the Jackson Pike WWTP's hydraulic
capability. The Jackson Pike WWTP is hydraulically limited to 100 MGD. As
previously discussed in this chapter, the estimated"peak process flow for the
Jackson Pike Service Area is 132 MGD. Following completion of the north end
of the Interconnector, 32 MGD can be diverted to the Southerly WWTP for
treatment. This may alleviate some of the combined sewer overflows occurring
at the Whittier Street facility.
Some of the combined sewers in the Southerly Service Area have been
separated in recent years. The entire CSO drainage area has decreased from
18.4 square miles to 10.7 square miles. This may have reduced the quantity
and frequency of bypasses at the Southerly WWTP and at the overflows within
the Southerly Service Area.
4-38
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In order to assess Che magnitude of the combined sewer overflows at the
present time, a comprehensive study must be performed using current monitoring
data. This study must include a determination of the inflow problem from the
separate sewer area. As discussed in the CSO analysis in Appendix E, the
volume of inflow from the separate sewer area could be greater than the volume
of runoff and inflow from the combined sewer area.
4-39
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CHAPTER 5. ALTERNATIVES
This chapter presents comprehensive wastewater management alternatives
and options for the components that comprise these comprehensive wastewater
management alternatives. The comprehensive wastewater management alternatives
include the following:
* No action
Upgrade Jackson Pike and Southerly, provide wet stream treatment and
solids handling at both plants
Upgrade Jackson Pike and Southerly, provide all solids handling at
Southerly
Eliminate Jackson Pike, upgrade and expand Southerly.
Each of the comprehensive wastewater management alternatives includes the
following components:
Intercomxector/headworks
Biological process
Sludge management.
Options for these components will be presented in this chapter. Options
will not be presented for primary treatment and post treatment. It is assumed
for all comprehensive wastewater management alternatives that primary
treatment will consist of preaeration and primary settling, and post treatment
will consist of chlonnation and post aeration.
Numerous studies have been completed since the 1979 Environmental Impact
Statement (EIS) that have influenced the development of the alternatives and
options presented in this chapter. These major studies include:
1981 - Segment 2 - Long-Term Solids Hanrtl XP£
1984 - DPOT Review of the City of Columbus Facilities Plan and EIS
Reports
5-1
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» 1984 - Feasibility Study for Wastewater Treatment
1984 - Facilities Plan Update Report
1985 - Revised Facilities Plan Update.
The principal elements of each of these studies, which contribute to the
development of alternatives, are summarized in the following sections.
Segment 2 - Long-Term Solids Handling Report (1981)
The objective of the Segment 2 report was to evaluate solids processing
and handling at each treatment plant and develop an environmentally acceptable
and cost-effective long-term solution for solids treatment and disposal.
The Segment 2 study concluded that the solids treatment process at
Jackson Pike and Southerly should include the following components:
Primary sludge: gravity thickening, anaerobic digestion, centrifuge
dewatering, land application, or incineration.
Waste activated sludge: centrifuge thickening, possible anaerobic
digestion, centrifuge dewatering, composting, or incineration.
Emergency storage for thickened and dewatered sludges, and backup
stabilization with lime addition.
A Segment 1 report entitled, "Interim Solids Handling," was also
submitted to the OEPA in 1980. This report proposed constructing three new
incinerators at Southerly and two new incinerators at Jackson Pike. It also
proposed increasing composting at Southwesterly from 200 to 400 wet tons per
day. This solution was intended to solve the immediate problem of solids
disposal until a long term solution could be developed and implemented under
Segment 2. As a result of these recommendations, Southerly is currently
installing two new incinerators. These new incinerators have a total capacity
of 520 wet tons per day at 20 percent cake solids. The two existing
incinerators are rated at 300 wet tons per day at 20 percent cake solids.
5-2
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This gives a total incineration capacity of approximately 820 wet tons per
day.
DFOT Report (1984)
The Design Finalization Overview Team (DFOT) Report, a recommendation of
the 1979 EIS, contains an independent design evaluation of wastewater treat-
ment facility improvements for the Jackson Pike and Southerly treatment
plants. The primary objective of the DFOT was to review the recommendations
and suggested design criteria presented in the facilities plan with respect to
the 1979 SIS and to reconcile any differences. The primary recommendations
of the DFOT for the Jackson Pike and Southerly Wastewater Treatment Plants are
summarized below:
Jackson Pike
Increase primary clarification capacity slightly more than recommended
in the EIS and original facilities plan.
Adopt facilities plan recommendation for trickling filter capacity.
Provide approximately 50 percent more intermediate clarifier capacity
than recommended by the EIS and original facilities plan.
Adopt the EIS proposal for activated sludge aeration basin capacity of
31.5 million gallons.
Increase final settling capacity slightly more than recommended in the
facilities plan.
Adopt original facilities plan proposal for effluent disinfection but
add post aeration.
Perform a trial study of thermal conditioning prior to anaerobic
digestion and incineration.
Design effluent filters and phosphorus removal facilities. These
facilities would not be constructed unless their need is verified by
water quality studies.
Adopt the proposal made by tie Segment 2 - Long-Term Solids Handling
Report for gravity sludge thickeners and centrifuges.
Use incineration as the preferred means of sludge disposal.
5-3
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Southerly
Use a trickling filter/activated sludge treatment system.
Restrict Anheuser-Busch BOD^ loads to 45,000 Ibs/day.
Increase trickling filter and intermediate clarifier capacity
approximately 40 percent more than the recommendations of the original
facilities plan.
Provide activated sludge aeration basin and final clarifier with
capacities less than those proposed in the original facilities plan
and EIS.
Adopt effluent disinfection system as proposed in the original
facilities plan.
Design effluent filters and phosphorus removal facilities. These
facilities would not be constructed unless their need was verified by
water quality studies.
Adopt the proposal made by the Segment 2 - Long-Term Solids Handling
Report for sludge thickening and digestion.
Use incineration as the prime sludge disposal system until the market
and dependability of composting and land application alternatives are
assured.
Feasibility Study for Wastewater Treatment (1984)
This report presents the findings of a preliminary investigation to
screen treatment plant site alternatives. The alternatives include various
combinations of new plant construction, plant rehabilitation, and plant
expansion at the Jackson Pike, Southerly, and Southwesterly treatment plant
locations. The Southwesterly plant would be located near the compost
facility. The conclusion of this study was that alternatives involving
elimination of Jackson Pike and development of a new plant at the
Southwesterly site were economically feasible and should be more closely
investigated for possible implementation in the Columbus wastewater management
program.
5-4
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FacilitiesPlan Update Report (1984Q
The USEPA asked the city of Columbus to update its facilities plan to
conform to the recommendations of the EtS. The Facilities Plan Update Report
(FPU) contained a review of numerous combinations of site and treatment
process alternatives. Some new wet stream treatment process alternatives were
assessed that had not been evaluated in the previous reports. The city also
looked at the possibility of constructing a new wastewater treatment plant
near the Southwesterly Composting Facility.
The recommendations of the FPU include:
Elimination of the Jackson Pike WWTP, expansion and upgrading of the
Southerly WWTP to handle all flows.
Construction of a new pump station to transport the flow from the
Jackson Pike service area.
» Implementation of an Anaerobic Anoxic Flocculation (AAF) process for
biological treatment.
Effluent polishing by granular media filters, if necessary, to satisfy
the proposed NPDES permit requirements. The report recommends that
construction of these filters should be postponed until operating
results for the new wet stream treatment facilities are available.
Expansion of existing chlorine feeding equipment and new chlorine
contact tanks.
Expansion of the effluent pump station.
Sludge processing which consists of thickening, digestion, and
dewatering.
Ultimate disposal of sludge by incineration, composting, and land
application.
The FPU also recommended that the expanded plant be equipped with
distributed automatic monitoring and control systems in each major process
area, linked to a centralized monitoring and control station. In addition, a
video display terminal should be provided in the Office and Maintenance
Building to enable the plant managers to perform routine monitoring tasks.
5-5
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Revised Facilities Plan Update (1985)
The Revised Facilities Plan Update Report (RFPU) was developed to
supplement the FPU. The specific objectives of the document were: (1) to
revise the recommendations of previous documents based upon revised design
parameters and NPDES permit limits; (2) to present the conclusions and
recommendations of planning analyses undertaken since completion of the FPU;
(3) to respond to comments by the OEPA relative to the FPU; and (4) develop
treatment facilities which will serve the city's needs through the year 2015.
The following basic conclusions and recommendations were presented in the
RFPU:
It is cost effective to expand the existing city of Columbus Southerly
wastewater treatment facility to treat all wastewater from the
Columbus service area and to phase out the existing Jackson Pike
wastewater treatment facility.
Flows should be diverted from Jackson Pike to Southerly via completion
of the North End and expansion of the South End of the Interconnector
Sewer.
Biological treatment should be accomplished through a semi-aerobic
process.
Solids processing consists of gravity and centrifuge thickening,
anaerobic digestion, dewatering of nondigested sludge for composting,
and land application of digested sludge.
Maintain current incineration capacity, but land disposal and
composting are the preferred sludge disposal methods.
The above paragraphs have summarized the recommendations of previous
studies which have contributed to the development of alternatives in this
report. The following sections of this chapter provide discussions on options
for plant location, conveyance, headworks, biological treatment processes, and
sludge management alternatives. These alternatives are subjectively screened
5-6
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in this chapter to eliminate the alternatives which are not suitable for the
Columbus facilities. Those alternatives which advance from the subjective
screening will be evaluated in greater detail in chapter 6.
5.1 COMPREHENSIVE WASTEWATER MANAGEMENT ALTERNATIVES
The existing wastewater treatment facilities for the Columbus
metropolitan area consist of the Jackson Pike and Southerly Wastewater
Treatment Plants (WWTP) (See Figure 3-1). Previous planning documents have
evaluated other alternatives for treatment plant location. These studies have
evaluated continued operation of the existing facilities as well as abandoning
the Jackson Pike WWTP and constructing a new Southwesterly plant to handle
Jackson Pike flows or expanding the Southerly WWTP to handle all the flow from
the Columbus area. None of the previous studies found it to be cost effective
to build a new facility at a Southwesterly site. However, the FPU and the
RFPU found that expanding Southerly to handle all flows was cost effective.
Therefore, this study will evaluate the following alternatives:
No action
Upgrade Jackson Pike and Southerly, provide wet stream treatment and
solids handling at both plants
Upgrade Jackson Pike and Southerly, provide all solids handling at
Southerly
* Eliminate Jackson Pike, upgrade and expand Southerly.
The following sections discuss these four alternatives and their impacts.
5.1.1. No Action Alternative
The development of a no action alternative is consistent with EPA
qutdeLines for preparing an EIS. A no action alternative cannot be eliminated
during a preliminary screening.
5-7
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Implementation of a no action alternative would involve normal
maintenance but no improvement to the existing facilities. Failure to
implement procedures to correct wastewater management problems in the Columbus
facilities planning area will result in permit violations for the Columbus
treatment facilities. The Columbus wastewater treatment plants, without
improvements, cannot meet final NPDES permit limits. In accordance with the
city's Municipal Compliance Plan, the plants are required to be in compliance
with the final permit limits by July of 1988. An inability to meet permit
requirements may result in sanctions by OEPA and USEPA that could have adverse
social and economic impacts in the facilities planning area.
The no action alternative will be retained and used in chapter 6 as a
baseline for comparing and evaluating action alternatives.
5.1*2 UpgradeJackson Pike and Southerly, Provide Wet Stream Treatment and
Solids Handling at Both Plants
This alternative will be referred to as the two-plant alternative. It
was the recommendation of the 1979 Environmental Impact Statement. In this
alternative the existing treatment plant sites will be maintained. Each plant
will be rehabilitated and expanded as necessary to provide advanced wastewater
treatment on site for wastewater flows expected through the year 2008. Due to
site limitations at Jackson Pike, the wet stream treatment capacity cannot be
expanded. However, the existing facilities could be upgraded to provide
necessary treatment to meet proposed effluent requirements for an average flow
of 80 MGD and a peak flow of 100 MGD. Any excess flow would be diverted to
Southerly via the Interconnector Sewer.
The Southerly WWTP would be upgraded and expanded to treat an average
flow of 74 MGD and a peak process flow of 131 MGD.
This alternative will be retained as it is consistent with existing
operating practice. It will be evaluated in further detail in chapter 6.
5-8
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5.1.3 UpgradeJackson Pike and Southerly, Provide All SolidsHandlingat
Southerly
This alternative will be referred to as the two-plant one solids
alternative. Under this alternative, both plants would be upgraded to provide
wet stream treatment. All solids handling processes would be provided at
Southerly. Jackson Pike's solids would be transported to Southerly via sludge
pipelines. This alternative was developed because an 8-inch sludge pipeline
currently exists between the Jackson Pike and Southerly WWTPs. It will be
evaluated in further detail in chapter 6.
5.1.4 Eliminate Jackson Pike, Upgrade and Expand Southerly
This alternative will be referred to as the one-plant alternative. It
was recommended by the city in the Facilities Plan Update and the Revised
Facilities Plan Update. Under this alternative, Jackson Pike would be phased
out and all Jackson Pike flows would be diverted to Southerly via the
Interconnector. The existing facilities at Southerly would be expanded and
upgraded to treat an average flow of 154 MGD and a peak process flow of
231 MGD. This alternative merits further consideration, and it will be
retained for a more detailed evaluation in chapter 6.
5.2 INTERCONNECTOR/HEADWORKS OPTIONS
This section discusses the options for the Interconnector/headworks
components under each of the alternatives.
5.2.1 Interconnector
Each of the comprehensive wastewater management alternatives require
completion of the north end of the Interconnector (Figure 3-3). The city
maintains that, due to site limitations and existing hydraulic constraints
within the facility, Jackson Pike is not capable of handling more than 100
MGD. Consequently, the diversion chamber and the Interconnector must be
completed to allow flows in excess of 100 MGD to be diverted from Jackson Pike
to Southerly.
5-9
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The Intercormector Sewer that is being constructed between Jackson Pike
and Southerly is near completion. It runs in a north-south direction along
the west side of the Scioto River and it crosses the river on the south end to
connect with the Southerly WWTP.
The main section of the Interconnector has a diameter of 156 inches. On
the south end it connects with a pumping station. The South End Pumping
Station, with a capacity of 60 MGD, pumps the flow across the river to
Southerly through a 48-inch force main and a 36-inch force main. The north
end of the Interconnector is incomplete. The Municipal Compliance Plan states
that it will be in place by May of 1988. It will be constructed along the
west and north sides of Jackson Pike (Figure 3-3). A diversion chamber will
be built to connect the O.S.I.S. with the Interconnector. This will allow
regulation of flows to Jackson Pike and diversion of flows to Southerly.
Based on the flows developed in this document, the pump station and force
mains at the south end of the Interconnector are adequate to handle the flow
under both two-plant alternatives. The maximum potential flow which will be
diverted from Jackson Pike under peak conditions is 32 MGD. Approximately 10
to 15 MGD currently flows through the Interconnector from a connection at
Grove City. This total flow of 47 MGD is within the capabilities of the
current pump station and force mains.
The south end of the Interconnector will require some expansion
under the one-plant alternative. The sewers must be sized to accommodate
flows through the year 2008. The projected peak process flow for Jackson Pike
is 132 MGD. The expanded facilities must accommodate this flow in addition to
the 15 MGD from Grove City.
The RFPU proposed two options for expansion of the south end of the
Interconnector. One option (Option A) involves expansion of the existing
Interconnector Pump Station to a capacity of 160 MGD and construction of
additional 36-inch and 48-inch force mains (Figure 5-1).
5-10
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\
\
EXISTING 156"
INTER CONNECTOR SEWER
\
EXISTING PUMPING
STATION
PROPOSED PUMPING
STATION EXPANSION
y ------
f
'£>'
PROPOSED ADDITIONAL
FORCE MAINS
I i
Y-i
« '
Oa°
CD
CD
D
n ODO
cLJ EH
SOUTHERLY W.WTP
\
o
o
-
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EXISTING 48" & 36" FORCE MAINS /
SCALE: 1"
SOURCE- REVISED FACILITY PLAN UPDATE
i t
I
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i i
I I
\ \
\ \
\
\
\
\
\
FIGURE 5-1
SOUTH END INTERCONNECTOR OPTION A
-------
The second option (Option B) proposes abandoning the existing force mains
and extending the 156-inch gravity Interconnector to Southerly. Three options
were evaluated for the Scioto River crossing. Extending the 156-inch pipe
across the river bed would raise the water level of the river by seven feet.
Tunneling the 156-inch pipe beneath the Scioto River was also investigated.
However, the excessive costs associated with the depth of this pipe and the
increased depth of the Southerly headworks prevented this option from being
considered economically feasible. The third option requires the installation
of four 78-inch pipes across the river bed (See Figure 5-2). This will raise
the water level approximately three feet and is the option recommended by the
city in the RFPU.
Each of these Interconnector options must be evaluated in either
conjunction with the headworks option prior to eliminating each of them.
Therefore, they will be retained for further consideration. Chapter 6 will
evaluate the Interconnector options in detail with the headworks options.
5.2.2 Headworks
5.2.2.1 Jackson Pike
The Jackson Pike headworks are located approximately one mile north of
the treatment plant at the Sewer Maintenance Yard on the west bank of the
Scioto River. These remote headworks consist of bar screens and aerated grit
tanks. The bar screens were originally mechanically cleaned but due to their
age and deteriorated condition, manual screen cleaning is now necessary. Flow
enters the headworks via the O.S.I.S. The flow that enters the Jackson Pike
plant comes from the remote headworks on the O.S.I.S. and the Big Run
Interceptor. The combined flow enters a wet well in the pump and blower
building where it is screened and pumped to the wet stream treatment
facilities. Therefore, flows entering Jackson Pike from the Big Run
Interceptor are not subject to grit removal.
5-12
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\
I 1
\
EXISTING 156" * ,
INTERCONNECTOR SEWER /
/
/
/
/
/ ,
,' / ABANDON
/ EXISTING PUMPING
STATION
s
' PROPOSED 156"
^^ INTERCONNECTOR
GRAVITY EXTENSION
1^1 (4) 78" PIPES
, £ ACROSS RIVER
/I/
/ /
/ /
1 I
\ \
SCALE- r«500'
SOURCE. REVISED FACILITY PLAN UPDATE
\ r
I
i
I
i
/~\f-i/-\
tJQvJ
*m^ ^M. I
ODO
_n°D°
dJ en
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cu
SOUTHER
uj
I w
i «
. o
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1 X
EXISTING 48" k 36" FORCE MAINS
D D
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ii
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FIGURE 5-2
SOUTH END INTERCONNECTOR OPTION B
-------
Under the one-plant alternative, the headworks at Jackson Pike would only
require necessary maintenance until the plant is phased out in the 1990"s.
The two-plant alternatives would require entirely new headworks consisting of
pumping, screening, and grit removal for Jackson Pike located at the plant,
rather than at the sewer maintenance yard two miles away.
5.2.2.2 Southerly
The existing headworks at Southerly consist of bar racks, bar screens,
aerated grit tanks, and pumps rated at a capacity of 170 MGD. Flow enters the
plant from the Interconnector and from the Big Walnut Sanitary Outfall Sewer
which serves the northeast, east, and southeast portions of Columbus and
Franklin County.
Under both two-plant alternatives, the Southerly WWTP will be required to
treat an average flow of 74 MGD and a peak process flow of 131 MGD. Since
current headworks are rated at a capacity of 170 MGD, no expansion of these
facilities is required.
The one-plant alternative requires that Southerly treat an average flow
of 154 MGD and a peak process flow of 231 MGD. At these flows, the current
headworks are inadequate. The determination of the optimum headworks option
(i.e., expand the existing or provide new facilities) is related to the
Interconnector option selected. Interconnector Option A, which involves
expanding the existing pump station and adding additional force mains, would
allow expansion of the existing headworks. Expansion of the existing
headworks will be called Option A-l. If Interconnector Option B is selected,
the 156-inch gravity sewer extension would enter the Southerly headworks
approximately eight feet lower than the Big Walnut Interceptor. This
Interconnector option would require separate headworks (Option B-l) to handle
the flow from the Interconnector or completely new headworks (Option B-2) to
handle the flows from both.
5-14
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Option B-l consists of utilizing the existing 170 MGD headworks at
Southerly for handling the flows from the Big Walnut Interceptor and
constructing a new 150 MGD headworks for handling the Interconnector flows.
The new Interconnector headworks will be located adjacent to the existing
headworks. They will include coarse bar racks, raw pumping, followed by
mechanical screening and aerated grit removal; all designed for 150 MGD.
Mixing of the Interconnector and Big Walnut flow would follow aerated grit
removal.
Option 8-2 involves constructing completely new headworks which include a
mixing chamber, coarse bar racks, pumping, and aerated grit chambers. The
flows from the Big Walnut Interceptor and the Interconnector would combine in
a mixing chamber and be conveyed through manually cleaned bar racks. The
combined flow will then enter a wet well to be pumped to mechanical bar
screens followed by aerated grit chambers. The new headworks will be designed
for a peak process flow of 231 MGD.
Based on the subjective screening, all three headworks options merit
further consideration. Each of the headworks options will be evaluated in
conjunction with the Interconnector options in chapter 6.
5.3 BIOLOGICAL PROCESS OPTIONS
This section presents the options for the biological process component.
The current biological process used at both the Jackson Pike and Southerly
WWTP's is conventional single-stage activated sludge. This single-stage
activated sludge process is preceeded in the wet stream treatment process by
preaeration and primary settling and it is followed by chlorination prior to
discharge to the Scioto River.
Both plants were designed based on NPDES discharge limitations of 30 mg/1
for BOD and TSS. These limits have become more stringent and the plants can
no longer successfully treat the original design capacity flows.
5-15
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Through the course of the facilities planning process for the Columbus
wastewater treatment system, other process options were proposed and
evaluated. The 1979 EIS recommended a trickling filter process for the
Jackson Pike plant. The Facilities Plan Update (FPU) and Revised Facilities
Plan Update (RFPU) recommended semJ-aerobic treatment processes. In the
following sections the semi-aerobic, trickling filter, and conventional
activated sludge processes including variations are discussed.
5.3.1 Semi-Aerobic
The semi-aerobic process, being proposed by the city of Columbus, is a
modified form of the activated sludge process. The process consists of a
non-aerated reaction zone ahead of the aerated activated sludge zone. These
non-aerated zones may be anoxic (oxygen concentration less than or equal to
0.3 mg/1 and nitrates present), anaerobic (no oxygen or nitrates present) or
a combination of anoxic and anaerobic zones. Figure 5-3 provides a schematic
of the semi-aerobic process. Figure 5-4 shows the process in three different
modes of operation.
The semi-aerobic process employs a high to low food-to-microorganism
(F:M) gradient and a high oxygen uptake rate to dissolved oxygen ratio
(OUR/DO) in the first two bays of each aeration tank to produce a non-bulking
sludge. The semi-aerobic process is physically the same as the conventional
activated sludge process with the exception of two additional baffles in the
first bay of each aeration tank and an internal sludge recycle system in each
tank. The baffles are added to eliminate backmixing. The sludge recycle
system provides the ability to denitrify by recycling nitrates from Bay 8 back
to Bay I.
Jet aerators would be installed in the first two bays of each aeration
tank to provide the flexibility for aerating or mixing these bays. Normal
operation will consist of mixing. However, air will be employed in Bay 2 and
Bay 1, if necessary, when the ammonia breaks through Bay 6 or Bay 7. The
5-16
-------
PRIMARY
EFFLUENT
AERATION TANKS
n Q
p p p p
NN
INTERNAL RECYCLE
RECYCLE SLUDGE
ANOXIC/AN AEROBIC
AEROBIC
EFFLUENT
CLARIFIER
WASTE SLUDGE
FIGURE 5-3
SEMI-AEROBIC PROCESS
-------
8
Ul
h-
00
AERATION BASIN
EFFLUENT
PRIMARY
EFFLUENT
°x
Ax
Ax
Ax
°x
AN
°X
°X
°X
°x
1o 1b 1c 2 3
SOUTHERLY COLD WEATHER - HIGH N03N RECYCLE
8
AERATION BASIN
EFFLUENT
PRIMARY
EFFLUENT
°x
Ax
Ax
AN
°X
AN
°X
°x
°x
°x
1o Ib 1c 2 3
SOUTHERLY WARM WEATHER - LOW N03N RECYCLE
8
AERATION BASIN
EFFLUENT
PRIMARY
EFFLUENT
°x
Ax
Ax
Ax
AN
°X
°X
°X
°X
°X
°x
1a 1b
1c
Ax =ANOXIC
AN -ANAEROBIC
Q =OXIC
2 3
SOUTHERLY HIGH EFFLUENT NH4N
FIGURE 5-4
SEMI-AEROBIC PROCESS
MODES OF OPERATION
-------
remaining six bays of each aeration tank would be equipped with fine bubble
diffusers. The semi-aerobic process has the ability to control sludge bulking
and to nitrify. It can easily be incorporated into the existing tankage.
Therefore, it will be retained for further evaluation in chapter 6.
5.3.2 Trickling Filter Processes
Trickling filter systems are commonly used for secondary treatment of
municipal wastewater. Primary effluent is uniformly distributed on a bed of
crushed rock, or other media, coated with biological films.
The microbial film on the filter medium is aerobic to a depth of only 0.1
to 0.2 mm. The zone next to the medium is anaerobic. As the wastewater flows
over the microbial film, the soluble organics are rapidly metabolized and the
colloidal organics absorbed into the surface. Microorganisms near the surface
of the bed, where food concentration is high, are in a rapid growth phase,
while the lower zone of a bed is in a state of endogenous respiration.
Dissolved oxygen extracted from the liquid layer is replenished by reoxygena-
tion from the surrounding air.
Major components of the trickling filter are the filter media, underdrain
system, and rotary distributor. The filter media provides a surface for
biological growth and voids for passage of liquid and air. The underdrain
system carries away the effluent and permits circulation of air through the
bed. A rotary distributor provides a uniform hydraulic load on the filter
surface.
Two variations of trickling filters have been presented in previous
studies. They are:
Trickling filter/activated sludge (TF/AS)
Trickling filter/solids contact (TF/SC).
The following sections describe each of these processes.
5-19
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5.3.2.1 Trickling Filter/Activated Sludge
This trickling filter process option includes trickling filters coupled
with activated sludge basins. (See Figure 5-5). The trickling filter
treatment units are packed with cross flow plastic media. The filters are
designed for approximately 35 percent BOD removal. The aeration tanks that
follow the filter remove the remaining BOD^ and provide the required
nitrification.
The activated sludge tanks are sized for the amount of solids generated
from the trickling filters and activated sludge tanks. This method utilizes
existing aeration tanks. The trickling filter provides a selector mechanism
for nonfilamentous bacteria growth in the same manner as the anaerobic zone
operates in the semi-aerobic process. Slightly reduced aeration tank capacity
and aeration energy is required due to the portion of the BOD^ removed in the
trickling filter process. This process is capable of controlling sludge
bulking and performing nitrification; therefore, it will be evaluated further
in chapter 6.
5.3.2.2 Trickling Filter/Solids Contact
In this treatment process, trickling filter units are coupled with a
solids contact channel prior to secondary clarification (See Figure 5-6). A
portion of the sludge which is settled in the secondary clarifiers is
recirculated to the influent of the solids contact channel. An aeration time
of approximately one half hour is required in the solids contact channel. The
contact of the return sludge with the trickling filter effluent in the solids
contact channel enhances the BOD removal and suspended solids removal in the
secondary clarifiers. Both BODc and ammonia removal are achieved in the
trickling filters prior to the solids contact channel. The TF/SC process
satisfies the required BOD? removal and nitrification, but it also has some
disadvantages. An excessive number of trickling filter units are required
(approximately 50 for a one-plant scenario), and only one aeration tank is
required for use as a solids contact channel. The remaining aeration tanks at
5-20
-------
PRIMARY
EFFLUENT
1
A A A '-' A A A
Y1
N>
TRICKLING FILTER
AERATION TANKS
'/
RECYCLE SLUDGE
EFFLUENT
CLARIFIER
WASTE SLUDGE
FIGURE 5-5
TRICKLING FILTER/ACTIVATED SLUDGE
-------
PRIMARY
EFFLUENT
1
A A A "-1 A A A
vrt
TRICKLING FILTER
AERATED SOUOS CONTACT CHANNEL
EFFLUENT
RECYCLE SLUDGE
CLARIFIER
WASTE SLUDGE
FIGURE 5-8
TRICKLING FILTER/SOIIDS CONTACT
-------
either treatment: plant would remain unused. Due to its high capital costs and
the fact that it does not make full use of existing facilities, this process
alternative is eliminated from further consideration.
5.3.3 Conventional Activated Sludge
The conventional activated sludge process is the current biological
method used at both the Southerly and Jackson Pike WWTP's. It consists of
rectangular aeration basins with air diffusers to provide aeration and mixing,
followed by secondary clarifiers. Settled raw wastewater and return activated
sludge enter the head of the tank. The flow proceeds to a clarifier where the
solids are settled out.
The activated sludge process consistently removes 85 to 95 percent of the
BOD and suspended solids. The amount of nitrogen and phosphorus removed can
vary considerably depending on the design and operating parameters of the
system.
Two forms of the activated sludge process are being evaluated in this
report. They are:
Single-stage activated sludge
Two-stage activated sludge.
The following sections discuss these two processes.
5.3.3.1 Single-Stage Activated Sludge
A single-stage activated sludge system consists of an aeration basin
followed by a clarifier (Figure 5-7). The aeration basin is typically
operated as a plug-flow system. Air diffusers are installed along the length
of the tank to provide aeration and mixing. One mode of operation is to taper
the air flow along the length of the tank to provide a greater amount of
diffused air near the head where the rate of biological metabolism and
resultant oxygen demand are the greatest. Another mode of operation, which is
5-23
-------
o-
o-
)
to
2
<
L>
"
fl
"
't
/
UJ
o
o
to
to
O
P
3
V)
p
I
RECYCLE SLUDGE
Q_ UJ
5-24
-------
consistent with the mode of operation for the semi-aerobic process, is to
reverse taper the air supply to create an anaerobic/anoxic zone at the head of
the aeration basin. This anaerobic/anoxic zone acts as a selector mechanism
against filamentous organisms, thus it assists in controlling sludge bulking.
Since the semi-aerobic process is simply a modified version of the
single-stage activated sludge process, they can be evaluated as one process
with operational flexibility. Therefore, the single-stage activated sludge
process will be eliminated at this point and chapter 6 will evaluate the semi-
aerobic process.
5.3.3.2 Two-Stage Activated Sludge
With strong domestic wastewaters, staged treatment may be beneficial and
produce a better effluent than the same reactor volume in a single stage. In
the first stage, conditions are optimized for carbonaceous removal, while the
second aeration basin is optimized to develop the maximum nitrifying
population. The disadvantages for this approach include disposal of more
waste sludge, the cost of intermediate clarification units, as well as those
costs for separating the reactor basins of the two stages and possible costs
for additional lime for pH control. Controlling the loss of second-stage
solids is also critical. To maintain sufficient aeration solids for cell
synthesis it is sometimes necessary to bypass a portion of the influent flow
to the second stage, add return sludge from the first stage to the second
stage, or bypass, in part, the intermediate settling basin. A two-stage
activated sludge system is shown in Figure 5-8. Due to the additional capital
cost associated with adding intermediate clarifiers and difficulties
associated with process control, this option does not merit further
evaluation.
5-25
-------
AERATION TANKS
P
PRIMARY
EFFLUENT
Ni
O\
EFFLUENT
WASTE SLUDGE
WASTE SLUDGE
FIGURE 5-8
TWO-STAGE ACTIVATED SLUDGE
-------
5.4 SOLIDS HANDLING
Combinations of physical, chemical, and biological processes are employed
in handling the solids (sludge) generated during the wastewater treatment
process. The objective of processing sludge is to stabilize the organic
material, to extract water from the solids, and dispose of the dewatered
residue. The sequence of the various processes is critical to the ultimate
performance of the facility.
This section will discuss sludge production and available sludge
processing methods and then present feasible combinations of these methods for
evaluation as sludge management options.
Both plants current sludge processes (Figures 5-9 and 5-10) include
centrifugal thickening and dewatering. Jackson Pike also utilizes anaerobic
digestion and heat treatment. Southerly has digesters, but they are not
currently operational. Incineration and land application are used at Jackson
Pike for ultimate disposal. Southerly disposes of their solids via incinera-
tion and composting. The solids handling capacity at both plants is limited
by either inadequate equipment or poor performance due to aging equipment.
5.4.1 Sludge Product ion
The Jackson Pike WWTP currently produces 230 to 250 wet tons per day of
dewatered sludge at a cake solids concentration of about 17 percent. On a dry
weight basis, approximately 50 dry tons per day (dtpd) of dewatered solids are
produced for ultimate disposal. Based on recent operating records, approxi-
mately 50 percent of the dewatered sludge is incinerated and 50 percent is
land applied.
The Southerly WWTP currently produces 350-400 wet tons per day of
dewatered sludge at a cake solids concentration of about 17 percent. On a dry
weight basis, approximately 64 dry tons per day (dtpd) of dewatered solids are
produced for ultimate disposal. Based on recent operating records,
5-27
-------
RAW
INFLUENT
PRELIMINARY
TREATMENT
PRIMARY
CLARIFICATION
AERATION
SECONDARY
CLARIFICATION
EFFLUENT
to
CD
INCINERATION
PRIMARY
SLUDGE
HOLDING
ANAEROBIC
DIGESTION
DIGESTED
SLUDGE HOLDING
THICKENED RAW SLUDGE
TO DEWATERING
VAS
HOLDING
CENTRIFUGE
THICKENING
VAS
THICKENED
SLUDGE
BLEND/STORAGE
CENTRIFUGE
DEVATERING
THERMAL
CONDITIONING
TO
LANDFILL
TO LAND
APPLICATION
FIGURE 5-9
JACKSON PUCE
EXISTING SLUDGE
MANAGEMENT SCHEMATIC
-------
PRELIMINARY
PRIMARY
AERATION
SECONDARY
RAW '*
INFLUENT
c.mnc.
IN i ui-rir
ur XUH
liUP4
UL_rtP
cir iun
uun
EFFLUENT
VJl
CENTRIFUGE
DEVATERING
CENTRIFUGE
THICKENING
VAS
(PROJECT 88)
DISSOLVED AIR
FLOTATION
THICKENING
(ABANDONED)
ANAEROBIC
DIGESTION
(UNDER REHABILITATION)
DEVATERED
SLUDGE
STORAGE
INCINERATION
THERMAL
CONDITIONING
(ABANDONED)
TO
LANDFILL
TO
COMPOSTING
FIGURE 5-10
SOUTHERLY
EXISTING SLUDGE
MANAGEMENT SCHEMATIC
-------
approximately 70 percent of Che dewatered sludge is incinerated and the
remaining 30 percent is composted.
The anaerobic digestion process is mainly responsible for the smaller
quantity of dewatered solids at Jackson Pike. Digestion breaks down organic
matter in two phases. In the first phase complex organic substrate is
converted to volatile organic acids. In this phase little change occurs in
the total amount of organic material in the system. The second phase involves
conversion of the volatile organic acids to methane and carbon dioxide.
Anaerobic digestion results in a decrease in the amount of solids.
Table 5-1 presents data on the amount of metals present in the processed
sludge at Southerly and Jackson Pike. Zinc, cadmium, and lead concentrations
are important factors to be considered in evaluating the land application and
composting programs. Jackson Pike sludge has significantly higher metal
concentrations than Southerly. This could impact a one-plant alternative
because the combination of Jackson Pike and Southerly sludge could change the
compost classification.
5.4.2 Unit Processes
The following sections present each of the solids handling processes
being considered in this report. The unit processes are limited to those
alternatives which have been presented in previous Columbus facility planning
studies. They include:
Sludge Thickening
Anaerobic Digestion
Thermal Conditioning
Dewatering
Lime Stabilization
Incineration
Composting
Land Application
5-30
-------
TABLE 5-1. SOLIDS ANALYSES
METALS (mg/kg TS)
CADMIUM CHROMIUM COPPER
SOUTHERLY*
1985
September
October
November
December
1986
January
February
March
April
May
June
July
August
AVERAGE
JACKSON PIKE**
1985
September
October
November
December
1936
January
February
March
April
May
June
July
August
AVERAGE
* To Compost Facility
*« To Land Application
No Data Available
13
39
LEAD NICKEL ZINC
16
12
18
18
184
193
153
140
258
233
223
194
218
240
230
162
36
28
27
32
1940
1700
1750
1480
15
14
17
10
6
8
5
111
164
152
149
140
110
119
178
166
197
211
249
258
240
143
202
212
149
168
250
175
31
36
45
31
56
53
53
1400
1086
1167
859
789
843
788
147
219
195
602
625
379
39
151
1255
50
49
38
50
796
820
685
680
686
652
713
613
358
392
398
565
134
162
173
303
5500
5175
4250
3900
36
40
44
32
30
30
26
565
608
577
480
462
478
473
565
539
559
643
640
658
608
315
386
319
332
376
375
358
125
125
147
128
144
113
110
3925
3559
3184
2485
2357
2575
2800
3610
5-31
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5.4.2.1 Sludge Thickening
Thickening is a common practice for concentrating sludge. It is employed
prior to subsequent sludge processes to reduce the volumetric loading and to
increase the efficiency of the downstream processes. At present, there are no
facilities for thickening primary sludge (PS) at the Southerly or Jackson Pike
treatment plants. Waste activated sludge (WAS) is thickened at both plants by
centrifuges. They were installed in recent years to replace the dissolved air
flotation units. Rehabilitation costs of the dissolved air flotation units
dissuaded the city from their continued operation. The following paragraphs
will discuss gravity, and centrifugal thickening.
Gravity thickening is the simplest process for concentrating sludges.
Gravity thickeners are applied principally for thickening of primary sludge,
lime sludges, combinations of primary and waste activated sludges, and to a
lesser degree, waste activated sludge. Gravity thickening is a sedimentation
process which is similar to that which takes place in all settling tanks.
Solids settle by gravity to the bottom of the basin forming a sludge blanket
with a clearer liquid (supernatant) above. The supernatant is removed from
the basin over weirs located near the top of the tank. A scraper arm rotates
at the bottom of the tank gently stirring the sludge blanket. This aids in
compacting the sludge solids and releasing the water from the mass, as well as
scraping the sludge toward a center well where it can be withdrawn by pumping.
Thickener supernatant is usually returned to either the primary or secondary
treatment process.
Centrifugal thickening can have substantial maintenance and power costs,
but it is very effective in thickening waste activated sludge. The centrifuge
is essentially a dewatering device in which the solids-liquid separation is
enhanced by rotating the liquid at high speeds. The centrate stream is
usually returned to the plant influent. Centrifuges have been used for both
sludge thickening and dewatering.
5-32
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Conditioning prior to thickening provides improved thickening and solids
capture. The thickening process makes primary and waste activated sludge
difficult to blend together. Therefore, a mechanical mixing device is needed
in sludge holding tanks.
The RFPU recommendation for the one-plant scenario included gravity
thickening of PS and centrifugal thickening of WAS.
5.4.2.2 Anaerobic Digestion
Biological digestion of sludge from wastewater treatment is widely
practiced to stabilize and break down the organic matter prior to ultimate
disposal. Anaerobic digestion is used in plants employing primary
clarification followed by either trickling filter or activated sludge
secondary treatment. The end products of anaerobic digestion are methane,
unused organics, and relatively small amounts of cellular protoplasm.
Anaerobic digestion is basically a destructive process, although complete
degradation of the organic matter under anaerobic conditions is not possible.
The Columbus treatment facilities currently have primary and secondary
digesters. However, the digesters at Southerly have been out of service since
1979. Upgrading and possible expansion at both plants may be required. The
areas of contention in previous studies were whether primary solids, secondary
solids, or both should be digested; if post thickening is necessary; and what
the volume requirements should be.
Anaerobic digestion provides a stabilized solids product that is suitable for
land application. Digestion is generally not considered conducive to
composting. The reduction in volatile solids would generally reduce the bio-
activity in the composting piles, which is considered essential to generate
heat in the piles.
5-33
-------
Centrifuges are presently used to dewater mixtures of primary and waste
activated sludge at the Jackson Pike and Southerly WWTP's. The RFPU recom-
mended additional centrifuges for dewatering. A recent report entitled
Preliminary Evalution of Sludge Dewatering recommended replacing the existing
centrifuges with DPF presses.
5.4.2.5 Lime Stabilization
The addition of lime, in sufficient quantities to maintain a high pH
between 11.0 and 11.5, stabilizes sludge and destroys pathogenic bacteria.
Lime stabilized sludges dewater well on sandbeds without odor problems if a
high pH is maintained. Sludge filterability can be improved with the use of
lime; however, caution is required when sludge cake disposal to land is
practiced. Disposal in thick layers could create a situation where the pH
could fall to near 7 prior to the sludge drying out, causing regrowth of
organisms and resulting in noxious conditions. Essentially, no organic
destruction occurs with lime treatment. The key factor in assuring a proper
stabilization process is to maintain the pH above 11.0.
5.4.2.6 Incineration
Sludge incineration is usually preceded by sludge thickening and dewater-
ing. It requires an incinerator feed system, air pollution control devices,
ash handling facilities, and the related automatic controls. Two major
incineration systems employed in the United States are the multiple-hearth
furnace, the rotary kiln, and the fluidized-bed reactor. The multiple-hearth
unit has received widest adoption because of its simplicity and operational
flexibility. The Columbus facilities employ these furnaces for incineration,
but they also rely on land application and composting for sludge disposal.
A primary consideration in the cost-effectiveness of sludge incineration
is the effect of sludge feed composition on auxiliary fuel requirements. Heat
yield from a given sludge is a function of the relative amounts and elemental
composition of the contained combustible elements. Primary sludges are higher
5-36
-------
in heating value than biological sludges because of their higher grease
concent. It is more economical to burn undigested solids than digested solids
since digestion significantly reduces the heat content of the remaining
solids. Therefore, critical design factors for any wastewater sludge
incineration system are heating value and moisture content of the sludge,
excess air requirements, and the economics of heat recovery.
Another significant consideration for incineration is its relative
stability in regard to environmental and aesthetic factors. The state of the
art of incineration is such that various controls and equipment modifications
are possible to meet a variety of possible environmental standards above and
beyond those currently in place. These potential modifications are costly,
but at least the basic advantage exists that the ultimate control is within
the facilities operation and not as subject to the variations in raw sewage
composition as other ultimate disposal processes such as land application and
composting.
5.4.2.7 Composting
Composting is an aerobic biological process designed to biologically
stabilize organics, destroy pathogenic organisms, and reduce the volume of
waste. The Southwesterly Composting Facility in Columbus uses the aerated
static pile method to process unlimed, raw sludge. The final product from the
composting process, Corn-Til, is marketed as a soil conditioner.
The aerated static pile process involves mixing dewatered sludge with a
bulking agent, such as wood chips, followed by active composting in specially
constructed piles. Typically, both recycled bulking agent and new bulking
agent are used for mixing. Induced aeration, either positive (blowing) or
negative (suction), is provided during active composting and sometimes during
curing and/or drying.
Temperature and oxygen are monitored during active composting as a means
of process control. The active composting period lasts at least 21 days,
5-37
-------
following which the piles are torn down and restacked for a curing period of
30 days. After this period, the mixture is screened and the wood chips
recovered for reuse.
The issues of concern in composting are the odor problem and a market
demand for the final product. The RFPU recommended composting in addition to
land application as the preferred means of solids disposal with incineration
as a back-up. The FPU recommended additional incineration due to the tenuous
nature of composting and land application.
5.4.2.8 Land Application
Following the recommendations of the original EIS, the city of Columbus
has developed a program for land application of sludge. A benefit of the
process results from the nutrient value of nitrogen and phosphorus in the
sludge, which reduces the quantities of chemical fertilizer necessary on the
agricultural land. The key factors in considering land application as an
alternative in sludge disposal are haul distance, climate, and availability of
land. Environmental concerns regarding land application include surface water
and groundwater pollution, contamination of soil and crops with toxic
substances, and transmission of human and animal disease.
Although nitrogen is a plus in this process, it is also a limiting factor
in considering the amount of sludge which can be safely applied. Adding
excess nitrogen to the soil involves the risk of polluting the groundwater
with nitrates. High nitrate concentrations are toxic to humans and livestock.
Cadmium concentrations in sludge are also a limiting factor in the
application rate. Cadmium is taken up by plants and enters the human food
chain. The primary chronic health effect of excessive dietary intake of
cadmium is damage to the kidneys.
To keep excessive amounts of cadmium, nitrate, and other toxic substances
from entering the soil, monitoring of the sludge, soil, and crops should be
5-38
-------
done during utilization. Aquifers should also be monitored for potential
nitrate pollution.
Only stabilized sludge should be spread on farmland. Sludge can be
stabilized by aerobic or anaerobic digestion, lime, or thermal conditioning.
Farmers are usually advised to allow six weeks or more after sludge
application before harvesting crops or allowing animal grazing. Preferred
vegetation is non-food-chain crops like cotton. Feed grains for animal
consumption are also commonly fertilized by tilling sludge solids into the
soil before planting the crops.
Sludge can be applied on the surface if local regulations permit, or it
can be injected into the subsurface. Subsurface injection is the most
environmentally desirable since it eliminates exposure of the sludge to the
atmosphere. Surface application can be done by spreading or spraying.
Spraying through irrigation nozzles can only be practiced where insects and
odor are not a problem.
The continued use of land application as a preferred means of sludge
disposal is mainly dependent on the available land for application and the
cost of transporting the sludge.
5.4.3 Sludge Management Options
Sludge management options were formulated in light of several goals and
objectives. These goals and objectives included the following:
The sludge management options must consist of processing and disposal
methods that will provide for environmentally sound processing and
ultimate disposal of sludge.
The option must provide a reliable means for future processing and
disposal.
The options should offer some flexibility allowing the city to modify
the processing and disposal methods to relieve pressures created by
equipment failures or temporary loss of the ultimate disposal methods.
5-39
-------
The options developed should consider, to the extent possible, optimizing
the reuse of the existing facilities thus minimizing implementation costs.
This preliminary evaluation identified options for the two-plant
scenario, where Jackson Pike and Southerly would be operated independently;
for the two-plant one solids scenario, where Southerly and Jackson Pike are
upgraded for wet stream treatment and Southerly is expanded to provide all the
solids handling facilities; and for the one-plant scenario, where Southerly is
expanded to handle the projected flows and loads and the Jackson Pike facility
is abandoned. Under the two-plant two solids scenario, three sludge
management options were identified for Jackson Pike, and six sludge management
options were identified for Southerly. For the two-plant one solids and one-
plant scenarios the sludge management options which were identified for the
Southerly two-plant scenario were considered appropriate to evaluate.
5.4.3.1 Jackson Pike Sludge Management Options
Three potential sludge management options were identified for the Jackson
Pike WWTP. Each option is discussed separately in the following paragraphs.
Jackson Pike Sludge Management Option JP-A
Figure 5-11 presents the sludge managment schematic for option JP-A. The
option would involve the following sludge processes:
Gravity thickening of PS
Centrifuge thickening of WAS
Thickened sludge storage and blending
Stabilization by anaerobic digestion
Dewatering.
Dewatered digested sludge would strictly be land applied in an
agricultural reuse program.
5-40
-------
PRE
RAW TR
INFLUENT
LIMINARY PRIMARY AERATION SECONDARY
EATMENT CLARIFICATION CLARIFICATION
EFFLUENT
V
*>
GRAVITY
THICKENING
PS
CENTRIFUGE
THICKENING
WAS
THICKENED
SLUDGE
BLEND/STDRAGE
CENTRIFUGE
DEWATERING
DIGESTED
SLUDGE HOLDING
ANAEROBIC
DIGESTION
t
TD LAND
APPLICATION
FIGURE 5-11
JACKSON PIKE
OPTION JP-A SLUDGE
MANAGEMENT SCHEMATIC
-------
Based on the subjective review of this management option, it was
eliminated from further consideration. Relying strictly on land application,
for ultimate disposal of the projected sludge quantities, lacks the
flexibility critical to maintaining a successful disposal program. This lack
of flexibility would require an increased degree of conservatism in design and
implementation to ensure plant performance during an interruption of the
disposal process. Furthermore, the seasonal nature of the agricultural
application program would require substantial sludge storage facilities.
Normally, such storage facilities experience community relation difficulties
associated with aesthetics and odors.
Jackson Pike Sludge Management Option JP-B
Figure 5-12 presents the sludge management schematic for option JP-B.
This option would consist of the following sludge processes:
Gravity thickening of PS
Centrifuge thickening of WAS
Thickened sludge storage and blending
Stabilization by anaerobic digestion
Dewatering
Incineration.
Dewatered sludge would be disposed of as follows:
50 percent of the dewatered sludge would be incinerated and the ash
product landfilled.
50 percent of the dewatered sludge would be land applied.
The 50:50 ratio is approximately consistent with current Jackson Pike
disposal practices. In this brief analysis, a comprehensive review of
alternate ratios to determine an optimum ratio was not performed. Since land
application is not a limiting factor and the incinerators at Jackson Pike
require some rehabilitation, a split equal to current practices appears
appropriate.
5-42
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PRE
RAW
INFLUENT
(pi.
LIMINARY PRIMARY AERATION SECONDARY
EATMENT CLARIFICATION CLARIFICATION
EFFLUENT
GRAVITY
THICKENING
PS
Ul
INCINERATION
CENTRIFUGE
THICKENING
WAS
THICKENED
SLUDGE
BLEND/STDRAGE
CENTRIFUGE
DEVATERING
DIGESTED
SLUDGE HOLDING
ANAEROBIC
DIGESTION
TO
LANDFILL
TO LAND
APPLICATION
FIGURE 5-12
JACKSON PIKE
OPTION JP-B SLUDGE
MANAGEMENT SCHEMATIC
-------
Subjective screening of JP-B indicated that the option adequately
addressed the goals and objectives. Therefore, it will go through a more
detailed evaluation in chapter 6.
Jackson Pike Sludge Management Option JP-C
Figure 5-13 presents the sludge management schematic for option JP-C.
This option would consist of the following sludge processes.
Gravity thickening of PS
Centrifuge thickening of WAS
Thickened sludge storage and blending
Stabilization by anaerobic digestion
Stabilization by thermal conditioning
Dewatering
Incineration.
Dewatered sludge would be disposed of as follows:
SO percent of the dewatered sludge would be incinerated and the ash
product landfilled.
50 percent of the dewatered sludge would be land applied.
As previously discussed, the 1)0:50 disposal ratio is consistent with
current practice. The stabilization processes would each handle 50 percent of
the thickened sludges produced under normal operating conditions. The
dewatered, thermally conditioned sludge would be incinerated while the
dewatered, digested sludge would be land applied.
Sludge management option JP-C was also determined by the subjective
screening to merit more detailed consideration. It will be evaluated further
in chapter 6.
5-44
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PRELIMINARY
PRIMARY
AERATION
SECONDARY
RAW IKCmnC.
INFLUENT 1
\\ i i^unr
;ir i^n
I 1U1^
UL.HT
ur iUM
1 iUIN
EFFLUENT
k
INCINERATION
GRAVITY
THICKENING
PS
DIGESTED
SLUDGE HOLDING
ANAEROBIC
DIGESTION
THICKENED RAW SLUDGE
TO DEWATERING
CENTRIFUGE
THICKENING
WAS
THICKENED
SLUDGE
BLEND/STORAGE
CENTRIFUGE
DEWATERING
THERMAL
CONDITIONING
TO
LANDFILL
TO LAND
APPLICATION
FIGURE 5-13
JACKSON PIKE
OPTION JP-C SLUDGE
MANAGEMENT SCHEMATIC
-------
5.4.3.2 Southerly Sludge Management Options
Six potential sludge management options were identified for the Southerly
WWTP. Each option is discussed separately in the following paragraphs.
Southerly Sludge Management Option SO-A
Southerly sludge management option SO-A is graphically depicted by the
schematic presented in Figure 5-14. Option SO-A would utilize the following
sludge processes:
Gravity thickening of PS
Centrifuge thickening of WAS
Thickened sludge storage and blending
Stabilization by anaerobic digestion
Dewatering
Incineration.
Oewatered digested sludge would be incinerated and landfilled.
Option SO-A was eliminated from further consideration for two basic
reasons. First, the option proposes to abandon the existing compost
operations. Such a move would forfeit the substantial investment the city has
placed in the relatively new facilities and would substitute disposal of all
of the sludge product by landfilling in lieu of the current practice which
reuses a portion of the sludge as soil conditioner. Second, option SO-A lacks
the flexibility needed to allow the city to modify disposal operations subject
to equipment failures or external pressures such as public dissatisfaction or
regulatory requirements.
Southerly Sludge Management Option SO-B
Figure 5-15 presents the sludge management schematic for option SO-B.
The option would feature the following sludge processes:
Gravity thickening of PS
5-46
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PRE
RAW TR
INFLUENT
LJHINARY PRIMARY AERATION SECONDARY
EATMENT CLARIFICATION CLARIFICATION
EFFLUENT
GRAVITY
THICKENING
PS
THICKENED
SLUDGE
BLEND/STORAGE
1
-
- ~m^
CENTRIFUGE
DEWATERING
ANAEROBIC
DIGESTION
CENTRIFUGE
THICKENING
VAS
DEVATEREB
SLUDGE
STORAGE
INCINERATION
TO
LANDFILL
FIGURE 5-14
SOUTHERLY
OPTION SO-A SLUDGE
MANAGEMENT SCHEMATIC
-------
PRELIMINARY
PRIMARY
CLARIFICATION
AERATION
SECONDARY
CLARIFICATION
rsnvr
INFLUENT
EFFLUENT
GRAVITY
THICKENING
PS
THICKENED
SLUDGE
BLEND/STORAGE
CENTRIFUGE
THICKENING
WAS
Ul
k
CENTRIFUGE
DEVATERWG
DEVATERED
SLUDGE
STORAGE
t
TO
COMPOSTING
FIGURE 5-15
SOUTHERLY
OPTION SO-B SLUDGE
MANAGbMJLNT SCHEMATIC
-------
Centrifuge thickening of WAS
Thickened sludge storage and blending
Dewatering
Composting.
Ultimate sludge disposal would be accomplished through the marketing and
distribution of compost as a soil conditioner.
The subjective evaluation eliminated option SO-B from further
consideration. Flexibility to alter disposal operations was the critical
factor in the evaluation. Composting the entire volume of dewatered sludge
would mean a 2 to 3 fold increase in compost product over current conditions.
If Southerly were operated in a one-plant scenario, 5 to 6 times the current
compost product would be produced. An aggressive and successful marketing
program would be mandatory to locate and maintain sufficient receptors for the
compost. The long-term reliability of an option which relies solely on
distribution of compost was not considered adequate to merit more detailed
development and evaluation.
Southerly Sludge Management Option SO-C
The sludge management schematic for option SO-C is presented in Figure
5-16. Southerly sludge management option SO-C would consist of the following
sludge processes:
Gravity thickening of PS
Centrifuge thickening of WAS
Thickened sludge storage and blending
Stabilization by anaerobic digestion
Dewatering
Composting
Incineration.
5-49
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PR£
RAW TR
INFLUENT
:LIMINARY PRIMARY AERATION SECONDARY
EATMENT CLARIFICATION CLARIFICATION
EFFLUENT
i»
Ui
a
GRAVITY
THICKENING
PS
CENTRIFUGE
DEWATERING
THICKENED
SLUDGE
BLEND/STORAGE
ANAEROBIC
DIGESTION
CENTRIFUGE
THICKENING
WAS
DEVATERED
SLUDGE
STORAGE
INCINERATION
TO
LANDFILL
TO
COMPOSTING
FIGURE 5-16
SOUTHERLY
OPTION SO-C SLUDGE
MANAGEMENT SCHEMATIC
-------
Dewatered sludge would be disposed of as follows:
75 percent of the dewatered sludge would be incinerated, and the ash
product would be landfilled.
25 percent of the dewatered sludge would be composted and the compost
would be distributed as a soil conditioner.
The 75:25 ratio is approximately consistent with current Southerly
disposal practices. The digestion facilities would be sized to process that
portion of the sludge that would be incinerated. The portion of the sludge
that would be composted would not receive stabilization prior to dewatering.
Option SO-C represents current practice at Southerly when the digestion
facilities are operational. Therefore, subjective screening concluded that
the option merits more detailed development and evaluation in chapter 6.
Southerly Sludge Management Option SO-D
Southerly sludge management option SO-D is graphically depicted by the
schematic presented in Figure 5-17. Option SO-D would utilize the following
sludge processes.
Gravity thickening of PS
Centrifuge thickening of WAS
Thickened sludge storage and blending
Stabilization by anaerobic digestion
Dewatering
Composting
Incineration.
Ultimate disposal of the sludge would be accomplished through the
following disposal methods:
25 percent of the sludge would be dewatered, composted, and distri-
buted as a soil conditioner.
5-51
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PRELIMINARY
PRIMARY
AERATION
SECONDARY
RAW
INFLUENT
u.n i ill
wi_nr
^ir i\,n
EFFLUENT
ro
CENTRIFUGE
DEVATERING
TO
LANDFILL
GRAVITY
THICKENING
PS
THICKENED
SLUDGE
BLEND/STORAGE
ANAEROBIC
DIGESTION
CENTRIFUGE
THICKENING
VAS
DEVATERED
SLUDGE
STORAGE
t
TO
LAwn
APPLICATION
TO
COMPOSTING
FIGUEE 5-17
SOUTHERLY
OPTION SO-D SLUDGE
MANAGEMENT SCHEMATIC
-------
25 percent of the sludge would be digested, dewatered, and land
applied.
50 percent of the sludge would be digested, dewatered, incinerated,
and landfilled.
Option SO-0 meets the goals and objectives of the subjective screening.
The option offers continuation of the existing incineration and composting
processes at Southerly and introduces land application as a disposal process.
The city has indicated there is adequate acreage suitable for land application
within an economically feasible distance of the plant. Option SO-D was
advanced for further development and evaluation in chapter 6.
Southerly Sludge Management Option SO-E
Figure 5-13 presents the sludge management schematic for Option SO-E.
Southerly sludge management option SO-E would consist of the following sludge
processes:
* Gravity thickening PS
* Centrifuge thickening of WAS
Thickened sludge storage and blending
* Stabilization by anaerobic digestion
Dewatering
Composting.
Dewatered sludge would be disposed of as follows:
50 percent would be composted and distributed as a soil conditioner.
Sludge sent to compost would not go through the digestion process.
50 percent would be land applied as a fertilizer to agricultural
acreage within a reasonable distance from the plant.
Based on the subjective evaluation option SO-E was eliminated from
further consideration. The reliability of utilizing only compost distribution
and land application as ultimate disposal options did not appear reasonable.
5-53
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PRELIMINARY
PRIMARY
AERATION
SECONDARY
INFLUENT
EFFLUENT
fc
CENTRIFUGE
DEVATERING
GRAVITY
THICKENING
PS
THICKENED
SLUDGE
BLEND/STORAGE
ANAEROBIC
DIGESTION
CENTRIFUGE
THICKENING
WAS
BEWATERED
SLUDGE
STORAGE
TO
I AND
APPLICATION
TO
COMPOSTING
FIGURE 5-18
SOUTHERLY
OPTION SO-E SLUDGE
MANAGEMENT SCHEMATIC
-------
The plant currently practices incineration and relies heavily on incineration
and landfilling of the ash for disposal. Furthermore, it is critical that the
plant have a disposal method that is completely within their control, i.e.,
not influenced by sludge quality, weather, market demand, public perception or
other external pressures.
Southerly Sludge Management Option SO-F
Figure 5-19 presents the sludge management schematic for Option SO-F.
Ths sludge management system would consist of the following processes:
Gravity thickening PS
Centrifuge thickening WAS
Thickened sludge storage and blending
Dewatering
Composting
Incineration.
Ultimate disposal of the sludge would be accomplished through one of the
following disposal methods:
SO percent would be composted and distributed as a soil conditioner.
SO percent would be incinerated and landfilled.
Option SO-F is similar to option SO-C with the exception that digestion
is not provided. The evaluation of option SO-F was prompted due to the fact
that digestion prior to incineration has normally not proven to be cost-
effective. Although digestion diminishes the amount of solids to be handled
in subsequent processes, the heat content of digested sludge is significantly
reduced. Furthermore, digested sludge tends to be more difficult to dewater
than combined raw sludges. These factors cause digested sludge to be more
difficult, and consequently more expensive on a unit basis (i.e. dollars per
dry ton), than raw sludges to incinerate. Since the Southerly plant has a
portion of the required digestion facilities and adequate incineration
5-55
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PRELIMINARY
TREATMENT
PRIMARY
CLARIFICATION
AERATION
SECONDARY
CLARIFICATION
RAW
INFLUENT
i
EFFLUENT
GRAVITY
THICKENING
PS
THICKENED
SLUDGE
BLEND/STORAGE
CENTRIFUGE
THICKENING
WAS
0\
CENTRIFUGE
DEWATERING
DEWATERED
SLUDGE
STORAGE
TO
LANDFILL
TO
COMPOSTING
FIGURE 5-19
SOUTHERLY
OPTION SO-F SLUDGE
MANAGEMENT SCHEMATIC
-------
facilities in place, the cost effectiveness of digestion prior to incineration
is less dependent on capital cost than an evaluation where these facilities
are not in place. This option will be evaluated further in chapter 6.
5.5 SUMMARY OF ALTERNATIVES AND OPTIONS
Alternatives for comprehensive wastewater management that have advanced
for further evaluation in chapter 6 include the following:
One-plant (all treatment at Southerly)
Two-plant (solids handling at Jackson Pike and Southerly)
Two-plant (all solids handling at Southerly)
The following options for treatment plant components have been advanced
for further evaluation in chapter 6.
Interconnector/Headworks
- A/A-1 (additional pumping, force mains, and headworks)
- B/B-1 (extension of gravity sewer and separate headworks)
- S/B-2 (extension of gravity sewer and entirely new headworks)
Biological Processes
- Semi-aerobic
- Trickling Filter/Activated Sludge (TF/AS)
* Sludge Management
- JP-B (PS thickening, WAS thickening, anaerobic digestion,
dewatering, land application, and incineration/landfill)
- JP-C (PS thickening, WAS thickening, anaerobic digestion, thermal
conditioning! dewatering, land application, and incineration/
landfill)
- SO-C (PS thickening, WAS thickening, anaerobic digestion,
dewatering, composting, and incineration/landfill)
- SO-D (PS thickening, WAS thickening, anaerobic digestion,
dewatering, composting, land application, and incineration/
landfill)
- SO-F (PS thickening, WAS thickening, dewatering, composting, and
incineration/landfill)
Table 5-2 summarizes each of the wastewater management alternatives with
their respective component options.
5-57
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TABLE 5-2 SUMMARY OF ALTERNATIVES AND OPTIONS
WASTEWATER
MANAGEMENT
ALTERNATIVE
ONE-PLANT
TWO-PLANT
TWO-PLANT ONE SOLIDS
COMPONENT
INTERCONNECTOR/HEADWORKS
BIOLOGICAL PROCESS
SLUDGE MANAGEMENT
BIOLOGICAL PROCESS
SLUDGE MANAGEMENT
BIOLOGICAL PROCESS
SLUDGE MANAGEMENT
OPTION
A/A-1
B/B-1
B/B-2
SEMI- AEROBIC
TF/AS
SO-C
SO-D
SO-F
SEMI-AEROBIC
TF/AS
SO-C
SO-D
SO-F
JP-B
JP-C
SEMI-AEROBIC
TF/AS
SO-C
SO-D
SO-F
5-58
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CHAPTER 6. DETAILED ANALYSIS OF ALTERNATIVES
This chapter presents a detailed evaluation of the two comprehensive
wastewater management alternatives: the one-plant and two-plant alternatives.
Section 6.1 describes the engineering evaluation, while Sections 6.2 through
6.5 present the environmental evaluations. In Section 6.6, the engineering
and environmental evaluations of the one-plant and two-plant alternatives are
summarized, and a recommended comprehensive alternative is identified.
Previously in chapter 5 three basic components of the comprehensive
alternatives were identified. These three components are:
Interconnector/headworks
Biological process
Solids handling.
Also in chapter 5, the feasible options that fulfill the components were
identified and subjected to a preliminary screening. In Section 6.1 -
Engineering Evaluation, the options for the basic components that advanced
from the screening in chapter 5 are evaluated with respect to technical
criteria consisting of cost, reliability, flexibility, implementability, and
operational convenience. The optimum option which fulfills each component is
selected for both the one-plant and two-plant alternatives. After the optimum
options for each component are identified, the comprehensive one-plant and
two-plant alternatives are defined and evaluated with respect to the technical
evaluation criteria.
The environmental evaluation addresses the comprehensive system
alternatives. This evaluation considers physical, biological, and human
environmental criteria. These criteria were derived from the data collection
effort documented in chapter 2. Physical criteria include: water, air
quality, and prime agricultural land. Biological criteria include:
terrestrial and aquatic biota as well as threatened and endangered species.
6-1
-------
The human or man-made environmental criteria include: land use, noise,
energy, economics, transportation, and historic and archeologic resources.
Indirect environmental consequences such as induced growth are also discussed.
6.1. ENGINEERING EVALUATION
In the engineering evaluation, technical criteria are applied to evaluate
the options for the components that formulate an alternative, as well as to
evaluate comprehensive alternatives. First, the technical evaluation is
applied to identify the optimum options for the components. Then, components
are assembled into the one-plant and two-plant comprehensive alternatives and
a second technical evaluation is performed.
In evaluating planning alternatives, it is usually necessary to evaluate
the comprehensive alternatives due to the interrelationships between the
components which formulate the alternatives. For example, where options for
the biological process component produce substantially different quanities of
sludge, the solids handling evaluation must be coupled with the biological
process evaluation to determine the optimum alternative. However, based on
the options for the components that have been advanced from chapter 5 such an
evaluation process is not necessary. Selection of the optimum option for the
Interconnector/headworks does not influence the subsequent liquid and sludge
treatment components. The biological process options that have been advanced
will yield approximately the same quantity of sludge. Similarly the solids
handling options remaining under consideration do not exhibit significantly
different impacts on other components. Consequently, the individual
components will be evaluated independently and an optimum option for each
component will be identified for both the one- and two-plant alternatives.
The technical criteria applied in the engineering evaluation are
identified and defined below.
* Cost - The lowest total present worth cost.
Reliability - Ability to treat the projected wasteload and continuously
discharge an effluent capable of meeting NPDES permit standards.
6-2
-------
* Flexibility - Ability to change and meet differing conditions.
Implementability - Ease of implementation.
* Operational Convenience - Ease of operation and maintenance.
Cost is an objective criteria with the differences in total present worth
establishing the ranking of component options and comprehensive alternatives.
The remaining four criteria are subjective criteria. A brief narrative
discusses how the component options and alternatives compare with the
subjective criteria.
6.1.1 Interconnector/Headworks Component
This section provides an evaluation of the Interconnector and headworks
components of one-plant and two-plant alternatives.
6.1.1.1 One-Plant
As discussed in chapter 5, no work would be required at the Jackson Pike
headworks under the one-plant alternative because the plant would be phased
out of service and the flow tributary to Jackson Pike would be diverted to the
Southerly WWTP via the Interconnector Sewer. Completion of the north end of
the Interconnector would be required to convey the flows from Jackson Pike to
Southerly.
The one-plant alternative also requires that the capacity of the south
end of the Interconnector Sewer and the Southerly headworks be expanded.
chapter 5 presented two options for expanding the south end of the
Interconnector and three options for expanding the capacity of the Southerly
headworks. Due to the interrelationship between the headworks and the
Interconnector the headworks options were developed based on the
Interconnector options. Three potential Interconnector/headworks combinations
are identified and described below. They include the following:
6-3
-------
Option A/A-l - Increase the capacity of the south end of the
Interconnector from 60 MGD (o 150 MGD by constructing a new pumping
facility and by installing one new 48-inch and one new 36-inch force
main from the pumping facility to the Southerly headworks. Increase
the capacity of the oxisting Southerly headworks from 170 MGD to 231
MGD by adding additional pumps, screens, and grit chambers.
Option B/8-1 - Extend the 156-inch gravity Interconnector Sewer to the
Southerly WWTP. Use four 78-inch pipes for the Scioto River crossing.
Construct new 150 MGD headworks which include pumping, screening, and
grit removal for the Interconnector flows. Use the existing headworks
for preliminary treatment of flow from the Dig Walnut Interceptor
Sewer.
Option B/B-2 - Extend the 156-inch gravity Interconnector Sewer to the
Southerly WWTP. Use four 78-inch pipes for the Scioto River crossing.
Construct entirely new headworks rated at a capacity of 231 MGD for
preliminary treatment of flows from the Interconnector Sewer and the
Big Walnut Interceptor Sewer. The new headworks will include a mixing
chamber, screening, pumping, and grit removal. Demolish the existing
headworks.
Table 6-1 presents capital, annual O&M, and total present worth costs for
each of the options.
TABLE 6-1. INTERCONNECTOR/HEADWORKS COSTS
Capital Annua1 O&M Total Present Worth
Option A/A-l $15,239,000 $1,771,000 $31,064,000
Option B/B-1 $19,282,000 $1,289,000 $30,279,000
Option B/B-2 $25,382,000 $1,169,000 $34,928,000
Option B/8-1 exhibits the lowest present worth cost. However,
practically speaking the present worth of A/A-l is equal to B/B-1. The
gravity sewer options (B/B-l and B/B-2) are more reliable than the force main
option (A/A-l) since there is less chance that the gravity sewer will rupture.
Furthermore, failure of the gravity sewer normally results in infiltration to
the conduit, while a rupture of the force mains would cause exfiltration to
the environment. In addition, the gravity sewer does not rely on the
6-4
-------
operation of a pumping facility to perform. The pumping facility causes the
force main option to be considered more difficult to operate and maintain and
also somewhat less reliable due to the dependency on its pumps.
With respect to flexibility to adapt to higher flows both the gravity
sewer and the pump station/force main are considered similar. Both would be
sized to handle the projected peak flows and would require modifications to
increase capacity.
The force mains, on the other hand, will not require as deep of an
excavation as the gravity sewerj and therefore, may be easier to implement.
Also, the force main option (A/A-1) and the gravity option (B/B-2) only have
one headworks which would be easier to operate and maintain than the two
separate headworks as proposed under option B/B-1.
Based on the cost and reliability of the gravity sewer, Option B/B-1 is
the recommended Interconnector/headworks component for the one-plant
alternative.
6.1.1.2 Two-Plant
The existing Jackson Pike headworks provide screening and pumping only.
Preliminary screening and grit removal facilities are located at the Sewer
Maintenance Yard upstream of the Jackson Pike headworks on the O.S.I.S. These
facilities, however, provide pretreatment only for flows entering the plant
through the O.S.I.S. Interceptor.
Due to the fact that flows from the Big Run Interceptor are not provided
with grit removal and due to the age of the existing equipment, it is
recommended that entirely new headworks be constructed at Jackson Pike under
the two-plant alternative. The new headworks would include screening,
pumping, and aerated grit removal, and they would be located on the Jackson
Pike plantsite.
6-5
-------
As discussed in chapter 5, the peak flow to the Jackson Pike WWTP will be
limited to 100 MGD. The 2008 projected peak process flow tributary to Jackson
Pike is 131 MGD. Therefore, the north end of the Interconnector would require
completion under the two-plant alternative to allow flows in excess of 100 MGD
to be transported to the Southerly WWTP.
The pumping station and force mains at the south ,end of the
Interconnector Sewer (i.e. tributary to Southerly) are rated at a capacity of
60 MGD. These facilities are adequate to handle the 2008 flows from the Grove
City connection which are projected to be 6 MGD as well as the 31 MGD that
would be diverted from Jackson Pike under peak conditions. Therefore, no
expansion of the conveyance system is required.
The existing Southerly headworks, rated at a capacity of 170 MGD, is
capable of handling the 31 MGD from Jackson Pike in addition to Southerly's
projected peak flow of 99 MGD. Therefore, no expansion is required at the
Southerly headworks under the two-plant scenario.
6.1.2 Biological Process Component
This section provides an evaluation of the serai-aerobic and trickling
filter/activated sludge biological process options for the Jackson Pike and
Southerly WWTPs under the one-plant and two-plant alternatives. The detailed
documentation of the biological process evaluation is contained in Appendix C
entitled Briefing Paper No. 3 - Biological Process Selection.
6.1.2.1 One-Plant
The semi-aerobic and trickling filter/activated sludge processes were
evaluated for biological treatment at the Southerly WWTP under the one-plant
alternative.
6-6
-------
The semi-aerobic process is similar to the conventional activated sludge
process which currently exists at the Southerly WWTP. Existing basins could
be modified to operate in the semi-aerobic mode by installing two additional
baffles in the first bay of each aeration basin and by installing an internal
mixed liquor recirculation system in each basin. In addition to modifying the
existing basins, two new basins would be added to the Center Train, and a new
East Train would be built with nine basins.
The trickling filter/activated sludge process would utilize the existing
aeration basins in the West and Center Trains. Four trickling filters would
be needed for the existing West and Center Trains; and a new East Train would
be constructed with two trickling filters and four aeration basins.
Circular clarifiers are recommended for the Southerly WWTP under either
biological process option due to the low nitrification rates which require
rapid sludge return to maintain a high mixed liquor suspended solids concen-
tration (MLSS - 3500 mg/1); and due to the historic rising sludge observed as
denitrification occurred in the rectangular final clarifiers. The existing
rectangular clarifiers and associated sludge removal equipment cannot maintain
the necessary mixed liquor concentrations in the return sludge or provide the
proper sludge removal rate. Circular clarifiers provide more rapid sludge
removal than rectangular clarifiers, thereby lessening the potential for
denitrification in the final clarifier. New circular clarifiers would be
equipped with helical scraper arm sludge removal mechanisms to ensure high
rate sludge removal without denitrification.
Under the one-plant alternative, six new clarifiers would be required for
the existing Center and West Trains and four new circular clarifiers would be
required for the new East Train.
6-7
-------
Table 6-2 provides the capital, annual O&M, and total present worth costs
for the trickling filter/activated sludge and semi-aerobic process options
under the one-plant scenario.
TABLE 6-2. ONE-PLANT BIOLOGICAL PROCESS COSTS
Total
Capital Annual O&M Present Worth
Trickling Filter/Activated Sludge $87,462,000 $2,773,000 $109,571,000
Semi-Aerobic $81,995,000 $3,148,000 $107,958,000
The semi-aerobic process exhibits the lowest total present worth cost.
However, practically speaking the present worth cost of the trickling
filter/activated sludge process is equal to the present worth cost of the
semi-aerobic process.
From a reliability standpoint, the semi-aerobic process is more reliable
than the trickling filter/activated sludge process. Doth processes have the
ability to select against filamentous organisms which cause bulking and both
processes are capable of providing nitrification. However, the semi-aerobic
process is considered more reliable due to the fact that more process control
flexibility is inherent in the process. The ability to maintain the initial
bays of an aeration basin in either an anaerobic, anoxic, or aerobic
conditions through mixing and aeration and the ability to return mixed liquor
through a recycle loop enhance the process1 ability to perform and meet
effluent limits.
The trickling filter/activated sludge process would be subject to an
adverse environmental review due to its resultant odor and pests. Trickling
filters have been cited in odor complaints particularly under conditions of
high organic loadings. In addition, fly larvae and flies breed on these
filter media resulting in nuisance complaints. Control of odors and flies
requires covering the trickling filters, installing a positive ventilation
6-8
-------
system, and scrubbing the off-gases. This would add significant capital and
O&M costs to the system and may result in reduced efficiency during the summer
months.
The trickling filter/activated sludge process would also be very
difficult to implement in that it would require major restructuring of the
conduits between the existing primary clarifiers and aeration basins. There
is inadequate area between these two processes for the trickling filters.
Therefore, they would have to be located some distance from the proceeding and
subsequent treatment process, and primary effluent flows would have to be
pumped to them.
Due to the fact that there is increased reliability with the semi-aerobic
process and due to the problems associated with implementing the trickling
filter/activated sludge process, the semi-aerobic process is recommended as
the preferred biological process for the Southerly one-plant alternative.
6.1.2.2 Two-Plant
The semi-aerobic and trickling filter/activated sludge processes were
evaluated for Southerly and Jackson Pike under the two-plant alternative.
Table 6-3 presents the capital, O&M, and total present worth costs for these
processes under the two-plant alternative.
TABLE 6-3. TWO-PLANT BIOLOGICAL PROCESS COSTS
Total
Capital Annual O&M Present Worth
Southerly
Trickling Filter/Activated Sludge $38,732,000 $1,491,000 $ 51,034,000
Semi-Aerobic $32,805,000 $1,638,000 $ 46,808,000
Jackson-Pike
Trickling Filter/Activated Sludge $41,140,000 $1,804,000 $ 56,311,000
Semi-Aerobic $31,193,000 $1,794,000 $ 46,766,000
6-9
-------
The semi-aerobic process exhibits the lowest total present worth cost for
Jackson Pike and Southerly under the two-plant scenario. The cost difference
between the semi-aerobic process and trickling filter/activated sludge process
is approximately 10 percent for the Southerly plant and 20 percent for the
Jackson Pike plant. The evaluation with respect to the reliability and
impleraentatiblity previously discussed under the one-plant analysis holds true
in comparing the options for the two-plant alternative.
Since the semi-aerobic process is 10 to 20 percent less costly and is
considered more reliable than the trickling filter option, the semi-aerobic
process is selected as the optimum biological process option for Jackson Pike
and Southerly under the two-plant alternative.
Six circular clarifiers are required for the Southerly WWTP under the
two-plant scenario. Circular clarifiers are recommended for Southerly under
the two-plant scenario for the same reasons that were given for the Southerly
one-plant scenario. These reasons include a high mixed liquor suspended
solids concentration, the need to rapidly return activated sludge to
increase nitrification rates, and the need to maintain a minimum sludge
blanket in the final clarifiers to prevent denitnfixation.
At Jackson Pike the required mixed liquor suspended solids concentration
is lower due to higher observed nitrification rates and overpumping of the
final clarifiers is not necessary since rising sludge has not been a problem.
Therefore, the continued use of the existing rectangular clarifiers is
recommended along with the addition of two new rectangular clarifiers for
final settling.
6.1.3 Solids Handling
This section presents an evaluation of the sludge management options
developed in chapter 5 for the one-plant and two-plant alternatives. Appendix
B entitled Briefing Paper No. 2 - Solids Handling, provides detailed
documentation of the evaluation.
6-10
-------
The evaluations performed for the sludge management alternatives in the
following sections are based on the use of centrifuges for dewatering. The
Revised Facility Plan Update (RFPU), prepared in September of 1985, recom-
mended the continued use of centrifuges for dewatering. Subsequently, in a
document prepared in December of 1986, entitled Preliminary Design Evaluation
of Sludge Dewatering, the city recommended installing diaphragm plate and
frame presses (DPF) for dewatering. Following the review of the planning and
preliminary design documents, an evaluation of sludge dewatering was performed
as part of the SEIS.
The results of the SEIS evaluation (Appendix B) concluded that
centrifuges were the cost-effective dewatering option. In the SEIS
evaluation, the total present worth cost of the centrifuge option is 7 percent
lower than the cost of the DPF option. The conclusions reached in this
evaluation differed from those developed in the planning and preliminary
engineering documents for several reasons.
A higher capacity rating for the centrifuges was utilized.
* The operating costs associated with the dewatering options and the
incineration process differed.
A nominal cost for ash disposal was incorporated in the analysis.
Consequently, the following evaluation of sludge management options is
based on the continued use of centrifuges for dewatering.
6.1.3.1 One-Plant
Under the one-plant alternative (all treatment at Southerly) three
options were retained from chapter 5. They include the following:
SO-C - PS thickening, WAS thickening, digestion, dewatering,
composting, and incineration/landfill.
SO-D - PS thickening, WAS thickening, digestion, dewatering,
composting, land application, and incineration/landfill.
6-11
-------
SO-F - PS thickening, WAS thickening, dewatering, composting, and
incineration/land fill.
Table 6-4 presents the capital, annual O&M, and total present worth costs
for each option.
TABLE 6-4. COST COMPARISON OF SLUDGE MANAGEMENT OPTIONS
(Southerly One-Plant)
Capital Annual O&M Total Present Worth
Option SO-C $45,770,000 $6,080,000 $89,590,000
Option SO-D $45,770,000 $6,230,000 $90,710,000
Option SO-F $40,700,000 $7,110,000 $92,440,000
All options exhibit approximately the same present worth costs, with SO-F
the highest present worth being only 3 percent higher than SO-C which has the
lowest present worth cost.
Option SO-D with composting, land application, and incineration provides
more flexibility and reliability in final disposal options than SO-C and SO-F.
Option SO-C and SO-D provide more flexibility and reliability than SO-F with
respect to stabilization of the sludge through digestion since option SO-F
does not include digestion. Based on reliability and flexibility, SO-D is the
recommended option for Southerly under the one-plant alternative.
6.1.3.2 Two-Plant
The three sludge management options retained from chapter 5 for Southerly
under the two-plant alternatives are the same as those which were retained
under the one-plant alternative. Table 6-5 provides the capital, annual O&M,
and total present worth costs of SO-C, SO-D, and SO-F under the two-plant
alternative.
6-12
-------
TABLE 6-5. COST COMPARISON OF SLUDGE MANAGEMENT OPTIONS
(Southerly Two-Plant)
Capital Annual O&M To t a1 Pre senEjtforth
Option SO-C $15,220,000 $3,260,000 $39,080,000
Option SO-D $15,220,000 $3,340,000 $39,680,000
Option SO-F $14,570,000 $3,940,000 $42,770,000
Similar to the costs for the one-plant alternative, options SO-C and SO-D
can be considered equal. However, SO-F is approximately 9 percent higher than
SO-C.
As with the Southerly one-plant alternative, option SO-D is recommended
as the preferred Southerly two-plant sludge management scheme. Option SO-D
provides three reliable disposal paths and adequate flexibility.
Two options were retained from chapter 5 for Jackson Pike under the two-
plant alternative. They include the following:
* JP-B - PS thickening, WAS thickening, anaerobic digestion, dewatering,
land application, and incineration/landfill.
JP-C - PS thickening, WAS thickening, anaerobic digestion, thermal
conditioning, dewatering, land application, and incineration/landfill.
Table 6-6 provides the capital, annual O&M, and total present worth costs
for these options.
TABLE 6-6. COST COMPARISON OF SLODGE MANAGEMENT OPTIONS
(Jackson Pike Two-Plant)
Capital Annual O&M Total Present Worth
Option JP-B $23,830,000 $3,070,000 $45,930,000
Option JP-C $25,410,000 $3,770,000 $52,700,000
6-13
-------
Option JP-B, which provides for digestion, dewatenng, and a 50:50 split
of sludge to land application and incineration/landfill, has the lowest total
present worth cost. This option is approximately 15 percent less costly than
JP-C which proposes to retain the thermal conditioning units for processing a
portion of the sludge.
Option JP-C provides more flexibility in that sludge can be stabilized
through digestion or thermal conditioning. However, the thermal conditioners
are more costly and difficult to operate and maintain than the digesters.
Due to the lower present worth cost of option JP-B and the greater ease
of operation and maintenance of digestion, option JP-B is the recommended
sludge management scheme for Jackson Pike.
6.1.3.3 Two-Plant Liquid Treatment/One-Plant Solids Treatment
A third system configuration which was conceptually identified in the
SEIS involved providing liquid treatment facilities at two plants (i.e.,
Southerly and Jackson Pike) and consolidating solids processing facilities at
one-plant (i.e., Southerly). Currently, a single 8-inch sludge transfer
pipeline links Jackson Pike and Southerly. Tins sludge transfer pipeline
prompted the identification of the two-plant liquid treatment/one-plant solids
treatment alternative.
The two-plant liquid treatment/one-plant solids treatment alternative was
eliminated from consideration following the analysis of the one- and two-plant
solids options. In the previously presented section, the recommended one-
plant solids option, SO-D, was shown to have a present worth cost of
$90,710,000. Similarly, the recommended two-plant solids options (i.e.,
Southerly SO-D and Jackson Pike JP-B) exhibited a total present worth cost of
$85,610,000. Based on these present worth costs, it is approximately
6 percent less costly to maintain solids processing operations at both
Southerly and Jackson Pike if both facilities are providing liquid treatment.
6-14
-------
The 6 percent difference is based strictly on required facilities for
processing and disposal. This margin would widen if an appropriate level of
reliability and redundancy in the sludge conveyance system is added to the
analysis. The existing, single 8-inch pipeline would not be sufficient to
allow consolidation of sludge processing operations. At a minimum, a second
parallel pipeline would be necessary to provide redundancy. Potentially a
third pipeline may be appropriate, allowing one dedicated pipeline for
transfer of primary sludge, one dedicated pipeline for transfer of waste
activiated sludge, and one dedicated stand-by pipeline. Providing the
necessary redundancy in the sludge conveyance system would cause the option
for consolidating sludge processing at Southerly to be from 10 to 15 percent
more costly than maintaining separate facilities at each plant. As a result,
the two-plant liquid treatment/one-plant solids treatment alternative was
eliminated from further consideration.
6.1.4 OneP1antvs. Two-P1a n t s
This section summarizes the recommended component options for the one-
plant and two-plant alternatives based on the evaluations previously
presented. After defining the recommended components for the one-plant and
two-plant alternatives, a technical evaluation is conducted.
6.1.4.1 Required Facilities
The previous sections evaluated options for Interconnector/headworks,
biological process, and solids management components. Recommendations on
these components were made for each plant alternative based on cost,
reliability, flexibility, implementability, and operational ease.
The recommendations for the Southerly One-Plant Alternative include the
following:
Complete the north end of the Interconnector Sewer. Construct a flow
diversion chamber.
Extend the 156-inch gravity Interconnector Sewer to the Southerly
WWTP. Use four 78-inch pipes for the Scioto River crossing.
6-15
-------
* Construct new 150 MGD headworks at Southerly to handle Che flows from
the Interconnector. Use the existing 170 MGD headworks for the Big
Walnut Interceptor flows.
Adopt the semi-aerobic process as the method of biological treatment.
Upgrade and expand the solids handling facilities to include gravity
thickening of PS, centrifuge thickening of WAS, anaerobic digestion,
centrifuge dewatenng, incineration/landfill, composting, and land
application.
Figure 6-1 provides a site layout, and Table 6-7 presents the sizes of
the required facilities for the Southerly One-Plant Alternative.
The recommendations for the Southerly Two-Plant Alternatives include the
following:
Adopt the semi-aerobic process as the method of biological treatment.
Upgrade and expand the solids handling facilities to include gravity
thickening of PS, centrifuge thickening of WAS, anaerobic digestion,
centrifuge dewatering, incineration/landfill, composting, and land
application.
Figure 6-2 provides a site layout of the Southerly Two-Plant Alternative,
and Table 6-8 presents the sizes of the required facilities.
The recommendations for the Jackson Pike Two-Plant Alternative include
the following:
Complete the north end of the Interconnector Sewer. Construct a flow
diversion chamber.
Construct new headworks rated at a capacity of 100 MGD which include
screening, pumping, and grit removal.
Adopt the semi-aerobic process as the method of biological treatment.
Upgrade and expand the solids handling facilities to include gravity
thickening of PS, centrifuge thickening of WAS, anaerobic digestion,
incineration/landfill, and land application.
6-16
-------
ELECTRICAL SWITCHING STATION
CENTRIFUGAL
BUILDING
SLUDGE STORAGE BUILDING
INCINERATION
BUID&IG
ELECTRICAL SNTOWG STATION
OEWATEKWO
BULDM6
I
>-
sj
GRAVITY
TH OWNERS
v,
i i
INFLUENT SPUTTER CHAMBER
' AOWNISTRATION>
BULDINC
SCKSM BUILDING
HIGH RATE DIGESTERS
PRWARYACHAUBER
SETTUNGl \
db
PRMARY
SLUDGE
SPUTTER
CHAUBER
AERATION CONTROL
BUILDING
ELECTRICAL SWTCHWG STATION
AERATION
CON'IROL
EFFUJEKT
CONTROL
BULDtNO
MIXED UQUOR
CONTROL BOX
O£CTRICAL SWflTCHWO
STATION
tflXEO UQUOR
SPUTTER CHAMBER
1~~"1 EXISTING FACILITIES
NEW CONSTRUCTION
ABANDONED FACILITIES
FIGURE 6-1
SOUTHERLY ONE-PLANT SITE LAYOUT
-------
TABLE 6-7. SOUTHERLY ONE-PLANT REQUIRED FACILITIES
Component
INTERCONNECTOR
HEAOWORKS
PREAERATION
a*
t
00 PRIMARY SETTLING
AERATION
FINAL SETTLING
CHLORINATION
POST AERATION
EFFLUENT PUMPING
Existing Facilities
7 miles of 150-156 inch gravity sewer.
60 MOD pump station, 48-inch force main, and
30-inch force main connecting the south end
of the gravity sewer to Southerly.
170 MGD screening, pumping, and grit
removal.
Eight tanks at 112.7 ft x 26 ft x 15.5 ft SWD
Four tanks at 80 ft x 165 ft x 10 ft SWD
Four tanks at 100 ft x 170 ft x 10 ft SWD
Ten tanks at 26 ft x 900 ft x 15 ft SWD
Four tanks at 89 ft x 170 ft x 12.5 ft SWD
Four tanks at 104 ft x 180 ft x 10.5 ft SWD
One earthen chlorine contact basin at 260 ft x
260 ft x 7 ft SWD
Effluent control building with pumping capacity
of 170 MGD.
Required Facilities
Complete north end to connect with Jackson
Pike. Cxtend 156-inch interceptor to
Southerly. Use four 78-inch pipes for river
crossing. Abandon existing pump station
and force mains.
Use existing 170 MGD headworks for Big
Walnut flows. New 150 MGD screening,
pumping, and grit removal for Interconnector
flows.
Four new tanks at 112.7 ft x 26 ft x
15.5 ft SWD; Rehab existing eight tanks.
Four new tanks at 150 ft dia. x 15 ft SWD;
Rehab existing eight tanks.
Eleven new tanks at 26 ft x 900 ft x
15 ft SWD; Rehab existing ten tanks.
Ten new tanks at 200 ft dia. x 15 ft SWD;
Demolish existing eight tanks.
Two tanks at 81 ft x 200 ft x 10 ft SWD;
to include mixers, chlorinators,
evaporators, and sulfinators.
Abandon existing basin.
Final pass of chlorine contact tanks;
Fine bubble diffusers.
New effluent control building with
pumping capacity of 231 MGD.
Demolish existing building.
-------
TABLE 6-7. SOUTHERLY ONE-PLANT REQUIRED FACILITIES (CONT.)
Component
GRAVITY
THICKENING PS
Existing Facilities
CENTRIFUGE
THICKENING WAS Four at 250 gpm, 1250 Ib/hr
ANAEROBIC DIGESTION Six 85 ft dia. x 25 ft SWD units
CENTRIFUGE DEWATERING Six 1000 Ib/hr units
DEWATERED SLUDGE
STORAGE
COMPOSTING
INCINERATION
One 400 cy bin
Facility - 120 wet ton/day at 20% solids
Two units at 150 wet ton/day each.
Two units at 260 wet ton/day each.
Required Facilities
Two new units at 85 ft dia. x 10 ft SWD;
Modify four decant tanks at 45 ft dia. x
17 ft SWD.
Four new at 250 gpm, 1250 Ib/hr and
utilize four existing units.
Four new units at 85 ft dia. x 25 ft SWDj
Rehab existing six units.
Nine new units at 1000 Ib/hr;
Modify existing six units.
One new a 400 cy bin plus material handling
facilities. Utilize existing bin.
Utilize existing facility.
Rehab two 150 wet ton/day units.
Utilize two 260 wet ton/day units.
-------
INFLUENT SPUTTER CHAMBER
ELECTRICAL SWTCHING STATION
CENTRIFUGAL
THICKENING BUILDING
SLUDGE STORAGE BUILDING
INCINERATION
BUILDING
ELECTRICAL SVWTCKINC STATION
«>
to
o
G"Q
PRIMARY
SLUDGE
SPUTTER
CHAUBER
- OK.
ELECTRICAL SWITCHING STATION
CHLOR1NE/»»OST
AERATION BUILDING
\
MIXED LIQUOR
CONTROL BOX
ELECTRICAL SWTCHING
STATION
LIQUOR
SPUTTER CHAUBER
OflSTtNC FACIUTIES
NEW CONSTRUCTION
ABANDONED FACILITIES
FIGURE 6-2
SOUTHERLY TWO-PLANT SITE LAYOUT
-------
TABLE 6-8. SOUTHERLY TWO-PLANT REQUIRED FACILITIES
Component
INTSRCONNECTOR
HEADWORKS
PRSAERATION
PRIMARY SETTLING
AERATION
FINAL SETTLING
Existing Facilitieg
7 miles of 150-156 inch gravity sewer.
60 MGD pump station, 30-inch force main, and
48-inch force main connecting the south end
of the gravity sewer to Southerly.
170 MGD facility which includes screening,
pumping, and grit removal.
Eight tanks at 112.7 ft x 26 ft x 15.5 ft SWD
Four tanks at 80 ft x 165 ft x 10 ft SWD
Four tanks at 100 ft x 170 ft x 10 ft SWD
Ten tanks at 26 ft x 900 ft x 15 ft SWD
Four tanks at 89 ft x 170 ft x 12.5 ft SWD
Four tanks at 104 ft x 180 ft x 15.5 ft SWD
Required Facilities
Pump station and force mains have
adequate capacity for the south end.
Existing 170 MGD facility is adequate.
Rehab existing eight tanks.
Rehab existing eight tanks.
Two new tanks at 26 ft x 900 ft x
15 ft SWD; Modify existing ten tanks
Six new at 200 ft dia. x 15 ft SWD;
Abandon existing tanks.
CHLORINATIOK
One earthen chlorine contact basin at 260 ft x
260 ft x 7 ft SWD.
POST AERATION
EFFLUENT POMPING
GRAVITY
THICKENING PS
CENTRIFUGE
THICKENING WAS
Effluent control building with pumping
capacity of 170 MGD.
Four at 250 gpra, 1250 Ib/hr
Two tanks at 150 ft x 64 ft x 10 ft SWD
including mixers, chlorinators,
evaporators, and sulfinators.
Abandon existing basin.
Final pass of chlorine contact tanks
Fine bubble diffusers
Existing facility is adequate.
Modify four 45 ft dia. x 17 ft SWD
decant tanks.
Four existing units. One new unit at
250 gpm, 1250 Ib/hr
-------
TABLE 6-8. SOUTHERLY TWO-PLANT REQUIRED FACILITIES (CONT.)
Component Existing Facilities
ANAEROBIC DIGESTION Six 85 ft dia. x 25 ft SWD units
CENTRIFUGE DEWATERING Six at 1000 Ib/hr
DEWATERED SLUDGE
STORAGE
COMPOSTING
INCINERATION
One bin at 400 cy
Facility rated at 120 wet ton/day
Two units rated at 260 wet ton/day each.
Two units rated at 150 wet ton/day each,
Required Facilities
Rehab six existing units.
Two new at 1000 Ib/hr
Modify existing six units.
One new bin at 400 cy plus material
handling. One existing 400 cy bin.
Utilize existing facility.
Two 260 wet ton/day units.
t
N»
N>
-------
Figure 6-3 provides a site layout of the Jackson Pike Two-Plant
Alternative and Table 6-9 presents the sizes of the required facilities.
6.1.4.2 Technical Evaluation
Table 6-10 presents the capital, annual O&M, and total present worth
costs for the one-plant and two-plant alternatives. These costs include the
costs for facilities which are common to the respective one-plant and two-
plant alternatives (i.e. preaeration, primary clarification, chlorination,
post aeration).
TABLE 6-10. ALTERNATIVE COST SUMMARY
Total
Capital Annual_Q&M Present Worth
One-Plant [Southerly] 268,711,000 16,849,000 436,911,000
Two-Plant [So. and JP] 217,860,000 19,078,000 407,800,000
Difference From One-Plant -50,851,000 +2,229,000 -29,111,000
Percent Difference -23 +13 -7
NOTE: These costs are based on a 2008 average flow of 154 MGD and a peak flow
of 231 MGD. Present worth costs are in 1988 dollars.
Detailed cost estimates prepared during the facilities planning process
by the Turner Construction Company were utilized in preparing the capital
costs. These detailed cost estimates were reviewed and considered reasonable
facility planning estimates. These costs were adjusted in the SEIS evaluation
to account for differences in facility requirements due to different flow
projections and sizing criteria. Operation and maintenance costs were
developed independent of the analysis presented in the facility plan. Details
on the development of the costs are included in Appendix D entitled Briefing
Paper No. 4 - O&M and Capital Costs.
6-23
-------
1SO* t INTERCOHNECTOR EXTENSION
ADMINISTRATION BUILDING
i Q r
a/
10=0
MAINTENANCE U PARTS
BUILDING n STORAGE
BUILDING
CONTROL MOUSE
GRAVITY TH1CKUJERS
PREAERM1
TANKS
EXISTING 108* OSS
OSIS DIVERSION CHAMBER
PROPOSED REROUTING OF 108" OSIS
COARSE BAR SCREEN
PUMPING ROOU
MECHANICAL SCREENS
AERATED GRIT CHAMBER
PLOW MEASURING DEVICES
PREAERATION TANKS
RAS ROW SPUTTER
HNAl. CLAR1RERS
CHLORINE STORAGE AND
HANDLING BUILDING
CHLORINE
CONTACT
TANKS
EXISTING FAC1LITES
NEW CONSTRUCTION
tm.UEMT
CONTROL
BUILDING
FIGURE 0-3
JACKSON PUCE TWO-PLANT SITE LAYOUT
-------
TABLE 6-9. JACKSON PIKE TWO-PLANT REQUIRED FACILITIES
Component^
INTERCONNECTOR
HEADWORKS
PREAERATION
PRIMARY SETTLING
AERATION
FINAL SETTLING
CHLORINATION
POST AERATION
EFFLUENT PUMPING
GRAVITY
THICKENING PS
CENTRIFUGE
THICKENING WAS
Exis ting Facilities
165 MGD facility which includes screening
and pumping.
Two tanks at 180 ft x 26 ft x 15 ft SWD
Two tanks at 113 ft x 26 ft x 15 ft SWD
Four tanks at 150 ft X 80 ft x 10 ft SWD
Four tanks at 150 ft x 80 ft x 10 ft SWD
Eight tanks at 900 ft x 26 ft x 15 ft SWD
Four tanks at 900 ft x 26 ft x 15 ft SWD
Twelve tanks at 153 ft x 60 ft x 12.5 ft SWD
Two 500 gpra units
Required Facilities
Complete north end.
Construct diversion chamber.
New 100 MGD facility which includes
screening, pumping, and grit removal.
Rehab existing four tanks.
Rehab existing eight tanks.
Rehab and modify existing twelve tanks.
Two new tanks at 153 ft x 60 ft x
12.5 ft SWD; Rehab existing twelve tanks.
Two new tanks at 100 ft x 75 ft x
10 ft SWD to include mixers, chlorinators,
evaporators, and sulfinators
Final pass of chlorine contact tanks.
Fine bubble diffusers.
New effluent control building with a
pumping capacity of 100 MGD.
Three new units at 65 ft dia. x 10 ft SWD
One new 500 gpra unit. Utilize two
existing units.
-------
TABLE 6-9. JACKSON PIKE TWO-PLANT REQUIRED FACILITIES (CONT.)
Component
ANAEROBIC DIGESTION
CENTRIFUGE DEWATERING
INCINERATION
Existing Facilities
Six units at 85 ft dia. x 23.5 ft SWD
Four units at 70 it dia. x 27.5 ft SWD
Six at 1200 Ib/hr
Two units at 170 wet tons/day total
Required Facilities
Rehab existing ten units.
Modify existing six units,
Rehab two existing units.
-------
The two-plant alternative exhibits a total present worth cost
approximately 7 percent lower than the one-plant alternative.
Both the one-plant and two-plant alternatives are equal with respect to
their reliability in meeting the final effluent limits. However, the two-
plant is considered more reliable with respect to shock loads. Under the
one-plant alternative, a plant upset at Southerly could result in a
significant loss of biological treatment capacity and may cause a serious
water quality problem. However, if the shock and/or toxic load can reach only
one of the two plants, the impact may not be as severe.
The two-plant alternative is judged more flexible than the one-plant
alternative. With both facilities operational, the city would have more
flexibility to adapt to increased future flow, to meet more stringent effluent
limits, and to address combined sewer overflows. The two-plant alternative
would leave more land available at Southerly for expansion. The two-plant
alternative would improve and upgrade Jackson Pike to provide a solid 100 MGD
treatment capacity. The two-plant alternative would allow for future
expansion of the Interconnector system to divert more Clow to Southerly while
optimizing the use of the Jackson Pike facility.
The two-plant alternative is considered easier to implement since the
majority of the facilities already exist. Most of the construction would
consist of rehabilitation of existing facilities. No expansion of the
conveyance system between the plants is required under this alternative.
The one-plant alternative is considered easier to operate and maintain
since all facilities would be consolidated at one location.
6-27
-------
6.1.5 User Costs
The Columbus Department of Public Utilities and Aviation owns and
operates the Jackson Pike and Southerly WWTPs. This department finances most
of its capital improvement projects through revenue bonds and has the power to
assess user charges. User charges are assessed to finance both capital
construction costs and O&M costs of operating public facilities. Columbus has
operated wastewater facilities for some time and has a proven financial
capability. The city has earned an AA bond rating, and has accumulated a
large cash reserve with established procedures for assessing and raising
required revenues.
Currently, Columbus uses a combination of methods to assess appropriate
user charges to its customers. These methods include annual user charges
(regular fees based on usage) and permits and connection charges (one-time
fees). Annual service charges for processing standard strength effluent are
applied to all users. Additional service charges for processing extra-
strength effluent are applied to industrial users. Inspection and permit fees
are applied to new and rehabilitated units, both commercial and residential.
House connection and front footage fees are applied primarily to new users.
System capacity charges are assessed according to either the size of the pipe
installed for residential users or the size of the structure for commercial
and industrial users. System capacity charges are designed to recoup the
costs of capital construction by assessing an appropriate fee on new users
(City of Columbus Code, Chapter 1147). Table 6-11 presents estimated
additional annual user charges for the one-plant and two-plant alternatives.
Due to the uncertainty as to the amount and time of current and future
grants of Federal funds, it is useful to present estimated user costs in a
range for both alternatives from assuming no Federal funds available vs.
assuming a 55 percent grant for all capital construction. This approach is
presented in Table 6-11 and shows the full range of possible additional annual
user charges for the one-plant alternative ($42 to $76) and the two-plant
alternative ($41 to $68).
6-28
-------
TABLE 6-11. SERVICE CHARGE ESTIMATES
One-Plant Two-Plant
Alternative Alternative
Estimated Capital Costs (Present Worth)
With 55% Federal Funds $120,829,950 $ 97,947,000
Without Federal Funds 268,511,000 217,660,000
Annual Amortized Grant Fundable Capital Costs
With 55% Federal Funds $14,192,041 $11,504,818
Without Federal Funds 31,539,201 25,566,262
Annual Operation & Maintenance (O&M) Costs 16,849,000 19,078,000
Anticipated Annual Revenues from
Sewer Service Hook-up Fee
Residential User 4,400,000 4,400,000
* Commercial & Industrial User 500,000 500,000
Annual Extra-Strength Processing Charge Revenues 4,000,000 4,000,000
Annual Costs to be Recovered through Annual
Service Charge
With 55% Federal Funds 22,141,641 21,682,818
Without Federal Funds 39,488,201 35,744,262
Estimated Dwelling Units (DUs) 370,000 370,000
Equivalent Dwelling Units (EDUs) 152,576 152,576
(Coraercial & Industrial Users)
Estimated Number of Users 522,576 522,576
(Total DUs and EDUs)
Additional Annual Service
Charges per User for the SEIS Alternatives
With 55% Federal Funds
Without Federal Funds
1985 Annual Service Charge Per User
Residential Users
Projected Annual User Charges
$ 42
76
108
$150-184
$ 41
68
108
$149-176
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As of the most recent Columbus budget, $117,730,000 has been obligated
toward construction to meet 1988 water quality limits at the Jackson Pike and
Southerly WWTPs. Annual residential user fees in Columbus have been increased
since 1985 to reflect the obligation of those funds. For this reason, user
fees in 1985 are combined with new costs for the alternatives to estimate
future residential costs. User fee increases for costs to complete either the
one-plant or two-plant alternatives are estimated to result in future annual
residential user fees of $150 to $184 for the one-plant alternative and $149
to $176 for the two-plant alternative.
Median family income is often used to assess the affordability of
increases in user charges to average residents. As shown in Table 6-12,
Franklin County, which includes most of the service area, had median family
incomes over $17,000 in 1979. Based on EPA guidelines, an annual user charge
of $367 would not be considered excessive for this income category. Based on
these guidelines, none of the estimated additional user charges will make
total user charges excessive.
TABLE 6-12. MEDIAN FAMILY INCOME FOR THE UNITED STATES,
OHIO, FRANKLIN COUNTY, AND COLUMBUS IN 1969 AND 1979
Median Income
1969 1979
9,586 19,917
10,309 20,909
10,579 20,970
9,729 18,612
10,282 20,882
Source: Bureau of Economic Analysis, April 1986.
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6.2 ENVIRONMENTAL CONSEQUENCES - PHYSICAL ENVIRONMENT
6.2.1 Surface Water Quality
The principal variable in the Supplemental Environmental Impact Statement
(SEIS) alternatives, with respect to surface water quality, is the location of
effluent discharge. Functionally, only two alternatives exist.
Effluent discharge at two locations (Jackson Pike and Southerly)
Effluent discharge at a single location (Southerly).
Comparable levels of treatment will be achieved prior to effluent
discharge, with each one-plant or two-plant alternative.
Raw effluent entering the wastewater treatment plants (or plant) will
receive biological treatment for substantial reduction in the concentration of
biodegradable components of the wastestream, prior to discharge.
Nevertheless, the treated effluent will contain residual amounts of
biodegradable contaminants, which will undergo final decay in the receiving
water. In this final decay, dissolved oxygen will be consumed, exerting an
oxygen demand in the Scioto River. The extent of this oxygen demand is a
consequence of the loading rates of oxygen-consuming pollutants in the
effluent, and is expressed as 5-day carbonaceous biological oxygen demand,
CBOD5. The CBODj loading rates are defined by the National Pollutant
Discharge Elimination System (NPDES) permits. In addition to CBODc, nitrogen
decay also creates an oxygen demand in the receiving water. Nitrogen limits
in the NPDES permit are expressed as ammonia nitrogen (NH3-N).
In the Scioto River, CBOD^ and NH3-N decay will result in a temporary
reduction in dissolved oxygen (DO) downstream of the outfall(s). The extent
of the DO reduction, and the length of the river affected, is governed by
physical, chemical, and biological parameters in the receiving water. These
parameters define the rates at which oxygen-demanding residual constituents in
the effluent are decayed (assimilative capacity). The NPDES effluent limits
6-31
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established for the Jackson Pike and/or Southerly Wastewater Treatment Plants
(WWTPs) one- or two-plant scenarios are intended to preserve a minimum DO
level in the receiving water (5.0 mg/1 mean and 4.0 mg/1 minimum), by
carefully matching loading rates of oxygen-consuming pollutants with the
assimilative capacity of the receiving water.
To assist in selecting the appropriate NPDES discharge limits, the Ohio
Environmental Protection Agency (OEPA) developed an empirical model of the
Scioto River, which provides a mathematical simulation of the river's
assimilative capacity. This model (QUAL2) was used as the basis for wasteload
allocations and subsequent effluent limits in the draft Scioto River
Comprehensive Water Quality Report (CWQR) (OEPA 1983). The original QUAL2
model was updated by the city of Columbus. The updated model (QUAL2E) was
used by OEPA as the basis for modihied wasteload allocations and related
permit limits as contained in an amended CWQR (OEPA 1986a). Although the
amended CWQR has not been approved by the USEPA, the NPDES permit limits have
been accepted and are the basis of the facilities planning decisions evaluated
in this SEIS.
In developing this SEIS, the QUAL2E model was evaluated. This evaluation
concluded that a number of technical assumptions used in the model (including
steady state conditions, benthic oxygen demand, phytoplankton, organic
nitrogen demand, and flow/depth/velocity relationships) were questionable.
Collectively, these assumptions put in question the reliability of the
wasteload allocations, permit limits, and related DO predictions for the
receiving water.
The results of the QUAL2E model evaluation are summarized in Appendix L.
The USEPA Water Quality Branch has reviewed the QUAL2E model evaluations and
has concurred that model calibration and verification could be improved.
However, the USEPA has concluded that the error margin in the existing QUAL2E
model is acceptable and that the permit limits based on this model are
reliable and would achieve DO and NHo water quality standards. Based on the
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results of the QUAL2E model and professional judgement, the USEPA Region V
Water Quality Branch has "... endorsed the two-plant analysis" (Fenner, 1987).
The results of the USEPA review of the QUAL2E model evaluations are included
in Appendix M. Consequently, the following discussion of water quality
impacts reflects the conclusion that proposed permit limits are sufficient to
meet minimum water quality standards under either the one-plant or two-plant
alternative.
Based on existing data in the CWQR and as previously discussed in chapter
2, the biological quality of the mamatem Scioto River is primarily impacted
by discharges from the two Columbus treatment plants. This section of the
river has been well-studied, and the historic data indicate that significant
improvements have occurred in water quality and the fish community structure
during the past decade. However, water quality continues to be degraded from
the confluence of the Scioto and the Olentangy to just upstream of
Circleville. The CWQR states that "the principal chemical/physical water
quality problem in the central Scioto River mainstream has been, and continues
to be, low dissolved oxygen." The low dissolved oxygen conditions are caused
by discharges from Jackson Pike, Southerly, and from the Whittier Street
Combined Sewer Overflow (CSO).
Effluent monitoring data collected by the city of Columbus at their
Jackson Pike and Southerly WWTPs show that neither facility can consistently
meet its final water-quality-based NPDES permit limitations. The Jackson Pike
and Southerly WWTPs are required to be in compliance with these final limits
by July 1, 1988. Jackson Pike data for 1985 show that the plant usually
exceeded the CBODc and NH -N limits in the summer and occassionally violated
these limits in the winter. The effluent did not achieve the minimum required
DO concentration of 7 mg/l. The 1985 performance at Southerly indicates that
this facility could normally achieve the minimum required CBODc limit, but
exceeded final ammonia limits in the summer.
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The preceding discussion of effluent quality at Jackson Pike and
Southerly only concerns flow which is treated. The Southerly plant has a raw
sewage bypass at the WWTP and the Jackson Pike plant has the capability to
bypass flows at Whittier Street.
During periods of low flow, algal metabolism can influence DO levels in
the ScLoto River (OEPA 1986a). The impact of algal metabolism on DO is
evident in the data collected by OEPA on July 19-22 and September 1982, for
water quality modeling of the Scioto between Jackson Pike and Circleville. DO
levels below 5 mg/1 are seen along the entire river reach studied.
Fecal coliform data from facility self-monitoring reports, the CWQR, and
EPA's STORET system show elevated counts of bacteria along the Scioto River
throughout the Columbus area. Data contained in the CWQR show occasional high
numbers of fecal coliform bacteria even upstream of the discharge from the
Whittier Street CSO. According to the CWQR, 31 percent of the fecal coiiform
data collected by the OEPA exceed the primary recreation standard of 2,000
counts/100 ml. Sixty percent of the data collected by the city of Columbus,
as part of their cooperative program with the state, exceed the standard. The
elevated levels are likely caused by combined sewer overflows and bypasses and
by urban runoff.
6.2.1.1 No Action Alternative
The no action alternative assumes no improvements to the existing
facilities, although normal maintenance would continue (see Section 5.1.1).
Because the no action alternative does not provide for the rehabilitation or
upgrading of the existing facilities, violations of the final discharge limits
may occur. The aquatic environment of the Scioto River in the Facilities
Planning Area (FPA) is degraded, largely as a result of current inadequacies
in wastewater treatment. The no action alternative will result in a
perpetuation of the current water quality/aquatic ecology impairments (see
chapter 2). Generally, depressed DO conditions and reduced aquatic biota will
exist from Columbus to Circleville.
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As the existing facilities age and the wastewater loads to the exisitng
facilities increase (through growth in the sewered population), the frequency
and duration of permit violations and degree of impact on the receiving water
is also expected to increase, under the no action alternative. These
increases will have two effects. First, water quality in the already impacted
section of the Scioto River will deteriorate, displacing the less tolerant of
the already reduced aquatic species inhabiting this area. Second, the zone of
impact will expand downstream as the length of river needed to assimilate a
growing residual effluent wasteload increases. Based on currently available
water quality data, it is probable that the zone of impact would reach
Circleville within a number of years. Under these conditions, the Scioto
River below Circleville no longer would be capable of fully assimilating the
residual effluent oxygen demand from the Circleville POTW, and a second zone
of water quality/aquatic biota impairment would result. This scenario could
result in an inability of the Circleville POTW and industrial NPDES
dischargers in the Circleville area to meet water quality standards at current
treatment levels.
6.2.1.2 Two-Plant Alternative
The two-plant alternative will result in signficant water quality
improvements in the Scioto, particularly in DO levels. The upgraded Jackson
Pike and Southerly plants will be capable of consistently meeting final
limits, and few violations of the DO standard would be expected in the river.
However, since only limited nutrient removal would accompany the plant
upgrades, algal metabolism would likely continue to affect dissolved oxygen,
expecially during periods of low flow.
Effluents from the Jackson Pike and Southerly WWTPs will contain a
residual DO demand which will be assimilated by the Scioto River, resulting in
a DO sag downstream of each plant. The DO sag below either plant will not
exceed the in-stream DO standards. The critical point in the sag below
Southerly will occur approximately 12 miles downstream of the WWTP outfall,
near the confluence of Walnut Creek.
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Improvements in riverine DO levels resulting from the two-plant
alternative will be partially masked by continued discharges from the Whittier
Street CSO. Although the city is currently studying the CSO problem, no CSO
corrections are included in the current facilities planning efforts.
According to the CWQR, "on an annual basis, the Whittier Street CSO
contributed nearly as much BOD^ loading (32.7 percent) in 1982 as did the
Jackson Pike WWTP (38.8 percent)" (OEPA 1986a). Although the loadings are
highest during the spring and winter, some discharge does occur during periods
of low flow and high temperature when the river is most sensitive to depressed
DO.
Field data collected for a report on CSOs by Malcolm Pirnie, Inc. (1983)
show that the Whittier Street inputs can depress in-stream 00 levels below the
standard during periods of low flow. Therefore, although the proposed
discharge limits will protect in-stream DO standards based on the Jackson Pike
and Southerly WWTP effluents, occassional violations of the standards may
continue to occur resulting from other sources. However, the section of the
Scioto River exhibiting continued depressed DO levels will be reduced
significantly under the two-plant alternative and will be essentially
constricted to an area below Whittier Street. Consequently, downstream areas
(near and below Southerly) of the Scioto River will exhibit the greatest
overall improvement in DO conditions under the two-plant alternative, while
improvements in upstream areas, closer to Whittier Street and Jackson Pike,
will be reduced.
Although the two-plant alternative will significantly reduce loadings of
certain oxygen-consuming pollutants (e.g. BODc), resulting in improvements to
in-stream DO levels, nitrogen compounds in the effluent will continue to exert
a DO demand. The existing modeling does not provide a reliable basis for
evaluating the DO impact of ammonia, nitrite/nitrate, organic nitrogen, and
TK.N. However, because background sources of these nitrogen compounds tend to
be concentrated in the urban areas of the watershed, nitrogen-related DO
impacts will be greatest in the area of the Scioto River immediately
downstream of Columbus.
6-36
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Treatment processes at Jackson Pike and Southerly will prevent any
significant fecal coliforro loading to the Scioto River. However, fecal
coliform discharges will continue from the Whittier Street CSO and other
urban sources in the Columbus metropolitan area. Although significant fecal
coliform loading to the Scioto River does not presently occur from the two
WWTPs, excess chlorine discharged from the Jackson Pike and Southerly plants
produces a measurable decrease in in-stream fecal coliform levels below the
two plants. Under the two-plant alternative, the total residual chlorine
limits in the discharge permits (JP - 19 ug/1, SO - 26 ug/1) will result in
little or no in-stream fecal coliform kill, and future fecal coliform numbers
may exceed present levels under certain flow conditions. Because most
remaining fecal coliform sources (after implementation of the two-plant
alternative) will be concentrated in the urbanized areas near the confluence
of the Olentangy and Scioto Rivers, the area of continued water quality
impairment (relative to fecal coliforms) will be concentrated in this zone.
6.2.1.3 One-Plant Alternative
The one-plant alternative provides for the complete elimination of the
Jackson Pike WWTP with all flows routed to Southerly. The Jackson Pike flow
will be conveyed to Southerly through the existing gravity Interconnector
Sewer. This Interconnector Sewer will be extended to the Southerly plant.
Four 78-inch pipes will cross the Scioto River in the alignment of the
existing force mains.
The water quality impacts of the one-plant alternative are similar to
those of the two-plant alternative for many parameters as discussed in the
preceding section. Consequently, the following discussion focuses only on
those impacts that are not common to the one-plant and two-plant
alternatives.
Under the one-plant alternative, critical low flows in the upper Scioto
River, between Jackson Pike and Southerly, would be significantly reduced.
The city of Columbus is authorized to remove 100 percent of Scioto River
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flows at the Dublin Dam water intakes. Consequently, Scioto River flows may
drop to essentially zero below the Dublin Dam during critical low flow
periods, at which time river flow is sustained by Olentangy River discharges.
Flows in the lower Olentangy River are regulated by the Delaware Dam
during low flow periods. The guaranteed minimum release is 5 cubic feet per
second (cfa) from the Delaware Dam. Although the actual measured minimum is
11 cfs in the lower Olentangy River, the observed minimum for the 7-day/10-
day critical low flow period is 13 cfs. Assuming a 13 cfs low flow discharge
from the Olentangy River, a zero low flow over the Dublin Dam, a correction
factor for groundwater recharge which is cited as insignificant (Francis,
1987a), seepage under or around the Dublin Dam, and miscellaneous industrial
direct dischargers; the minimum low flow immediately above Jackson Pike is
estimated at approximately 20 cfs.
The average daily dry weather discharge at Jackson Pike is approximately
78 MGD, or 121 cfs, based on 1985-1986 flow records. This effluent flow is
six times the estimated 20 cfs flow rate in the Scioto River, upstream of
Jackson Pike, during critical low flow periods. Consequently, removal of
Jackson Pike flows will reduce present flows in the upper Scioto River,
between Jackson Pike and Southerly, by as much as 86 percent during critical
low flow periods. (Current low flows below Jackson Pike are the sum of 20 cfs
from upstream flow and 121 cfs from Jackson Pike.) This decrease in flows
will result in more pronounced pooling and longer riffle areas between pools.
The surface areas of the riffles will increase as a function of length, but
the wetted area will be laterally constricted.
The city of Columbus has compared flow versus depth for Scioto River
cross sections between Jackson Pike and Southerly, comparing the one-plant
versus two-plant alternatives. For nine cross sections affected by the one-
plant alternative, flow depth would be reduced by an average of 39 percent,
with a range of 13 to 72 percent. In three cross sections (QUAL2E stream
reaches 3, 4, and 8), flow depth will be less than 1 foot (0.15 foot, 0.84
foot, and 0.35 foot, respectively). Because the flow calculation component of
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the available modeling is not considered reliable, the true nature of the low
flow impact cannot be determined.
Elimination of the Jackson Pike effluent will remove a major source of
water quality impact on the Central Scioto River. However, it is important to
realize that other sources (e.g., general urban runoff and the Whittier Street
CSO) also exert a major water quality impact (the calculated BODij loading from
the Whit tier Street CSO approximates the current loading from Jackson Pike and
has been shown to result in violations of in-stream DO standards).
Consequently, the impacts of the one-plant alternative will be different on
the stretch of the Scioto between Jackson Pike and Southerly and the stretch
between Southerly and Circleville. In the following discussion, the stretch
betweeen Jackson Pike and Southerly is referred to as "below Jackson Pike" and
the stretch between Southerly and Circleville is referred to as "below
Southerly".
Below Jackson Pike, the impacts of the one plant alternative will be
strongly flow-dependent. Under most flow conditions, elimination of the
Jackson Pike effluent loading will result in improved water quality
conditions, to the extent that this effluent affects water quality. However,
for the one-plant alternative, it is possible that water quality in the upper
Scioto River would deteriorate under certain flow conditions.
Under critical low flow conditions water quality in the Scioto River
below Jackson Pike will be dominated by wasteload sources not affected by the
one-plant alternative, including the Whittier Street CSO and general urban
runoff. Under these flow conditions, removal of the Jackson Pike effluent may
result in diminished water quality and aquatic biota conditions below Jackson
Pike, for the following reasons: 1) the Jackson Pike effluent represents 86
percent of Scioto River flow under low flow conditions, 2) this effluent would
meet water quality standards, and 3) the other wasteload sources entering the
Scioto River near Jackson Pike (CSO and urban runoff) contribute pollutant
loads equal to or greater than Jackson Pike. For these reasons, elimination
of the Jackson Pike effluent may remove a beneficial dilution effect which
would be present under the two-plant alternative.
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Below the Southerly WWTP, no change in river flows will occur as a result
of the one-plant alternative. Downstream water quality conditions are
expected to generally improve with respect to DO, residual chlorine, and
CBODr. However, an oxygen demand will remain in the effluent, in the form of
residual BODc, nutrients, and various nitrogen compounds. This residual
demand will result in a DO sag downstream of Southerly. Although this sag
would occur under either the one- or two-plant alternative, the severity of
the sag and length of river affected is expected to be greater under the one-
plant alternative. This is a result of all residual effluent wasteload from
Columbus being released to the river at a single location with no increase in
river flows or other parameters affecting assimilative capacity.
Water quality modeling has determined that final effluent limits for the
Southerly WWTP will protect in-stream DO standards below Southerly, under the
one-plant alternative (see Appendix M). While the critical point in the DO
sag will occur at essentially the same location under either the one-plant or
two-plant scenario (approximately 12 miles downstreeam of the Southerly WWTP),
the severity of the sag is greater under the one-plant alternative (i.e.,
downstream DO levels are higher under the two-plant alternative) based on the
QUAL2E model results. Although the stream standard will not be contravened by
the one-plant alternative, the DO sag resulting from the residual wasteload
demand of the Southerly WWTP effluent will affect a longer stretch of the
river than would occur under the two-plant alternative and may affect a
longer stretch than is impacted by the present DO sag. In addition, the
increased nutrient release associated with the one-plant discharge may
further impact downstream DO due to increased algal metabolism, which has
been shown to have a significant impact on in-stream DO levels at low flow.
Any increase in the length of river affected by the expanded DO sag will be in
a downstream direction. Therefore, the one-plant alternative represents a
greater probability of interfering with other downstream dischargers, because
the severity and length of the sag would be extended downstream. The QUAL2E
model does not extend far enough downstream to assess this possible impact.
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Under current conditions, the critical point in the DO sag from Southerly
is located much closer to Ci.rclevi.lle than Southerly and water quality at
Circleville reflects residual BODr from the Southerly effluent discharge.
Under the one-plant alternative, the increased wasteload discharged at
Southerly will result in a greater probability that the DO sag, residual
BODc, ammonia, and other pollutants will impact Circleville. This impact
could impair the ability of the river to assimilate oxygen-consuming wastes
from existing dischargers in the Circleville area of the Scioto (e.g.,
Container Corporation at RM 99.6; Circleville FOTW, and DuPont at Rm 95.9).
The existing water quality modeling is inadequate to assess this potential
impact, and the OEPA has recommended that "...all discharges maintain their
current NPDES permit limitations" in that portion of the Scioto River, from
just above Circleville (RM 99.2) to river mile 77.7 "...due to the
uncertainty regarding this segment" (OEPA 1986a).
Finally, the one-plant alternative will require placement of four 78-inch
gravity sewer pipes across the Scioto River. The crossing will occur parallel
to the existing force mains in the immediate vicinity of the Southerly plant
site. The pipes will be buried in the stream bed. Placement of the pipes
will result in short-term increases in turbidity and sedimentation downstream
of the construction area. The city of Columbus, however, has proposed a
variety of mitigating measures, in the form of construction techniques, which
should minimize the impact. These measures include timing of construction in
the fall when river flows are low; isolation of the in-stream construction
zone to prevent river water from flowing through the disturbed streambed area
during construction, replacement of the natural streambed materials
following pipe placement; and stabilization of the cut bank areas during and
after construction. These mitigating measures are described in Table 6-13.
6.2.1.4 Conclusions
The principle variable affecting surface water quality under any
alternative is the location of wastewater discharge. Comparable levels of
treatment will be provided under either the one-plant or two-plant
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TABLE 6-13. MITIGATION ON SEWER LINE
(Interconnector)
Cons truct ion Act ivi ties
1. Sewer on Flood Plain
a. Pre-clearing
Attributes
Existing Vegetation
b. Clearing and Grading Slight Slopes
Drainageways
c. Excavation of Trench Excavated Material
d. Restoration Exposed Topsoil
(after final grading)
Restoration
e. Final Landscaping
Established
Vegetation
Existing Flora
Damage
Mitigative Measures
Clearly mark construction
easement. Mark trees to
be saved and identify
stockpile areas.
Begin in low precipitation
month.
Staked hay bales and/or
mesh of jute.
Stockpiled upslope from
trench. Separate top soil
from subsoils. Cover
stockpile with plastic if
not returned immediately
to trench. Expose only
small lengths of sewer at
a time.
Final grade with stock-
piled topsoil; seed with
naturally occurring
grasses during spring or
fall planting season. Use
hydroseeding or air-
seeding at a rate of 3.5
Ib. of seed/1,000 square
feet. Mix fertilizer and
mulch per manufacturer.
Maintain sediment
barriers until vegetation
is established.
Prune trees as required if
root damage occurred and
replace trees as directed
by owner.
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TABLE 6-13. MITIGATION ON SEWER LINE
(Interconnector) (CONT.)
Construction Activities
2. Sewer on Stream Bank
(only one bank at a time)
a. Pre-clearing
Attributes
Water Quality
and Soil
b. Clearing and Grading Stream and Bank
c. Excavation
d. Restoration
Stream and Bank
Sloped Area
3. Sewer in Streambed
a. Pre-construction
Aquatic Habitats
and Water Quality
Mitigative Measures
Low stream flow.
Establish dry area at
interface between bank and
stream and use hay bales
or steel sheetings to
catch any sediment.
Maintain dry area inter-
face and remove excess
sediment as required.
Restore existing grade,
place rip-rap at water
line, reseed and cover
with mesh or jute or net
to stabilize bank, main-
tain silt barrier until
vegetation has been
established, ground cover
to be used where shade may
prevent grass from being
established or compatible
with existing vegetation.
Low flow established
(timing). Obtain Army
Corps of Engineers Section
10 and 404 permits.
Establish minimum
construction easement.
Keep to permanent easement
if possible.
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Construction Activities
3. Sewer in Strearabed
(continued)
b. Excavation
TABLE 6-13. MITIGATION ON SEWER LINE
(Interconnector) (CONT.)
Attributes
Aquatic Habitats
and Water Quality
c. Restoration
Aquatic Habitats
and Water Quality
Mitigative Measures
Block only one-half to
one-third of the stream at
a time. Remove streambed
and stockpile separate
from sub-bed material.
Keep area dewatered.
Collect discharge water
and separate silt. Place
all excavated material
upland from stream with
sediment catchbasin around
stockpile area. No
material to be placed in
river outside of dry
construction area.
Backfill above sewer with
substream material. Place
excavated streambed
material to final
elevation. Fill area with
stream water slowly to
prevent washout. Remove
any excess excavated
material to upland
disposal site as shown on
plans.
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alternatives, and either alternative will protect stream standards for DO and
ammonia.
Regardless of the one-plant or two-plant alternative, the treated
effluent will contain a residual waste load, which will be assimilated by the
river, resulting in a downstream DO sag. The severity of the sag, and the
extent of the river affected, vary between alternatives.
Under the no action alternative, no improvement in the degraded water
quality conditions in the Scioto River will occur. With projected future
growth in the sewered population (and corresponding increases in wastewater
flows), age-related deterioration of the existing WWTPs and increases in urban
non-point runoff due to continued urban growth, further deterioration in
current water quality conditions is expected. Under these conditions, more
frequent water quality standards violations can be expected and the impacted
zone of the Scioto River below Southerly may be extended to Circleville,
interferring with other point source dischargers.
The two-plant alternative will release the residual effluent DO demand
to the Scioto River at two locations (Jackson Pike and Southerly). Two DO
sags will therefore result, however, neither sag will result in contravention
of water quality standards. Significant improvements to in-stream DO
conditions will result from this alternative. Because significant pollutant
loads will continue to enter the Scioto River upstream of Jackson Pike (from
urban runoff and CSOs from Hhittier Street), the degree of water quality
improvement below Jackson Pike will be less complete than below the Southerly
WWTP. Under certain flow conditions, DO levels below the 5.0 mg/1 standard
may occur below Jackson Pike, related to CSO loadings. However, the presence
of Jackson Pike effluent during low flow events may lessen the DO impacts of
CSOs and upstream urban runoff.
The impacts of the one-plant alternative are variable for the river reach
between Jackson Pike and Southerly, depending on background river flow
conditions at average river flow levels, water quality will be improved by the
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elimination of Jackson Pike effluent. However, under critical low flow
conditions, elimination of the Jackson Pike effluent will reduce Scioto River
flows by nearly 90 percent while a large background pollutant load will remain
in the form of urban runoff and CSO loading. This situation will result in a
significant reduction in the river's wasteload assimilative capacity due to
reductions in flow volume, velocity, and reaeration. Decay of pollutants from
upstream sources could therefore result in severe water quality deterioration
in slow, shallow pools during warm weather, low flow events.
Downstream of the Southerly WWTP, the DO sag resulting from the one-plant
alternative will be more severe and will affect a longer stretch of the river,
when compared with the two-plant alternative. This situation results from the
release of the entire residual wastewater DO demand from Columbus at a single
point in the river, creating a greater assimilative demand. In addition, the
increased nutrient release under the one-plant alternative will further
stimulate algal biomass below Southerly which may depress low flow DO below
in-stream standards due to algal metabolism. The combination of these factors
results in a possibility that the one-plant alternative may impact the
Circleville area, interfering with other point source dischargers near
Circleville.
Based on these considerations, the two-plant alternative is considered
preferable over the one-plant alternative with regard to water quality
impacts.
6.2.2 Surface Water Flow
Current construction activities at the Southerly WWTP should have little
or no impact on the 100-year floodplain. Construction at the Southerly WWTP
location includes increasing the plant's foundation and building berms around
the facility. Both of these construction activities would tend to increase
the flood boundary during a 100-year flood compared to preconstruction
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conditions. These activities are similar under either system alternative. To
minimize potential flood increases, Columbus was able to have the flood fringe
redefined by the Federal Emergency Management Agency (FEMA) by guarantee that
portions of the land bordering the Scioto River that would be inundated during
the 100-year flood, and that could feasibly be developed, would not be
developed. This land is either owned by the city or is in the process of
being purchased. The city's study was reviewed, approved, and printed for
public release by FEMA. The new 100-year flood elevation, after redefining
the flood fringe, is at roost about one-fourth foot higher than before.
6.2.2.1 No Action
By taking no action, no significant changes are expected in the flows
observed in the Scioto River. The volume of surface water Columbus currently
removes from the Scioto River is about the maximum possible limit, especially
during the critical low flow months of summer and fall. Therefore, no
future manmade reductions in the volume of flows in the Scioto River are
expected around the Columbus area. Because the stretch of the Scioto River
affected by the Jackson Pike WWTP is small, and because the river bed is
believed to be at least partially sealed by industrial and WWTP sludges,
little or no impact upon the groundwater system by changes in surface water
quality is expected.
6.2.2.2 Two-Plant Alternative
The two-plant alternative will discharge flows from the Jackson Pike WWTP
at about the same levels as currently occur. For this reason, impacts from
the two-plant alternative are not expected to significantly alter the physical
parameters of Scioto River surface water between the Jackson Pike and
Southerly WWTPs.
Another factor affecting Scioto River flows is a new hydroelectric power
plant, built as part of the O'Shaughnessy Reservoir Dam, upstream of Columbus.
At present, flows through the O'Shaughnessy Dam are based on the downstream
needs of the Griggs Reservoir and the Dublin Road Water Treatment Plant
(DRWTP). Following construction of the new power plant, flows may be
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released more quickly to the Griggs Reservoir, but not above the Griggs
Reservoir capacity (Bell 1987). However, the expected effect of this power
plant on Scioto River flows is uncertain. There may be an increase in the
number of days when low-flow conditions occur. The latter condition may
occur if the O'Shaughnessy Reservoir retains more water than in the past to
provide maximum hydraulic head (maximum potential water elevation) to power
the hydroelectric turbines. Some of the buildup of hydraulic head would occur
during periods when the Scioto River flow might normally pass the DRWTP.
6.2.2.3 One-Plant Alternative
The Jackson Pike WWTP discharges a daily mean flow of 130 cubic feet per
second (cfs), or 85 million gallons per day (MGD), into the Scioto River. The
USGS surface water gauge at Jackson Pike WWTP (003227500) records a daily mean
flow of 1,390 cfs, as shown in Table 6-14. The removal of Jackson Pike WWTP
discharges, as proposed under the one-plant alternative, will result in an
average flow reduction of less than 10 percent. This reduction will have a
negligible effect during average flow conditions and no effect at flood
conditions. However, at low-flow conditions, the effects will be significant.
The 7Q10 low-flow used for environmental reasons, as discussed in chapter 2,
is 13 cfs. At this background flow, removal of Jackson Pike WWTP discharge
will result in a reduction of Scioto River flows, between the Jackson Pike and
Southerly WWTPs, of more than 90 percent. The Scioto River flow regime along
this stretch will become slower, shallower, and narrower during low-flow
conditions. Fools will receive less mixing (and have an increased flushing
time), while riffles may have reduced turbulence. If the discharge structure
is designed and constructed properly, erosion of the river bed and banks, the
most potentially deleterious effect, will be prevented.
6.2.2.4 Conclusions
The no action and two-plant alternatives will have little or no impact
on surface water flows in the Scioto River. The one-plant alternative will
cause significant reductions in flows in the Scioto River during low-flow
periods in the eight mile reach between the Jackson Pike and Southerly WWTPs.
Impacts of this change are reviewed in Section 6.2.1, 6.2.3., 6.3 and 6.4.7.
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TABLE 6-14. SURFACE WATER FLOWS* IN THE OLENTANGY AND
SCIOTO RIVERS AT COLUMBUS, OHIO
1 2
Olentangy Flows in Scioto Flows in
Duration/Recurrence Cubic Feet per Sec. Cubic Feet per Sec.
7 consecutive day mean low 21.4 118.0
7Q10 low 11.1 65.8
3Q10 low 10.0 62.4
1Q10 low 9.1 59.6
1 day mean low 17.4 102.8
1Q2 low 14.9 95.6
1Q5 low 10.6 70.0
1 day mean high 4660 18800
1Q2 high 4230 17300
1Q5 high 5150 25300
3Q10 high 5080 23000
7Q10 high 4640 16400
1Q50 high 8610 41500
1Q100 high 10100 46000
daily mean 457.0 1390
*These values were obtained using a log Pearson type II analysis of USGS
WATSTORE data bases.
1River gauge #003226800 on the Olentangy River below the Delaware Dam.
«
''River gauge #003227500 on the Scioto River at Jackson Pike WWTP.
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6.2.3 Groundwater
Beginning in the early 1980's, groundwater became one of the sources of
raw water for Columbus' municipal drinking water system. Columbus' growing
water demands exceeded the available surface water supplies at the Dublin Road
Water Treatment Plant (DRWTP) and the Horse Road Water Treatment Plant
(MRWTP), particularly during summer months, leaving groundwater as the next
available water source. In response, the Parsons Avenue Water Treatment Plant
(PAWTP) was constructed to mine groundwater from the Teaya aquifer, a buried
glacial braided river system in southern Franklin County.
Data on bacterial levels in Columbus area groundwater are not available.
Tests are needed to determine the bacterial content of groundwater taken from
wells close to area streams, since these streams and buried valley aquifers
are usually hydraulically connected. Also, the infiltration of Scioto River
water, a significant portion of which is WWTP effluent, could have a negative
impact on the groundwater quality. However, groundwater pollution is most
likely to occur in areas using shallow aquifers and in such recharge sites as
eskers, Kames, and outwash gravel terraces. These aquifers lying close to
streams or beneath inadequate septic tanks are highly susceptible to
contamination.
All public water supplies downstream of Columbus along the Scioto River
and all private and industrial water consumption in Columbus relies on
groundwater sources.
Various studies of the Teays aquifer were performed to determine safe
yields. Safe yield is the volume of groundwater that can be withdrawn from an
aquifer without exceeding the ability of natural recharge (from surface water
and other groundwater sources) to keep the water table constant over a given
timeframe, typically 1 year. The city of Columbus contracted with a private
firm to install radial wells with a safe design yield of approximately 30 KGD.
Four wells were eventually installed and 7-day, long-term pump tests were
performed to determine the safe rate of withdrawal (Francis 1987). From the
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available data, safe design yields for the four wells were estimated to range
from 8.5 to 14.5 MGD, for a total withdrawal of 46 MGD (Hughes 1987). The
PAWTP is designed to handle roughly 150 MGD (Francis 1987), allowing for
future expansion of the well system as needed.
Because of the importance of the Teays aquifer and the lack of available
data, the USGS is currently studying that portion of the southern Franklin
County aquifer that is directly affected by the reach of the Scioto River
between the Jackson Pike and the Southerly WWTPs. This study is intended to
encompass groundwater quality from the Southerly WWTP to the PAWTP. Areas
under investigation include groundwater quality, surface water quality, and
the impact of Scioto River water on the aquifer (Shindle and Childress 1987}«
This study should provide information on surface water impacts to the
groundwater, recharge rates, safe yields, and the physical parameters
necessary to predict the cone of depression created by a pumping source, as
well as the movement rate and chemical fate of groundwater contaminants.
A cone of depression describes the shape that the water table takes above
a groundwater pumping source. The water table is lowered by the removal of
groundwater and rises back toward the surrounding water table elevation as
distance increases from the pumping source. Several sources observe that the
Scioto River recharges the aquifer upstream of the Jackson Pike WWTP,
especially at some of the reservoirs, but they believe that the stretch of the
river between the Jackson Pike and Southerly WWTPs is sealed by industrial and
WWTP sludges so that little flow between the Scioto River and the Teays
aquifer occurs.
However, a tracer dye test along this stretch of the river recently
demonstrated an outflow of surface water from the Scioto River into the
groundwater. These are only preliminary results, but the effect of Scioto
River water upon groundwater quality and water table elevations may be greater
than previously believed. Since future increases in Columbus' water demands
will have to be met by groundwater pumping, both of these factors are
important in considering the one- and two-plant alternatives for Columbus'
WWTP options.
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At this point, no significant impacts to groundwater resources are
anticipated from any of the alternatives. A draw-down of groundwater
elevations and drinking water wells occurred in 1986 to the town of
Shadeville, a suburb of Columbus. This was caused by a dry spell,
construction dewatering at the Southerly WHIP, and groundwater pumping from
the PAWTP. This caused the water table to drop about 8 feet leaving many of
Shadeville's wells inoperational. To mitigate this problem, Columbus has
extended water distribution mains to the Shadeville area.
6.2.3.1 No Action
The no action alternative, maintaining the status quo in the Columbus
area, should have no significant impacts on groundwater. Even if the USGS
groundwater study currently underway establishes there is a more direct
connection between the Scioto River and area groundwater, current groundwater
quality at the city's wells remains good, even after several decades of
potential influence from the Jackson Pike WWTP.
6.2.3.2 Two-Plant Alternative
The two-plant alternative is not expected to cause significant impacts to
area groundwater resources, since WWTP discharge levels and any associated
impacts will remain similar to current practices.
6.2.3.3 One-Plant Alternative
Under the one-plant alternative, the Jackson Pike WWTP effluent will be
diverted downstream, leaving river water elevations during low-flow periods
between the Jackson Pike and Southerly WWTPs drastically lower than under the
two-plant and no action alternatives. These low-flow conditions will occur
during dry summer and fall months at the same time that groundwater
elevations are lowered by the reduction in recharge from precipitation
(surface water infiltration), other groundwater sources, and surface water
sources (impoundments, wetlands, and streams).
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If connections between the Scioto River and the Teay aquifer are more
direct than currently believed, groundwater elevations may become lower than
they currently are and they may even become critically low during extended
drought conditions, requiring the PAWTF wells to be pumped above safe design
yields. Since any additional drinking water supplies required to meet
Columbus' growing needs will be drawn from groundwater sources, long-term
impacts on the radial well system could include an increase in capital and
O&M costs as safe design yields of individual wells are reduced during dry
periods, and additional wells are required to meet demands.
Groundwater quality was not closely monitored by Columbus until
groundwater was used as a component of the municipal drinking water supply. A
monitoring system to sample well water on a periodic basis is projected to be
in place by 1987 or 1988 (Button 1986). Raw groundwater quality is superior
to raw surface water sources used for drinking water purposes in Columbus;
however, some non-health hazard problems are present according to data
analysis of two PAWTF well samplings. Levels of hydrogen sulfide, iron, and
manganese are near or above water quality standards. This is one reason lime
soda ash softening is required to treat raw water to meet drinking water
standards.
Ranney field is located on a parcel of land known as Hartman Farm. A
number of legal agreements have been negotiated between Columbus and the
affected property owners on this six hundred acre tract in order to protect
the city's drinking water supply (Briegel 1987). Although various agencies
have recommended land use controls such as drainage retention basins that
would include a five to twenty-five square mile area surrounding Ranney field,
the city of Columbus has not adopted any well head protection laws (Kelly
1987).
6.2.3.4 Conclusions
When the USGS groundwater study mentioned above is completed in 1988,
better data on the groundwater system will be available. A more definitive
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evaluation should then be possible of future impacts from the one- and two-
plant alternatives. When water quality data become available at the end of
1987 or in 1988, these data compared to the USGS findings will provide an
indication of industrial and Scioto River water impacts upon groundwater
quality.
6.2.4 Air Quality/Odor
Air quality impacts do not differ significantly among the various
alternatives. The most significant long-term impact to air quality will
result from the operation of the incinerators as a primary method for ultimate
solids disposal. The current practice, which would continue under the no
action alternative, consists of incineration of approximately 25 dry tons per day
(dtpd) of dewatered solids at Jackson Pike and 45 dtpd at Southerly.
Both the one- and two-plant alternatives would result in a decrease in
the total amount of solids incinerated due to the fact that anaerobic
digestion would be practiced and also because the quantity of sludge land
applied would increase. The engineering evaluation developed the one-plant
and two-plant alternatives to optimize utilization of the sludge reuse
options. The Southwesterly Compost Facility was assumed to process 24 dtpd on
an annual average under both alterantives. Under the one-plant alternative,
25 dtpd would be land applied. Under the two-plant alternative, 38 dtpd would
be land applied, approximately 25 dtpd from Jackson Pike and approximately 13
dtpd from Southerly.
The two-plant alternative would decrease the amount of solids incinerated
at Southerly by about 70 percent and the level of incineration at Jackson Pike
would remain approximately the same. The one-plant alternative will phase out
all operations at Jackson Pike and Southerly incinerators will be used to
incinerate about 17 percent more (to account for the current amount
incinerated at Jackson Pike) than current demands. Current estimates of
pollutants generated per ton of sludge incinerated are listed in Table 6-15a.
Projected air pollutant emissions associated with the no action, two-plant,
and one-plant alternatives are listed in Tables 6-15b, c, and d respectively.
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TABLE 6~15a. ESTIMATES OF POLLUTANTS GENERATED PER TON
OF SLUDGE INCINERATED
Estimated Emission Rate
in lb/tonDry Solids
Jackson Pike Southerly
Particulate Matter 1.1 1.1
Oxides of Sulfur 0.102 0.074
Oxides of Nitrogen 2.18 2.18
Cadmium 0.011 0.013
Lead 0.037 0.028
Mercury 0.0065 0.0087
Zinc 0.327 0.24
Emission estimates are based on the following:
Particulate matter emissions are limited to the Ohio EPA standard. Other
pollutants are estimated from the difference in the pollutant concen-
tration in the sludge and ash of Jackson Pike and Southerly incinerators
prior to emission controls. However, oxides of nitrogen and sulfur
oxides rates have been decreased by 80 and 50 percent, respectively, to
account for the removal efficiency of the wet scrubbers. Values for
other heavy metals, organic matter, and pathogenic organisms are not
available. Source: USEPA 1978
TABLE 6-15b. PROJECTED AIR POLLUTANT EMISSIONS ASSOCIATED
WITH THE NO ACTION ALTERNATIVE
Estimated Emissions (Ib/day)
No Action Alternative
Jackson Pike Southerly
i
Particulate Matter 27.5 49.28
Oxides of Sulfur 2.55 3.3152
Oxides of Nitrogen 54.5 97.664
Cadmium 0.275 0.5824
Lead 0.925 1.2544
Mercury 0.1625 0.3898
Zinc 8.175 10.752
Values are based on current production of 64 dtpd of dewatered solids and 70
percent incineration at Southerly, and 50 dtpd dewatered solids and 50 percent
incineration at Jackson Pike.
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TABLE 6-15c. PROJECTED AIR POLLUTANT EMISSIONS ASSOCIATED
WITH THE TWO-PLANT ALTERNATIVE
Estimated Emissions (Ib/day)
Two-Plant Alternative
Jackson Pike Southerly Total
Particulate Matter 28.6 15.4 44.0
Oxides of Sulfur 2.652 1.036 3.688
Oxides of Nitrogen 56.68 30.52 87.2
Cadmium 0.286 0.182 0.468
Lead 0.962 0.392 1.354
Mercury 0.169 0.1218 0.2908
Zinc 8.502 3.36 11.862
Values are based on projected incineration of 26 dtpd of dewatered solids at
Jackson Pike and 14 dtpd of dewatered solids at Southerly. Values for
Southerly will be higher when handling overflows from Jackson Pike.
TABLE 6-15d. PROJECTED AIR POLLUTANT EMISSIONS ASSOCIATED
WITH THE ONE-PLANT ALTERNATIVE
Estimated Emissions (Ib/day)
One-Plant Alternative
Jackson Pike Southerly Total
Particulate Matter 0 58.3 58,3
Oxides of Sulfur 0 3.922 3.922
Oxides of Nitrogen 0 115.54 115.54
Cadmium 0 0.689 0.689
Lead 0 1.484 1.484
Mercury 0 0.4611 0.4611
Zinc 0 12.72 12.72
Values are based on the projected incineration of 53 dtpd of dewatered solids
at Southerly.
NOTE: The one-plant alternative would generate a greater total amount of
emissions per day than the two-plant alternative due to a greater
quantity of solids being sent to incineration and a smaller quantity of
solids being sent to land application.
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Portions of Franklin County are designated as non-attainment of the
National Ambient Air Quality Standards (NAAQS) for particulate matter. In
particular, the Jackson Pike WWTP is located in an area that is designated as
non-attainment of the secondary standard, and regions north of the facility
are designated as non-attainment of the primary standard. Figure 6-4
illustrates the pattern of NAAQS non-attainment areas.
All six incinerators (two operating incinerators at both Jackson Pike and
Southerly, and two permitted incinerators in start-up at Southerly) are
equipped with wet scrubbers designed to reduce particulate matter emissions to
meet the emission control standards imposed by the State of Ohio and the
Federal New Source Performance Standards for municipal sludge incinerators.
Odor problems have historically plagued southern Franklin County, with
frequent complaints of burnt ash sewage odors attributable to the
incinerators, earthy raw sewage odors characteristic of Southwesterly
composting operations, and a septic sewage odor attributed to the primary
clarifiers and/or anaerobic digesters at the Southerly WWTP (McCarthy 1986,
Bonk 1986, and Maxwell 1986). Based on the available data, it appears that
the Southwesterly Composting Facility is the major cause of the odor problems
in Southern Franklin County. Other odors may be due to a variety of
industrial and agricultural-related sources, as identifed in Table 6-16 and
Figure 6-5. This figure also identifies the residential areas that have
registered the majority of complaints to local, state, or Federal agencies.
Several odor control-related procedures or design improvements have been
put into operation at Southwesterly. However, complaints are still received.
Design changes recently completed at the Southwesterly composting facility
include addition of a pug mill designed to achieve a better mix of wood chips
and raw sludge and a solar drying facility to control moisture content.
Additional improvement in the sludge may be seen with the implementation of
the recommended additions to the solids handling at the Southerly WWTP.
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JACKSON PIKE WWTP
SOUTHERLY WWTP
SOUTHWESTERLY COMPOST FACILITY
ALL AREAS INSIDE THE INTERSTATE 270 LOOP
ARE DESIGNATED AS NON-ATTAINMENT OF THE
SECONDARY STANDARD FOR TOTAL SUSPENDED
PARTICULATES.
PLANNING AREA BOUNDARY
pi DENOTES PRIMARY NON-ATTAINMENT AREA
FIGURE 6-4
NON- ATTAINMENT AREAS FOR
FOR TOTAL SUSPENDED PARTICULATE MATTER TOTAL SUSPENDED PARTICULATES
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TABLE 6-16. POTENTIAL ODOR SOURCES IN SOUTHERN FRANKLIN COUNTY, OHIO
1. Franklin County Replacement Landfill: 3851 London-Groveport Road
Size: 118 acres
Types of Waste: municipal, commercial, industrial
Opened: August 1985
Unaware of any odor problems
2. Model Landfill: 3299 Jackson Pike
Size: approximately 100+ acres
Types of Waste: municipal, commercial, industrial
Closed: August 1985. Adequate cover.
Odors are noticeable. Methane gas recovery is proposed.
3. Jackson Pike Landfill: 2460 Jackson Pike
Size: approximately 30-40 acres
Types of Waste: municipal, commercial, industrial
Operated from 1969 to 1978. Adequate cover.
In 1979 sludge from the Jackson Pike Sewage Treatment Plant was stored
on top. Three to four feet of sludge remains and is potential source
of odors.
4. Columbus Municipal Refuse Electric Plant - 2500 Jackson Pike
Six 238 million BID input coal or refuse derived fuel steam
generating boilers.
Air emissions control equipment include cyclones with electrostatic
precipitators.
Refuse composition varies between summer and winter.
Short-time storage of refuse may allow odors to become apparent.
5. Sloter's Demo Site: South of Southview Park, East of 1-71.
Size: 10 acres
Types of Waste: demolition
In operation.
A potential source of odor as material was dumped into water.
6. Cowan's Demo Site: South of Southview Park, East of 1-71.
Size: 15 acres
Types of Waste: demolition
In operation.
A potential source of odor as material was dumped into water.
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TABLE 6-16. POTENTIAL ODOR SOURCES IN SOUTHERN FRANKLIN COUNTY, OHIO (CONT.)
7. Craig's Demo Site: South of Southview Park, East of 1-71.
Size: 15 acres
Types of Waste: demolition
In operation.
A potential source of odor as material is being dumped into water.
8. Scott's Demo Site: 1377 Harmon Road
Size: approximately 100+ acres
Types of Waste: demolition
In operation.
A potential source of odor as material is being dumped into water.
9. J & B Mining: 3041 Jackson Pike
Size: approximately 20 acres
Types of Waste: demolition
Opened in 1982 and is in operation today.
Low odor potential.
10. Loewendick's Demo Site: 715 Frank Road
Size: approximately 50+ acres
Types of Waste: demolition
In operation. Adequate cover.
Low odor potential.
11. Southerly Waste Water Treatment Plant - Portsmouth Cols. Road
2 municipal sludge incinerators
2 additional incinerators currently under construction
Incinerators may result in odors.
12. Southwesterly Composting - East of SR 104, south of SR 665.
200 wet tons/day steady-state capacity
300 wet tons/day short-term capacity
Composting processes may result in odors.
13. Jackson Pike Waste Water Treatment Plant - Jackson Pike Road
2 municipal sludge incinerators
Incinerators and digested sludge used in land application and may
cause odors.
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TABLE 6-16. POTENTIAL ODOR SOURCES IN SOUTHERN FRANKLIN COUNTY, OHIO (CONT.)
14. Inland Products, Inc. Rendering Plant - Frank Road and Scioto River
Rendering process/product, tallow storage.
Air emissions control equipment include air evaporator cooler with non-
condensibles transferred to boilers for incineration, and chlorine
scrubbing of all fugitive emissions.
Typical processing time: 3 pm to midnight, 6 days per week.
Control malfunctions may allow odors to escape.
Other regional potential odor sources include Columbus and S. Ohio Electric
Boilers in Pickaway County, Container Corporation Paper Plant in
Circleville, Mead Paper Plant in Chillicothe, and locations of various
agricultural activities.
Source: McCarthy, 1986.
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V\ I1
Fv8 Scott s Demo Site
5^ir
Jackson Pike Waste Water Treatment Plan)
& ££?} "^' iX
M Fnnklin County Reptacement Landfill
:SX+'\^' \ I
r-11 Southerly Waste Water Treatment Plant
\
12 Southwesterly Composting
* SITE OF NUMEROUS ODOR COMPLAINTS
SEE TABLE 6-16 FOR ADDITIONAL
INFORMATION ON POTENTIAL SOURCES.
6-62
FIGURE 6-5
LOCATIONS OF POTENTIAL
ODOR SOURCES IN SOUTHERN
FRANKLIN COUNTY
-------
Recently the city has designated an Odor Control Committee comprised of
city employees, chemists, and local residents. The Committee has designed an
odor control action plan, which involves the employment of an independent
consultant to conduct a qualitative study of the problem, with specific
efforts aimed at correlating odor complaints with plant operations and
meteorological conditions. It is expected that with the results of these and
other proposed studies, the odor source(s), including individual processes
within a facility, will be identified. This knowledge can then be used to
establish feasible control measures designed to alleviate or substantially
reduce the odor levels. This may be accomplished through decreasing the
emissions of odorants and/or enhancing the dispersion potential of the
source.
6.2.4.1 No Action Alternative
The no action alternative will result in continued use of both the
Jackson Pike and Southerly WWTPs, with only normal maintenance.
Air quality impacts of the no action alternative, excluding odors, are
essentially neutral in that they do not degrade present ambient air quality.
However, this alternative does not provide for further progress toward
achieving compliance with ambient air quality standards for particulate
matter. Odor impacts from the no action alternative would be represented by a
continuation of current problems.
6.2.4.2 Two-Plant Alternative
Direct air quality impacts associated with the two-plant alternative will
include short-term, adverse air quality impacts experienced during the
construction phase of the project, with the generation of fugitive dust and
increased vehicular exhaust. These impacts will be concentrated in the locale
of both the Jackson Pike and Southerly facilities. Project specifications
will include provisions for minimizing such impacts through the use of
practical mitigating measures, such as watering of haul roads and exposed
soil.
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Operation of the two-plant alternative is not expected to result in any
long-term deleterious impacts on air quality. Based on current operating
records, the operations at Southerly produce approximately 64 dtpd of
dewatered solids, of which 45 dtpd are incinerated. The two-plant alternative
substantially decreases the amount of solids processed through the
incinerators at Southerly due to the incorporation of anaerobic digestion in
the processing scheme. An approximate 70 percent reduction in the amount of
dewatered sludge incinerated compared with current conditions would be
observed. Consequently, a corresponding reduction in air pollutant emissions
from the Southerly incinerators would result. The two-plant alternative would
require sludge incineration at Jackson Pike consistent with current practice
and does not provide for further progress toward achieving the NAAQS for
particulate matter. Table 6-15 provides an estimate of emissions from
incineration associated with the two-plant alternative as well as the one-
plant and no action alternatives.
Odor impacts will not occur as a direct impact of the construction phase.
However, operation of the two-plant alternative should result in a reduction
in ambient odor due to the reduction in the usage of the incinerators at
Southerly which should reduce to some extent the occurrence of nuisance odors,
which are characteristic of burnt sewage odors. The 25 percent increase in
the amount of solids composted will result in increasing the odor potential,
which may or may not be offset by process changes, renovations, and the
installation of new units, which are expected to reduce the occurrence of
earthy sewage odors characteristic of this facility through the reduction of
moisture and maintenance of optimum temperature, pH, and oxygen content
through improvements to aeration and dewatermg at the Southwesterly
Composting. However, the potential for odorous emissions from the operation
of the incinerators and solids handling facilities to impact local residents
is dependent on meteorology. Therefore, expected impacts of these changes on
the potential for emissions from these facilities to result in nuisance odors
cannot be quantified without further analysis.
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6.2.4.3 The One-Plant Alternative
Direct air quality impacts associated with the one-plant alternative will
include short-term, adverse air quality impacts experienced during the
construction phase of the project, with the generation of fugitive dust and
increased vehicular exhaust. These impacts will be concentrated in the locale
of the Southerly WWTP and Southwesterly Composting Facility. Project
specifications will include provisions for minimizing such impacts through
the use of practical mitigating measures, such as watering of haul roads and
exposed soil.
Direct impacts associated with the long-term operation of this
alternative will include a decrease in pollutant loading similar to that of
the two-plant alternative, and a local redistribution of pollutants. The
phasing out of the Jackson Pike facility and diversion of all flows to
Southerly will result in the following impacts to air quality:
The increased activity at Southerly will result in higher local levels
of ambient pollutants due to the increased quantity of sludge
incinerated The Southerly incinerators would be handling an estimated
53 dtpd of dewatered solids instead of the current value, 45 dtpd.
This IS percent increase in the volume of sludge incinerated at
Southerly would result in an increase in air pollutant emissions.
Likewise, there would be minor increases in emissions of hydrocarbons,
carbon monoxide, oxides of nitrogen, and particulate matter from
increased vehicular activity.
Local air quality near the Jackson Pike facility would improve due to
the reduction of emissions from the incinerators.
Because the Jackson Pike WWTP is located in a more industrial locale, and
in a region that exhibits a higher ambient level of particulate matter than
that of the Southerly WWTP, it may be concluded that implementation of the
one-plant alternative may result in a benefit to local air quality by more
widely distributing the industrial sources of particulates and providing for
further achievement toward compliance with ambient air quality standards for
particulate matter. However, without an in-depth modeling analysis, this
cannot be reliably predicted.
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Ambient odor impacts associated with the long-term operation of the one-
plant alternative are not readily discernible. The increase in the quantity
of sludge incinerated may be associated with a higher incidence of nuisance
odors (characteristic of a burnt sewage odor); however, it is expected that
the operation of two new incinerators, which will be on-line at Southerly in
the near future, will provide further process control and result in a
lessening of nuisance odor generation.
Similarly, an increase in the amount of waste composted may be associated
with a higher incidence of nuisance odors; however, proposed process changes,
renovations, and the installation of new units in conjunction with this
alternative should alleviate to some extent the potential for the generation
of nuisance odors. In particular, the reduction of moisture and maintenance
of optimum temperature, pH, and oxygen content through improvements to
aeration and dewatering at the Southwesterly Composting Facility will reduce
the occurrence of earthy sewage odors characteristic of this facility.
However, the potential for odorous emissions from the operation of the
incinerators and solids handling facilities to impact local residents is
dependent on meteorology; therefore, expected improvements, or the expected
decrease in the potential emissions from these facilities to result in
nuisance odors, cannot be quantified without further analysis.
At Jackson Pike, it is clear that the phasing out of operations will
result in reduced emissions of odorous compounds from the incinerators and
associated facilities; however, this area has not been associated with a
majority of the recorded odor complaints.
6.2.4.4 Conclusions
Air quality impacts do not differ significantly between the various
alternatives. Pollutants generated through incineration of sludge will not
cause violations of NAAQS beyond those currently found in the Columbus area.
Odor problems should decrease under either of the action alternatives and may
increase slightly under no action.
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6.2.5 Soils/Prime Agricultural Land
The physical and chemical characteristics of local soils will govern the
extent of impacts from two segments of the proposed improvements to the
Southerly and Jackson Pike WWTPs. First, the direct impact of soil
disturbance during the construction of new facilities and the removal of
existing facilities will result in exposure and accelerated erosion within the
limits of the project site. Second, the land application of anaerobically
digested waste activated sludge to agricultural lands will modify the
composition of the existing soils. The impact of both segments of the
project will involve areas that have been designated, based on soil
classification, as "prime agricultural" lands.
The land application of anaerobically digested waste activated sludge is
a well-known and accepted method of solids management. Potential adverse
impacts of land application include heavy metal contamination, nutrient
overloading, and pathogenic contamination of soils; however, if properly
regulated and implemented, these impacts are minimal and easily controlled.
Potential benefits to the affected lands include increased productivity and
enrichment of existing soils. In general, the benefits greatly outweigh the
adverse effects.
The OEPA provides oversight to the land application program, which
follows the guidelines presented in their Land Application of Sludge Manual
(OEPA 19S5b). Under this program, the application rate is based on both the
concentration of cadmium contained in the sludge and the physical and chemical
capacity of a given soil to assimilate this applied volume of sludge. The
assimilative capacity is soil specific; thus, it is impossible to quantify
accurately the acreage of land required for future land application needs.
The prime agricultural lands involved in this practice will have two short-
term restrictions placed on their potential uses. First, lac tating dairy
animals should not be grazed on these lands for one year. Second, vegetable
crops that may be eaten raw should not be grown on these lands for I year.
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6.2.5.1 Ho Action Alternative
This alternative would involve the continuation of current practices. No
new construction would occur, therefore, no additional soil erosion would
occur due to construction. The current solids management program at Jackson
Pike includes land application of roughly half of the sludge produced (25
dtpd). This practice has proven successful, and no contamination or adverse
human health problems have been reported. None of the sludge produced by the
Southerly WWTP is land applied.
6.2.5.2 Two-Plant Alternative
Under the two-plant alternative, there will be no additional land
required for construction of the proposed upgrading of the Southerly WWTP. At
the Jackson Pike facility, an additional area of approximately 4 acres
(southeast of the existing plant) will be required for new construction.
This additional area is located on an abandoned ash lagoon, within the
confines of an existing earthen dike. It is now covered by uncultivated
vegetation and is not considered farmland or prime agricultural land. The
area is relatively flat; thus, extensive erosion during construction should
not be a serious problem if proper mitigation procedures are followed.
Under this alternative, roughly 38 dtpd of sludge will be land applied,
13 dtpd from Southerly and 25 dtpd from Jackson Pike. Based on 1985-1986
cadmium concentration figures and a range of soil assimilative capacities
typical for this region, an application rate of 3.4 to 5.1 dry tons per acre
per year can be estimated. This results in an annual land requirement of
2,755 to 4,133 acres per year. Comments from OEPA and Columbus indicate that
site lives will be limited to 16 years because of zinc concentrations. Based
on the city's estimate of 200,000 acres available for land application within
40 miles, site availability should not be a problem. As explained above,
current land application operations have proven successful with no reported
contamination or adverse health effects; this performance should continue
based on current guidelines.
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6.2.5.3 One-Plant Alternative
Under the one-plant alternative, the quantity of sludge to be land
applied is estimated at 25 dtpd. As explained earlier, based on 1985-1986
cadmium concentration figures and a range of soil assimilative capacities
typical for this region, it is estimated that the application rate will be
limited to 3.4 to 5.1 dry tons per acre per year. Based on these application
rates, the one-plant alternative will require 1,832 to 2,748 acres per year.
Based on the city's estimates of site availability and estimated quantity of
solids to land application, no significant impacts are anticipated.
No significant impacts are forecast to area soils or prime agriculture
land under any of the alternatives.
6.3 ENVIRONMENTAL CONSEQUENCES - BIOLOGICAL ENVIRONMENT
6.3.1 Terrestrial and Wetland Biota/Habitat
6.3.1.1 No Action
Implementation of the no action alternative and continued operation of
the Columbus wastewater facilities should not create substantial impacts to
terrestrial biota. However, some minor impacts may occur on vegetation along
the Scioto River banks. Nutrient enriched waters may support higher growth
rates of plants that are flooded periodically by the river, thereby
increasing the food supply of wildlife feeding on these plants. The Scioto
River is used heavily by waterfowl, most of which feed on plants. These
animals would benefit from nutrient enriched waters (Watts 1987). Waterfowl
also use Scioto River waters for breeding and to escape predators, and these
activities would not be affected by degraded water quality from the unimproved
treatment facilities (Watts 1987). The no action alternative will not impact
wetlands.
6.3.1.2 Two-Plant Alternative
No impacts to previously undisturbed terrestrial habitat are expected
under the two-plant alternative. The two-plant alternative will not impact
wetlands.
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6.3.1.3 One-Plant Alternative
Impacts to terrestrial habitat and biota under the one-plant alternative
will result from: 1) extension of the Interconnector across the Scioto River
and part of the flood plain and 2) elimination of the discharge from the
Jackson Pike WWTP.
Construction of the river crossing will have locally significant impacts
on terrestrial biota, primarily vegetation. The local fauna will be
displaced, but should be able to find refuge in similar habitats nearby.
The banks of the Scioto River in the vicinity of the river crossing are
lined with trees indicative of riparian habitat. Observation of the site in
January 1987 indicated the dominant tree species were red maple (Acer rubrum),
box elder (Acer negundo), and poplar (Populus tremuloides). Less common
species were sycamore (Platanus occidentals) and hackberry (Celtia
occidentalis).
The stands of trees on the east and west banks differ in several
respects. Trees on the east bank form a swath about 10 feet wide bordering
the river like a ribbon. The stand on the west bank is much wider, extending
about 400 feet back from the bank at the site of the crossing. The floodplain
on the west bank is broad and rises in elevation gradually with distance from
the river. The east bank is steep and resembles a levee or the cut bank side
of a meander. The trees on the east bank are considerably smaller in diameter
and height than those on the west, and understory growth is denser on the east
side, indicating the east stand is younger than the west. Aerial photography
of the proposed crossing site, taken April 6, 1976, shows an absence of trees
on the east bank and a fairly dense stand on the west bank. This confirms the
youth of the east bank stand.
It is possible that the land near the banks of the Scioto at the site of
the river crossing could be classified as wetland. The area is subject to
flooding of short duration (primarily from October to June); however, the
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soils are not listed as typical of those that support wetland plants or
animals, in the Franklin County Soil Survey (Soil Conservation Service 1980a).
The west bank more strongly resembles a forested floodplain than the east
because it has larger trees with little understory growth or ground cover.
Evidence of overbank flooding on the east bank was apparent during the January
1987 site visit because the shrubs and grasses were uniformly flattened within
approximately 20 to 60 feet of the bank. The east bank has been disturbed
recently by clearing and farming and is possibly in a transitional state.
Areas to the north and south of the east bank river crossing bear a stronger
resemblance to a typical forested wetland and have apparently not been
disturbed as recently as the crossing zone.
Based on soils classifications and direct site observations, the specific
areas to be directly impacted by the one-plant alternative are not considered
to be wetlands. Therefore, the one-plant alternative, as proposed, will have
no significant impacts on wetlands.
Construction on the west bank will destroy trees of substantial age and
size and disrupt a mature forest habitat. Regrowth to the present state will
take decades. Construction on the east bank will have a less severe impact on
habitat because the trees are younger and the stand is much narrower.
Regrowth to the present state, based on the aerial photography mentioned
earlier, should require approximately 10 years. However, the east bank is
much steeper than the west and will be subject to more severe erosion
problems until vegetative cover is re-established.
It is advisable to retain the maximum amount of vegetation possible on
both banks to reduce erosion. When construction is completed, efforts should
be made to restore the river banks to their present slopes. This will ensure
that a similar forest community will revegetate the area (see Table 6-14 for
additional mitigating measures proposed for the one-plant alternative).
In addition to crossing the Scioto River, pipes carrying flows from the
Interconnector sewer will traverse a field, located to the north of the
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Southerly WWTP, in order to connect with proposed headworks. The field,
covering about 120 acres, is owned by the city of Columbus, Division of
Sewerage and Drainage, and is currently leased to a farmer for crop
production. The field is considered prime agricultural land, but was not
planted during 1986. A site visit in January 1987 determined vegetation in
the field to be dominated by rapidly growing grasses and woody shrubs. The
condition of vegetation just behind the river bank indicated the field
recently had been flooded. Vegetation was flattened in a range of 20 to 60
feet from the river bank. Conversation with Southerly WWTP personnel during
the site visit indicated flood waters may exceed that distance during storms
and that such flooding was not uncommon.
Proposed activities in the field will result in removal of vegetation
over the trench and construction easements. Because the vegetation is only 1
to 2 years old, it will be easily replaced after construction is completed.
Similar fields exist nearby and wildlife in the area will not be forced long
distances to find suitable habitat. Tree lines will be left intact.
Erosion of soil poses a potential threat to area habitat. Construction
should be undertaken during the summer when rainfall and river flow are
lowest. The field should be reseeded before the weather becomes too cold to
prevent rapid regrowth of vegetation. Clearing the field in portions would
be preferable to clearing the entire field at once. Recommendations of the
city of Columbus for roitigative measures pertaining to this part of
construction are listed on page one of Table 6-14.
The impacts on terrestrial habitat and agricultural land from
Interconnector construction are considered minimal and can be easily mitigated
(see Table 6-14). Any additional localized impacts resulting from headworks
expansion of Southerly are also considered minimal and easily mitigated.
Construction of the new headworks will occur on the existing plantsite.
Elimination of Jackson Pike WWTP may affect birds near the plant. A wide
variety of bird species, including several rare species, have been observed at
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the plant and it has been noted as a good birding site in Ohio (Thomson
1983). Great Blue Herons and Belted Kingfishers have been known to visit the
ponds and settling basins at the Jackson Pike site and the brushy edge
vegetation surrounding the ponds provides habitat for a variety of songbirds.
The sludge ponds are visited by shorebirds from April through October. Rare
shorebirds sighted here include the Piping, Lesser Golden, and Black-bellied
Plouers, Red-necked Phalaropes, and the Long-billed Dowitcher. A pond
adjacent to the sludge pond attracts waterbirds, including the Blue-winged
Teal, Wood Ducks, and American Coots. This pond also attracts shorebirds when
the water level is low.
Effluent from the plant also provides river habitat for waterfowl during
the winter months when the reservoirs north of Columbus become frozen. It
keeps the river water warm, making it a source of food and protection to
migrating stocks (Watts, 1987). Closing Jackson Pike would eliminate this
habitat. Because the Scioto is a major migration route, the passage of birds
is not likely to change; however, their distribution along the river probably
will change. The distribution probably will become more dispersed. Visits of
rare birds to the area will decrease to the extent that they are presently
attracted by open water habitat provided during the winter. Depending on
habitat requirements of rare species, they may find suitable habitat elsewhere
or suffer mortalities. The removal of open water habitat in the Scioto River
during winter, through elimination of Jackson Pike effluent, will diminish
waterfowl visits in general.
6.3.2 A^uaticJBiqta/Habitrat
6.3.2.1 No-Action
Water quality in the Scioto River, between Columbus and Circleville, is
degraded by point source and general non-point runoff from the metropolitan
areas. The key water quality problem is considered to be low DO. Although
the low DO problem is clearly related to discharges from the Jackson Pike and
Southerly WWTPs (degraded fish populations have been associated with the DO
sags resulting from these two point sources), other sources contributing to
the problem include the Whittier Street CSO and general urban runoff.
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Implementation of the no-action alternative will result in continuation
of the current DO problems and related aquatic habitat degradation in the
Scioto River below Columbus. Impacts will be most severe in the summer, as
the Jackson Pike plant is currently unable to meet summer ammonia limits and
unable to consistently meet summer CBODc limits. Under this alternative, any
significant changes in DO conditions in the Scioto River below Columbus will
be more directly related to possible changes in the nature and amount of
Whittier Street CSO and urban non-point loadings (the other principal sources
presently contributing to the current DO problem). Because the city of
Columbus is currently studying the CSO problem with the objective of
decreasing the CSO related pollutant loadings to the Scioto River, DO
conditions in the Scioto River may improve in the future, due to factors
unrelated to the Jackson Pike WWTP. However, improvements in DO conditions
related to diminished CSO loadings may be at least partially offset by
increased urban non-point loadings associated with projected future population
growth in the Columbus area.
Implementation of the no-action alternative will also result in a
continuation of the current problems related to the impacts of high residual
chlorine in the WWTP effluents since Jackson Pike and Southerly have no
dechlorination facilities. In the event that CSO loadings from Whittier
Street are decreased and DO levels increase in the Scioto River independently
of the treatment plants, the impacts of the continuing high chlorine loadings
from Jackson Pike and Southerly would represent a locally significant obstacle
to recovery of the aquatic habitat.
Under the no-action alternative, pollution intolerant species will
continue to be excluded from the affected reach of the Scioto River due to
mortality, lowered reproductive success, and/or avoidance (OEPA 1986a). The
aquatic community will continue to be dominated by a reduced number of
tolerant species. If water quality conditions deteriorate further (as could
result from no change in either the Jackson Pike WWTP or Whittier Street CSO,
but a general increase in the Columbus area population), pollution tolerant
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species will suffer a loss of biomass followed by a loss in density (OEPA
1986a). The more sensitive of the tolerant species which would be lost first,
under a scenario of deteriorating water quality conditions, including the
round bodied catostomidae, basses, crappies, freshwater drum, and catfishes
(these species have increased their numbers in the Central Scioto over the
past five to seven years, reflecting gradually improving water quality
conditions during this time period). Certain pollution tolerant species may
increase in biomass and density with gradual deterioration of water quality,
including gizzard shad, carp and goldfish, and the deep bodied suckers.
Increased hybridization would also be experienced under the conditions of
biological stress resulting from a decline in water quality. This effect,
combined with the loss of less tolerant species and an increase in tolerant
species, would be reflected in a general decline in the biotic index.
The benthic community will respond to the scenarios of no change or
gradual deterioration in water quality in patterns similar to those discussed
for the fish community. Mollusk species are extremely sensitive to wastewater
effluent and will not be able to recolonize the affected segment of the Scioto
River under the no-action alternative.
6.3.2.2 Two-Plant Alternative
Upgrading both treatment plants will result in no effluent-related water
quality violations and subsequent water quality improvements. Such action
will have a favorable impact on aquatic biota and habitat. Sensitive species
that currently inhabit the area should persist and increase in abundance. New
species may move into the area and increase community diversity.
Decreased turbidity will create a more favorable habitat for turbidity-
sensitive species. These species, such as darters, which now inhabit Scioto
River tributaries, may begin to move into the Scioto mainstream in greater
numbers.
Although violations in DO standards will not occur under the two-plant
alternative, residual wasteloads in the effluents from both WWTPs will
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continue to exert a DO demand in the receiving water, and a reduced DO sag
will persist below both treatment plants. As a result, fish communities will
continue to show some degradation as oxygen levels are depressed downstream.
These effects will be most noticeable in the sections of the river where the
residual DO sags are most critical (i.e., where DO levels approach 5.0 mg/1).
Effects of degradation in fish communities include increased numbers of
omnivorous fish relative to insectivorous fish, increased hybridization,
(lowered biotic index) and decreased diversity. In all fish surveys conducted
on the Scioto River from 1979 to 1986, degradation of fish communities
occurred in the vicinity of the DO sags associated with discharges from the
Jackson Pike and Southerly WWTPs. Although the structure of the benthic
community will also improve under the two-plant alternative, benthic
communities will continue to exhibit decreased abundance and diversity in
areas experiencing the oxygen sag.
Over the past 6 years, the fish community in the Central Scioto has
improved. The two-plant alternative will result in a continuation and
acceleration of this trend. Although significant improvements will occur, the
collective, continuing impacts of WWTP effluents, general urban runoff, and
the Whittier Street CSO will prevent free biological recovery in the Central
Scioto, when compared with comparatively unimpacted segments upstream of
Columbus and downstream of Circlevilie.
6.3.2.3 One-Plant Alternative
Aspects of the one-plant alternative that will impact aquatic habitat and
biota are the following: 1) elimination of Jackson Pike WWTP; 2) upgrading
and expansion of Southerly WWTP; and 3) construction at Southerly WWTP.
Between Jackson Pike and Southerly, the impacts of the one-plant
alternative will be strongly flow-dependant. Under most flow conditions,
elimination of the Jackson Pike effluent loading will result in improved water
quality conditions, to the extent that this effluent affects water quality.
These improvements will result in favorable aquatic community responses, as
discussed under the two-plant alternative.
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However, under low flow conditions, pollutant loadings from background
sources (Whittier Street CSO and urban runoff) will persist, while the
capacity of the river to assimilate this wasteload will be sharply diminished,
through the elimination of nearly 90 percent of river flows. Therefore, under
low flow conditions, it is hypothesized that elimination of the Jackson Pike
effluent will result in degraded water quality conditions (see Section 6.2.1)
and negative impacts on aquatic biota. Although these impacts will likely be
short-term, dependant on the length of any critical low flow conditions during
summer months, the impacts could be severe. Because flow will be
significantly reduced, aquatic species forced to retreat to pools will be
especially susceptible to impaired water quality conditions which may develop
at low flow.
A significant loss of benthic habitat area will result from the reduction
in river flows. Under critical low flow conditions, riffle areas will be
reduced, signficant areas of benthic habitat will be exposed to drying and
pools could become very shallow and still due to the reductions in water
levels associated with the elimination of Jackson Pike flows (see Section
6.2.2). These conditions could disrupt spawning, feeding, and migratory
activities of fish and water levels. Depending on the length of tune that the
benthos is exposed and on the capability of individual species to withstand
such impacts, signficant reductions in benthic productivity could occur in
selected riffle areas of the Scioto River between Jackson Pike and Southerly
under the one-plant alternative.
Downstream of Southerly, the impacts on the one-plant alternative on
aquatic fauna are difficult to assess because expected changes in water
quality have not been clearly described. Because the level of wastewater
treatment will be improved under this alternative, concentrations in BOD and,
to a lesser extent, NHo will be lower in the effluent. However, by routing
all flows to Southerly, the entire residual wastewater DO demand from Columbus
will be released to the river at a single location. Because reductions in
nutrient concentrations in the effluent (other than ammonia) will be minimal,
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and because the total volume of wastewater released at Southerly will be
significantly increased, without any increase in river flows below Southerly,
a proportionate increase in residual wastewater DO demand from Southerly will
result. This residual DO demand will be assimilated by the river, and & DO
sag will be evident in that portion of the river where the DO demand is
assimilated. Although the 5.0 mg/1 DO standard will not be contravened, the
length of river affected by the sag will be increased. Because no changes
will occur in flows, the area of the river affected by the DO sag will be
extended in the downstream direction.
Degradation of aquatic communities can be expected in the vicinity of the
DO sag and in the additional portion of the river that will become exposed to
a higher level of water pollution. Effects of degradation have been discussed
under the no action alternative and include reduced diversity, higher
percentage of omnivorous species relative to insectivorous species, and
increased hybridization (depressed biotic index). It is possible that the
Circleville Riffle will be exposed Lo higher levels of pollution. Currently,
the aquatic community in the vicinity of the riffle is considered to be in
very good condition. It supports a high diversity of species. In the 1960s
and 1970s it was seriously degraded and has only recently recovered in the
early 1980s. These factors indicate the community may be sensitive to habitat
degradation. It is possible that this community will experience degradation
under the one-plant alternative, reversing the recent trend of improved
conditions.
Construction across the river bed of the Scioto may have a localized,
short-term but severe impact on aquatic habitat and biota. Impacts will stem
primarily from increases in sediment transport and deposition downstream of
the construction site. Fish will suffer fewer short-term impacts than benthos
as they can avoid the construction site, but stresses and mortalities should
be expected. Localized populations may be reduced if riffles used for feeding
and spawning become covered with sediment. Increased turbidity will also
temporarily damage habitat of species which use pools, due to lowered oxygen
levels caused by organic loads associated with eroded soils. The distance
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affected and the degree of stress depend on the amounts of sediment which
will ultimately enter the water; however, mitigation techniques proposed for
this project alternative (see Table 6-13) should minimize these impacts.
To minimize damage to aquatic biota, construction will be scheduled when
river flow is low. Also, construction during springtime will be avoided not
only because of potential high flows, but also because most, if not all, fish
in the Scioto spawn at that time (Yoder 1987b). These and other mitigative
measures proposed by the city of Columbus as part of the one-plant alternative
are listed on pages 2 and 3 of Table 6-13.
6.3.3 Endangered Species/Habitat
6.3.3.1 Ho Action
Terrestrial endangered species should not be affected by the no action
alternative. However, the aquatic endangered species habitat will suffer due
to continued degradation of water quality. Several federal and state
designated endangered and rare fish have been sighted in the Central Scioto
River mainstem within the past 5 to 7 years and those species are most likely
to be disturbed. The species are the river redhorse, mooneye, goldeye, and
Tippecanoe darter. Poor water quality will exclude them from the affected
portions of the Scioto River through avoidance, lowered reproductive success,
and/or mortality. The degraded habitat will prevent their populations from
growing in the affected areas. The shortnosed gar, lake chubsucker, and
paddlefish have been sighted in the Central Scioto, but generally favor a
habitat type not well-developed in the Scioto River. This species probably
would not establish a population in the river even under natural conditions
(Yoder 1987b).
Small populations of other endangered or rare fish live on tributaries to
the Scioto River where water quality is better. The Central Scioto River
mainstem potentially could provide habitat for these species, if water
quality was improved. Continued degradation of water quality will decrease
the chances for these fish to expand their ranges into the Scioto River. The
restriction of available habitat will prevent populations from increasing in
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numbers. These species include the bluebreast darter, slender head darter,
spotted darter, and blacknose shiner.
The only federally listed endangered fish in the area is the Scioto River
madtom. The fish was last sighted in Big Darby Creek in 1957, although
efforts to find it were made as recently as 1981. Implementation of this
alternative will probably not have a direct impact on the fish, if it still
exists in Big Darby Creek, but it will preclude any potential for the
expansion of the present habitat.
Several state endangered mollusks may inhabit Big Darby Creek and the
Circleville Riffle of the Scioto River. They are native to the Central Scioto
River, but are highly sensitive to pollution from WWTP effluent (Stansbury
1986). Continued degradation of the Scioto River below the WWTPs will depress
the potential for these species to re-enter their former habitat. Based on
surveys conducted from 1955 to 1970, species that may currently live in the
region are the cob shell, Simpson's shell, northern riffle shell, fragile
heelsplitter, and ridged pocketbook (Stansbury 1986, 1987). Although there
have been no recent surveys of the Scioto River, a survey of Big Darby Creek
conducted within the past 3 years identified the following species: smooth
minishell, smooth cob shell, northern club shell, fragile heelsplitter, and
northern riffle shell. A few endangered mollusks have occasionally been
sighted in the Scioto River in earlier surveys.
6.3.3.2 Two-Plant Alternative
Endangered aquatic species should benefit from implementation of this
alternative. Improvements in water quality should allow the fish species that
have been captured in the Scioto River (river redhorse, mooneye, gold eye, and
Tippecanoe darter) to increase in abundance and allow those species inhabiting
tributaries (bluebreast darter, slenderhead darter, spotted darter, and
blacknose shiner) to expand their ranges. Specific information on the
tolerances of these species to turbidity and lowered DO is not available,
preventing an assessment of the conditions under which these species would
establish permanent breeding populations. Increased habitat for feeding,
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however, should benefit populations. Improved water quality in the Scioto
River may increase potential for the Scioto raadtora population to expand its
numbers and range.
Mollusk populations should benefit from this alternative because it could
offer them an expanded habitat and therefore the opportunity to increase in
abundance. Because they are sensitive to WWTP effluent, they would most
likely move into areas further downstream from outfalls. As larvae, the
unionid mollusks are carried to new environments on gills of fish. Little
information is available on suitable fish species, but freshwater drum is
believed to be one such species (Stansbury 1987). Freshwater drum is a
pollution sensitive species. The potential for increased numbers of
freshwater drum in response to improved water quality also may play a role in
the migration of mollusks.
6.3.3.3 One-Plant Alternative
Long-term impacts of this alternative stem from: 1) modified water
quality below Jackson Pike and Southerly, and 2) reduction in flow between the
Jackson Pike and Southerly WWTPs. Short-term impacts stem from construction
at the Southerly WWTP site.
Below Jackson Pike, water quality will be somewhat improved under most
flow conditions. These improvements may encourage rare, threatened and
endangered aquatic fauna to increase in range and abundance, entering the
Scioto River from tributaries or less impacted river areas further downstream.
Species most likely to migrate from downstream areas include the river
redhorse, mooneye, goldeye, and Tippecanoe darter. Species most likely to
move into the river from tributaries include the bluebreast slenderhead and
spotted darters, and the blacknose shiner.
Under the one-plant alternative, however, the critical low flow condition
will be the limiting factor on re-colonization of the Upper Scioto River
(between Jackson Pike and Southerly) by rare, threatened, and endangered
species. Because of the nearly 90 percent reduction in river flows which will
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result from this alternative during low flow conditions, residual DO demands
from other upstream sources (urban lunoff and the Whittier Street CSO) will
result in degraded water quality in shallow, still pools during warm weather.
Under these conditions, the sensitive species will be reduced or eliminated,
cancelling the benefits to water quality which will occur under higher flow
conditions.
The nearly 90 percent reduction in river flows between Jackson Pike and
Southerly under low flow conditions, will exert additional negative impacts on
aquatic fauna due to the physical effects of reduced flows and diminished
habitat area. Of the species mentioned above, the river redhorse is thought
to be particularly sensitive to slow and intermittent flows. Reduced
velocities associated with low flow could stress this species and possibly
limit its range. Because many of the species feed in riffles, drying out of
riffles also could hinder the movement of these species into the affected
river segment. Unionid mollusks favor riffle habitats and require shallow to
medium depth, fast flowing water for feeding. Should mollusks move into the
area, a dryout could cause mortalities and stress the population.
Reproduction of mollusks is dependent on swift currents and fertilization
occurs in fall. It is possible that low flow conditions could prevent
permanent expansion of the mollusk population into this reach of river.
Construction at the Southerly WWTP may threaten endangered terrestrial
and aquatic fauna. The loss of trees along the Scioto's banks may damage
potential habitat for the federally endangered Indiana Bat. The bat nests in
shaggy barked trees, preferably the shaggy barked hickory, along river banks
in summer. Because the bat has been sited recently in nearby Pickaway County,
precautions should be taken to protect its nesting habitat. Tree removal
associated with implementation of the one-plant alternative, if selected,
should be timed to avoid the May through August (Multerer 1986) nesting
periods. Because this alternative would result in an insignificant
incremental reduction in habitat area available to this species throughout its
range, this potential impact is considered minimal.
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Endangered fish with the greatest potential to be effected by
construction at Southerly include those most recently found in the area:
river redhorse, mooneye, and goldeye. These species are all highly sensitive
to turbidity. It is likely that individuals will be able to avoid the area,
but if not, they raay be stressed or suffer mortalities. The Tippecanoe
darter may be at risk if sustantial quantities of sediment are carried as far
downstream as the Circleville Riffle. However, this darter has not been
sighted above Circleville for the past 5 to 7 years. Should sediment
concentrations increase markedly in lower Big Walnut Creek, the resident
population of slender-head darters might be disturbed, as these darters are
also highly sensitive to turbidity. Because most of the endangered fish spawn
in spring, construction should not be scheduled at this time. Mitigative
measures outlined by the city of Columbus indicate construction will proceed
during a low flow period, which should not coincide with spawning. The impact
of construction on fish should be temporary and should not prevent these
species from expanding their ranges and numbers once the habitat recovers
(Yoder 1987b).
Because no mollusks are believed to live in the Scioto River near the
Southerly WWTP, construction should not be problematic. In surveys conducted
between 1953 and 1970, mollusks were found on the Circleville Riffle and in
the banks of lower Big Darby Creek. The riffle is known to support
populations of rare, threatened, or endangered fish and may support some
unionid mollusks (Stansbury 1987). Should sediment be transported down to the
riffle, mollusk populations may be harmed by increased turbidity. Estimates
of sediment transport associated with construction are not available; however,
it is considered unlikely that any signficant impact would be felt in the
Circleville Riffle.
6.3.4 Conclusions
No impacts to terrestrial and wetlands biota/habitat will occur as a
direct result of either the no action or two-plant alternatives. Under the
one-plant alternative, minimal impact will occur for potential habitat of the
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Indiana Bat, an endangered species. Wetlands habitat is not impacted by any
alternative.
The one-plant alternative will require removal of a narrow band of
forested area on both sides of the Interconnector crossing of the river. This
impact will remove mature trees on the west bank and younger specimens on the
east bank. Although the removal of forest habitat is signficant and long term
locally, the increment is quite small regionally and the overall impact is
considered minimal.
Any direct impacts associated with construction of the one-plant
alternative are easily mitigated. The city of Columbus has proposed an array
of mitigation measures which will minimize the potential impacts of
construction.
Elimination of the Jackson Pike WWTP under the one-plant alternative will
remove a localized area of attraction to waterbirds, shorebirds, and
songbirds, including several rare species. These birds are presently
attracted by the ponds and settling basins, the brushy edge vegetation
habitat, and the open water of the Scioto River, which is prevented from
freezing during winter by the warm effluent. The Jackson Pike site is popular
as a birding site due to the variety of species which may be observed at this
location.
No significant additional changes in aquatic biota/habitat will occur
under the no action alternative, although little recovery of the currently
degraded conditions is expected.
Under the two-plant alternative, improvements in aquatic biota/habitat
will occur below Jackson Pike and Southerly. Because of the impacts from
remaining pollutant sources upstream of Jackson Pike (urban runoff and CSOs),
the greatest improvements in aquatic biota/habitat will be realized below
Southerly.
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The one-plant alternative will improve water quality below Southerly,
compared to the no action alternative, but to a lesser extent than the two-
plant alternative. This comparatively reduced beneficial impact results
from a greater residual wasteload demand discharged at Southerly under the
one-plant alternative and the enlarged resulting DO sag, compared to the one-
plant alternative. It is possible that this enlarged sag may extend to
Circleville and interfere with existing point source dischargers in the
Circleville area.
Below Jackson Pike, water quality would be improved under most flow
conditions, resulting in an average improvement in aquatic habitat/biota.
However, under critical low flow conditions, the continuation of extreme low
river flows, resulting from the loss of the Jackson Pike effluent and the
remaining background loadings of pollutants (urban runoff and CSOs) may result
in short term but severe water quality stress. This stress will result in
critical impairment of aquatic habitat/biota and will be the dominating factor
in the riverine ecology between Jackson Pike and Sourtherly during the
critical warm weather season.
The reductions in river flows, resulting from elimination of Jackson Pike
effluent under the one-plant alternative, will further limit aquatic
biota/habitat below Jackson Pike through removal of physical habitat. Because
critical low flow in the river below Jackson Pike will be reduced by nearly
90 percent under the one-plant alternative, aquatic habitat will be impaired
through exposure to drying and reductions in the volume of remaining aquatic
habitat. These impacts will be especially severe in shallow riffle areas.
6.4 ENVIRONMENTAL CONSEQUENCES - HUMAN ENVIRONMENT
6.4.1 Planning and Land Use
6.4.1.1 No Action Alternative
Under this alternative, use of the Jackson Pike and Southerly WWTPs would
continue with only minor maintenance. No land acquisition or zoning changes
would be necessary and, therefore, no impact would be anticipated.
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6.4.1.2 Two-Plant Alternative
No land acquisition or zoning changes will be required under this
alternative. Under this alternative, a smaller portion of the Southerly site
would be used for wastewater facilities than under the one-plant option. As
previously explained this land has already been purchased and disturbed during
construction to meet compliance wil.h water quality standards by 1988. In
addition, there will be some expansion near the southeast corner of the
existing Jackson Pike facility. This land is owned by the city, is vacant,
and is not slated for other development.
6.4.1.3 One-Plant Alternative
No land acquisition or zoning changes will be required under this
alternative. Under the one-plant alternative, a larger portion of the
Southerly site would be used for wastewater treatment facilities than under
the two-plant option. The land required for these facilities already has been
purchased by the city and was disturbed and graded as the city pursued
construction to meet compliance by 1988. The one-plant alternative will
require expansion of the river crossing. The necessary land is already owned
by the city and was previously disturbed. Upgrading of these facilities may
disturb day-to-day farming activities of several farms located on Route 665;
however, these effects will be short-term and minimal.
6.4.2 Noise
6.4.2.1 No Action Alternative
The no action alternative would not involve new construction or its
associated noise impacts. Noise from the regular operation of the Jackson
Pike and Southerly WWTPs would continue at current levels. These are not
considered a nuisance at this time.
6.4.2.2 Two-Plant Alternative
Ambient noise levels near both treatment plants will increase during
construction activities. As mentioned above, construction specifications will
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minimize these effects. Operational noise is not expected to be a nuisance.
6.4.2.3 One-Plant Alternative
Ambient noise levels in the area will increase during construction. The
one-plant alternative will result in the concentration of construction
activities at Southerly and therefore increase noise levels at that location.
However, project construction specifications will include provisions for
minimizing these short-term impacts, and, in accordance with standard
practice, all construction activities will be performed during regular working
hours and all vehicles will be equipped with mufflers. Noise associated with
operation of the improvements to wastewater treatment facilities at the
Southerly WWTP will occur due to the operation of the machinery and traffic
serving the facilities. These increases are not expected to be a nuisance to
nearby residents.
6.4.3 Public Health
Adequate disinfection of the effluent from sewage treatment facilities is
critical for the protection of public health. Untreated effluent can result
in the release of pathogenic microorganisms capable of causing widespread
outbreaks of disease. Current disinfection practices at both the Southerly
and Jackson Pike WWTPs are successfully controlling the release of pathogenic
microorganisms to the Scioto River, as evidenced by low effluent fecal
coliforra counts. Treatment levels are expected to improve slightly with the
upgrading of facilities under either the one- or two-plant alternatives.
Land application of anaerobically digested sludge is a widely practiced
method of sludge disposal. The primary public health concern regarding this
disposal method is the entrance into the food chain of contaminants contained
in the applied sludge. The state of Ohio has issued strict guidelines
regulating this practice in order to protect public health interests.
Adherence to these regulations under either the no action, one-plant, or two-
plant alternatives is expected to protect the public from any adverse health
effects.
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6.4.4 Energy Use
The energy requirements associated with the upgrading of facilities at
Jackson Pike and/or Southerly WWTPs include:
Gasoline and diesel fuel for construction equipment and for hauling of
solids to landfill, land application, or composting.
Electric power for the operation of pumps, aerators, miscellaneous
plant equipment, and heating and cooling.
Methane gas (produced by anaerobic digestion) for use as an energy
supplement within the plants.
The impact of these energy requirements is not projected to deplete local
reserves significantly. Current requirements will increase slightly under the
two action alternatives as flows increase. The one-plant alternative is
estimated to require 10 to 20 percent less energy than the two-plant
alternative due to efficiencies of scale.
6.4.5 Economics and Employment
Employment levels at the two treatment plants under the no action
alternative would remain constant at approximately 212 persons. Employment
requirements are estimated at 135 people for the one-plant alternative and 191
people for the two-plant alternative. The two-plant alternative requires less
personnel than the no-action due to more efficient computerized control
equipment. Employment requirements are the least under the one-plant option
due to economies of scale. These differences are reflected in annual
operation and maintenance (O&M) estimates.
The economic impact in the Columbus area of combined capital and O&M
expenditures would be roughly similar under the one- and two-plant options.
The no action alternative would not provide economic benefits from these
expenditures. Quantification of indirect economic benefits cannot be
performed at the current level of project planning and financial analysis.
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6.4.6 Historic/Archaeologic Resources
Neither the no action nor the two-plant system alternatives will have
direct impacts on known historic resources. However, the one-plant option
could impact an archaeologic site at the point of the river crossing.
Archaeologic surveys were performed in 1985 by Dr. John Blank in order to
evaluate impacts from site work planned by Columbus to meet 1988 compliance
with water quality criteria. During Dr. Blank's Phase I and Phase II survey,
four sites not eligible for the National Register were identified within the
boundaries of the Southerly WWTP site. Dr. Blank recommended a further (Phase
III) archaeologic survey. However, at a meeting in March of 1986 the Ohio
Historic Preservation Officer (OHPO) approved the initiation of site work
necessary to build improvements to comply with water quality limits at the
Southerly WWTP; this work has since been completed. Additional construction
under the one-plant alternative may still require a further (Phase IH)
investigation. The OHPO has been contacted to determine the need for this
work. At this time, no significant impacts are expected, since documentation
and recovery of these sites will mitigate potential impacts.
6.4.6.1 No Action
The no action alternative will not involve new construction at either
WWTP. No impacts to known or unidentifed archaeologic resources are
anticipated.
6.4.6.2 Two-Plant Alternative
Impacts to archaeologic resources at the Southerly WWTP under the two-
plant option will be minimal. During 1985 Dr. Blank, Professor of Archaeology
at Cleveland State University, surveyed the Jackson Pike WWTP site. Dr. Blank
estimates that Jackson Pike was built on approximately 20 feet of fill
material, isolating any archaeologic resources below from disturbance. For
this reason the two-plant alternative should have no direct impact on
archaeologic resources at Jackson Pike.
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6.4.6.3 One-Plant Alternative
Construction at the Southerly WWTP under this alternative is not expected
to disturb archeologic resources identified during surveys in 1985.
The one-plant alternative involves extending four 78-inch gravity sewers
across the Scioto River. This may directly impact at least one known
archaeologic site. The Ohio State Historic Preservation Officer recommends an
archaeoLogic survey of the site to determine if this site is eligible for the
National Register of Historic Places. Since Dr. Blank's original survey
uncovered previously unknown sites at the Southerly WWTP site, it is probable
that construction activities associated with the extension of the gravity
Interconnector Sewer may also disturb unknown resources in the area. An
archaeologic investigation of all potential construction areas, including
temporary roads and rights-of-way, within the path of the gravity sewer should
be undertaken to ensure that these activities do not adversely impact unknown
archaeologic resources since these are predicted to occur frequently in this
area.
6.4.7 Recreation
Direct impacts on recreational use of the Scioto River are expected to be
minimal under either of the system alternatives. Under the one-plant
alternative, discharges currently returned to the river at the Jackson Pike
WWTP will be shifted to the Southerly WWTP and discharged downstream.
Watershed models indicate that this change in discharge location only will
affect the water elevation of the river during low-flow periods. The lower
section of the Scioto is generally shallow, slow-flowing, and lacking in
aesthetic and other qualities that promote recreational use on the northern
section of the river. Minor impacts on water elevation will not change the
current uses of this area. These include mostly duck hunting and fishing.
Boating in this area is largely limited to infrequent canoeing due to water
depths, which average 3 feet. None of the alternatives are expected to alter
these patterns of use significantly. Fishing on this section of the river,
while not as frequent as in areas north of the Greenlawn Dam, is directed
toward species adapted to the aquatic ecosystem existing here. The one-plant
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alternative, while occasionally lowering the river elevation minimally, is not
expected to cause so prolonged or significant an impact as to alter the basic
ecology of the area and thereby affect recreational use of the Scioto River.
Neither of the project alternatives will affect the park acquisition and
conservation easement program, which the city of Columbus is undertaking on
the lower Scioto River in accordance with the "Watercourse Plan for Columbus
and Franklin County.
6.4.8 Transportation
Direct impacts of the proposed project alternatives on vehicular
transportation in the Columbus area will involve short-terra effects on traffic
flow due to construction.
6.4.8.1 No Action Alternative
The no action alternative will not produce short- or long-term primary
impacts, leaving circulation patterns in their current status.
6.4.8.2 Two-Plant Alternative
Under the two-plant alternative, short-term construction impacts can be
expected at both the Southerly and Jackson Pike facilities, related to
construction vehicles and employees. These effects will be marginally greater
at the Jackson Pike site due to the more congested traffic patterns in the
downtown area. In neither case will impacts be significant enough to affect
the level of service in the area. Under the two-plant alternative, no off-
site construction is anticipated that would impact vehicular flow.
6.4.8.2 One-Plant Alternative
Transportation impacts of the one-plant alternative will be concentrated
at the Southerly plant during the construction process. Short-term increases
in traffic may occur, but are unlikely to affect the level of service on State
Route 23, which is currently functioning well.
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Some disruption of traffic flows along State Route 23 and intersecting
roads may occur as connections are made from the Jackson Pike WWTP to the
Southerly WWTP, but the use of proper traffic management should minimize this
over the affected period.
6.4.9 Conclusions
None of the alternatives are anticipated to cause significant impacts to
planning or land use. No land acquisition or zoning changes will be
necessary. With the one-plant alteinative, the land necessary for a river
crossing is already owned by the city of Columbus.
Ambient noise levels near the Jackson Pike and Southerly WWTPs will
increase during construction. The one-plant alternative will result in a
concentration of construction activities and related noise at Southerly.
Operational noise is not expected to be a problem.
Both the one-plant and two-plant alternatives will provide for the
adequate disinfection of wastewater. The no action alternative would prove
slightly less reliable than either action alternative. No significant public
health impacts are expected.
All alternatives will result in energy usage, however, no alternative is
projected to deplete local reserves signficantly. Construction equipment will
use gasoline and diesel fuel, while electric power is necessary to operate
plant equipment. The one-plant alternative should require less energy due to
efficiencies of scale. However, it is not possible to qualify this at the
facility planning stage.
The city currently has approximately 212 employees operating its
wastewater treatment plants. Under the no action alternative, these
employment levels would remain constant. Employment levels are reduced to 191
employees under the two-plant alternative due to the proposed installation of
computerized control equipment. The one-plant alternative has the lowest
manpower requirements (135 employees) due to efficiencies of scale.
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The three system alternatives will not have direct impacts on known
historic resources. However, the one-plant option could impact an
archaeologic site at the point of the river crossing. Additional survey work
is suggested for all construction areas to ensure construction activities do
not disturb archaeologic resources.
Direct impacts on recreational use of the Scioto River are expected to be
minimal under a one-plant or two-plant option. None of the alternatives are
expected to alter present patterns of river use.
t-
Direct impacts of the proposed project alternatives on vehicular
transportation in the Columbus area will involve short-term effects on traffic
flow due to construction.
6.5 ENVIRONMENTAL CONSEQUENCES - SECONDARY IMPACTS/INDUCED GROWTH
6.5.1 Secondary Impacts; Growth and Development
Sustained growth in the Columbus metropolitan area is projected through
2008. Upgrading existing wastewater facilities will accommodate this growth.
This discussion centers on secondary impacts projected to occur as part of
forecast growth. Secondary impacts are defined as indirect or induced
changes in population and economic growth or land use as well as other
environmental impacts resulting from these changes (USEFA 1975a; USEPA 1975b).
Secondary impacts from induced growth include: 1) increased demand for public
services; 2) increases in non-point source pollution and erosion and runoff
created by disturbances of stable areas; and 3) increased fiscal outlays
required to mitigate other secondary impacts, that is, provide additional
services.
6.5.1.1 No Action Alternative
Market demand for housing in the Columbus area, demonstrated by low
vacancy rates, increased housing and office space costs, as well as a large
number of subdivision and building permit requests are expected to remain
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high. This demand for residential, comraerical, and industrial uses is
concentrated in the parts of Columbus that already have water and sewer
service. Local planners feel that this demand will continue well into the
future. Since federal law mandates compliance with provisions of the Clean
Water Act by 1988, the no action alternative is not considered a viable
option.
6.5.1.2 One-Plant and Two-Plant Alternatives
Although some interceptor sewers in the Columbus area are nearing full
capacity and future growth could be restricted in some service areas, this BIS
cannot assess the capacity or potential for growth inducement of these lines,
since plans for suburban interceptor expansion are not yet finalized.
However, some of the growth projected in the northwest section of Franklin
County may not occur if interceptor lines do not improve.
In general, during past studies of growth inducement, in those areas of
the country where no sewer service existed or expansion of trunk or sewer
interceptor lines increase service areas, the act of providing sewer service,
the location and size of treatment plants, as well as sewer interceptor
routes was found to potentially induce growth or redirect development.
However, since the Columbus area already has sewer service provided by two
major treatment plants and 3,735 miles of sewer lines, and locations and
sizes of new interceptors are not finalized, the secondary impacts of
upgrading both of the existing treatment plants or phasing out one plant in
order to expand the other will be limited. For these reasons, growth
projections, dispersement of the projected population, and the size of the
future service area will not be affected by the one- or two-plant
alternatives.
Several factors have influenced growth and development in the Columbus
area over the past 20 years. These include the following growth determinants:
In-place linkages to interstate transportation systems: railroads,
highways, and major airports
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* Availability of public facilities, primarily water and sewer
Public policies encouraging economic growth and development
» Public policies regarding public land use regulation and taxation
(fiscal) policies
Public perception of suburban amenities, such as schools and parks.
As long as the Columbus economy is strong and continues to expand, and as
long as vacant land is available, the northern suburbs of Columbus will
continue to grow (see chapter 4). Developers and local residents find this
section of the county to be most attractive because of its readily available
recreation resources, existing public services, fine public schools, and close
proximity to the Columbus central business district (CBD). Although some
infilling has occurred, the city is also expanding its boundaries through
annexation in the northwest sector of the county. This is an area where the
incorporated areas of Dublin and Milliard are also expanding their boundaries.
Although State law limits annexation to contiguous parcels of land (land
adjacent to the established corporate limits of a city or village) the
political boundaries of the city of Columbus are not compact. The city has a
checkerboard pattern of annexation. Other incorporated areas in Franklin
County have similar disjointed municipal boundaries. Most of these
municipalities use annexation to gain the fiscal benefits of new commercial,
industrial, and residential developments. In the city of Columbus, developers
usually negotiated for water and sewer service. In these cases, water and
sewer service was withheld until proposed developments were annexed into the
city.
This reactive method of providing essential services has resulted in an
inefficient pattern of development. The Office of Strategic Planning
recognizes these inefficiencies and is encouraging infilling. Infilling is
the process of developing vacant parcels of land that are surrounded by
developed parcels of land. Most of the growth projected for the planning
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period can be accommodated by these vacant parcels of land located near the
Columbus city limits. Table 6-17 shows that this type of infill annexation
has already started to occur.
One community most likely to absorb secondary impacts from upgrading of
existing facilities is New Albany. This community is inside the future
service area, but outside areas presently served by water and sewer. As
discussed in chapter 2, strict septic system requirements are limiting growth
in this area to single homes on large lots of approximately 1 acre or more.
Once water and sewer is available, the average residential development in the
area will probably shift to one-quarter acre lots. This will reduce both
housing and development costs. Columbus has no plans to extend sewer
interceptor lines into the rural areas adjacent to New Albany (Joyce 1987).
The most obvious impacts of continued forecast growth will be degradation
in air and water quality and the increased demand for public services
together with the increased taxes and user fees required to finance these
services. Section 6.5.4 discusses the impacts of growth on community
facilities. These facilities include transportation, public utilities, police
and fire protection, and public education.
6.5.2 Secondary Impacts: Air Quality/Climate
This section presents an assessment of the impact of anticipated
population and related commercial and industrial growth on the ambient air
quality and climate in the Columbus area.
6.5.2.1 Secondary Impacts: Air Quality
Since portions of Franklin County have been designated as non-attainment
for total suspended particulates, the impact of projected growth on future
ambient particulate concentrations was assessed. Overall population increases
in the study area, with or without improved wastewater treatment facilities,
are not forecast to differ significantly. The analysis presented, therefore,
reflects impacts from overall population growth, rather than any incremental
increases due to the proposed project.
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TABLE 6-17. ANNEXATIONS THAT HAVE OCCURRED IN COLUMBUS
1984-1986
Number of
Annexations
1
3
4
Townships
1984
Franklin TWP
Mifflin
Perry
Norwich
Sharon
Plain
Jackson
Violet, Fairfield Co.
Blendon
Clinton
Praire
Acres Annexed
By Townships
.98
8.4
125.451
4.260
212.662
111.8
23.157
4.86
.13
4.9
2.09
Acres
Acres
Acres
Acres
Acres
Acres
Acres
Acres
Acres
Acres
Acres
1984 Total: 493.837 Acres
1985
1
4
2
3
Perry
Sharon
Franklin
Blendon
Norwich
Praire
Plain
340.63 Acres
73.436 Acres
18.188 Acres
15.902 Acres
250.001 Acres
1.65 Acres
200.00 Acres
1985 Total: 899.807 or 892.961 Acres
No. of Acres Annexed by TWP
1986
3
1
2
4
Franklin
Sharon
Perry
Clinton
Blendon
Mifflin
Praire
Norwich
Plain
Truro
6.6 Acres
12.92 Acres
40.57 Acres
983.197 Acres (940.8 Ohio
State University)
12.79 Acres
Acres
5.18
2.167 Acres
156.57 Acres
37.618 Acres
.528 Acres
1986 Total: 1256.81 Acres
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Growth forecasts (see chapter 4) show a 10 percent growth rate for the
period 1988 to 2000, and a 20 percent increase from 1988 to 2015. This
population growth will be accompanied by increases in particulate generating
activities such as residential and commercial fuel combustion, automotive
exhaust, tire and brake wear, and solid waste burning. The effect of the
increased particulate loading will depend primarily upon the local
meteorological conditions; however, in order to estimate impacts it may be
assumed that these growth rates would be accompanied by a corresponding
increase in particulate emissions.
The Ohio EPA (OEPA) operates several monitoring sites for total suspended
particulates throughout Columbus and the metropolitan area. The monitoring
sites closest to the two wastewater treatment plants are located at Woodrow
Avenue, about 1.5 miles northeast of the Jackson Pike WWTP, and Dennis Lane
in Grove City, about 5 miles west-southwest of Jackson Pike.
The monitoring locations closest to the high growth areas as outlined in
Figure 4-3 are Maple Canyon in the northeast, South Hamilton Road in the east-
northeast, Dennis Lane, Grove City in the southwest, and Cranston Drive in the
northwest. Assuming for simplicity that each of these high growth areas will
experience one-fourth of the expected increase in population and an associated
increase in ambient particulate matter levels, and furthermore, that the
Woodrow Avenue area would experience a like increase in particulate matter
levels, yields the following:
TABLE 6-18. CURRENT AMD PROJECTED LEVELS OF TOTAL SUSPENDED PARTICULATES
DUE TO POPULATION GROWTH (ug/m3)
Monitoring Avg. 1985 1988 2008
Station Time
Maple Canyon
So. Hamilton
24-hr
Annual
24-hr
Annual
131
49.3
92
47.0
133
50.0
93
47.7
135
50.7
94
48.3
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24-hr
Annual
24-hr
Annual
24-hr
Annual
74
36.8
93
38.6
132
49.5
75
37.4
94
39.2
134
50.3
76
37.8
96
39.7
136
50.9
TABLE 6-18. CURRENT AND PROJECTED LEVELS OF TOTAL SUSPENDED PARTICULATES
DUE TO POPULATION GROWTH (ug/m3) (CONT.)
Monitoring Avg. 1985 1988 2008
Station Time
Cranston
Grove City
Woodrow
«i
All values are well below the secondary standards of 60 ug/m for the
annual period and 150 ug/m for the 24-hr average. Therefore, it is expected
that air quality impacts due to project-related growth will not contribute to
the exceedance of any air quality standards, add to the local non-attainment
areas, or inhibit progress toward achieving ambient air quality standards.
In reality, however, it is not expected that particulate matter levels
will increase at the rates estimated above. Data compiled by Ohio EPA (1985a)
for the years 1976 to 1985 have shown a significant reduction in the levels of
suspended participates throughout Ohio. Percent improvements are shown in
Table 6-19 below. Data have been grouped according to whether an area is
considered urban or rural, and population- or source-oriented, indicating the
presence or absence of nearby major pollutant sources.
TABLE 6-19. PERCENT IMPROVEMENTS BY SITE CATEGORY
Site Category % Improvement
Urban/Source-Oriented 39
Urban/Population-Oriented 38
Non-Urban/Source-Oriented 36
Non-Urban/Population Oriented 31
Similar levels of improvement have been monitored at sites near the
service area.
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6.5.2.2 Secondary Impacts: Climate
Since the population growth and development are expected to change the
result in 24 hour or annual average air quality only slightly, it is very
unlikely that growth will contribute to changes in the climate of the area.
6.5.3 Secondary Impacts; Water Quality
To the extent that growth in the Columbus area can be related to the
proposed project, secondary impacts on water quality in the FPA can be
expected. However, the project is not projected to change the specific
locations and levels of local growth because the location of new or expanded
interceptors is presently unspecified.
Based on the current pattern of population distribution and growth
trends, generalized areas within the FPA have been identified where future
growth is probable. These generalized areas are depicted as "High Growth
Areas" in Figure 4-3. These growth areas can be grouped into four general
zones, based on watersheds, for the purpose of indirect water quality impacts
discussions. Moving clockwise around Columbus, the four general growth
impact zones are the Big Walnut Creek basin, including Blacklick Creek and
Alum Creek; a small area draining directly to the lower Scioto River,
southeast of Grove City, in Jackson Township; the Big Darby Creek basin; and
the upper Scioto River, including the Olentangy River.
6.5.3.1 Secondary Impacts: Water Quality - Big Walnut Creek
Growth projected for this drainage basin occupies the northeastern and
eastern fringes of the Columbus metropolitan area, roughly following the
Route 270 corridor (see Figure 4-3). This growth will directly affect
the headquarters of Big Walnut Creek, Blacklick Creek, and Alum Creek. Water
quality impacts will include those typical of urbanization:
Modified hydrograph (higher peak flows, lower base flows) and bank
erosion
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* Elevated turbidity, dissolved solids, and sedimentation
* Elevated water temperatures
Increased organic load (higher BOD, COD, TOG, and nutrients) and
decreased DO
Elevated levels of non-point toxics (pesticides, herbicides, and
complex organic compounds)
Increased coliform bacterial levels.
The extent of these impacts will be dependent on the rate and degree of
urbanization actually realized and on the extent to which stream management
practices are integrated with this growth.
Current information is inadequate to determine either the quantities of
particular pollutants, or the specific impacts of these pollutants. However,
all three streams comprising the Big Walnut Creek system are already subject
to water quality deterioration due to urban point sources and non-point source
loadings (see Section 2.3.5.2). The projected growth pattern in this stream
system will aggrevate existing DO, ammonia, and fecal coliform problems.
Although existing water quality degradation in the upper portions of the Big
Walnut Creek system will be exacerbated by projected growth, the lower
sections of this stream system are not projected to experience high growth
rates (Figure 4-3). Consequently, some water quality improvement will occur
(from natural wasteload assimilative capacity in the stream) before Big
Walnut Creek enters the Scioto River. The extent of this improvement, and
the degree of possible impacts on the Scioto (resulting from any residual
wasteload in Big Walnut Creek discharge) cannot be quantified with the
currently available data base.
6.5.3.2 Secondary Impacts: Water Quality - Lower Scioto
A small area east of Interstate 71, north of Route 665, south of
Interstate 270, and west of the Scioto is projected for high growth
(Figure 4-3). This area drains directly to the Scioto through a series
of small streams, including Grant Run and other unnamed permanent and
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intermittent drainages. Although the streams will be severely impacted by the
same generic water quality effects of urbanization cited in the preceding
discussion, these small streams are not known to represent significant aquatic
habitats within the FPA.
Because of the proximity of this area to the mainstern Scioto, little
natural wasteload assimilation will occur prior to the release of any urban
pollutants to the river; therefore, caution should be exercised during
development of these areas to control non-point runoff. The current data base
is not adequate to quantify potential impacts on the Scioto from this area.
6.5.3.3 Secondary Impacts: Water Quality - Big Darby Creek
High growth rates are predicted to occur on the west and southwest
fringes of the Columbus metropolitan area, outside of Interstate 270, north of
Interstate 70, and south of Interstate 40 (see Figure 4-3). Generic water
quality impacts will be as cited for Big Walnut Creek.
This growth zone is concentrated in the Hellbranch Run subdrainage basin
of Big Darby Creek. Hellbranch Run occupies a predominantly north/south
orientation, approximately midway between Interstate 270 and the mainstem of
Big Darby Creek, discharging to Big Darby Creek at the Interstate 71 bridge
(immediately north of the Franklin County/Fickaway County Line), north of
Harrisburg.
Because most of the growth in this zone will be captured by the
Hellbranch Run subbasin, impacts on Big Darby Creek upstream of the confluence
of Hellbranch Run will be minimal. However, Hellbranch Run will be directly
impacted by the projected growth in this zone. Due to the projection of high
growth along much of the stream's length, water quality in Hellbranch Run is
expected to exhibit significant deterioration over time.
Big Darby Creek currently exhibits "exceptional" water quality (see
Section 2.3.5.2). Upstream of the confluence of Hellbranch Run, little change
is expected based on the current projection of growth in this zone. However,
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Big Darby Creek will be impacted by gradually deteriorating water quality
discharges from Hellbranch Run due to the small flow from Helibranch Run, in
comparison with Big Darby Creek, and the high water quality in Big Darby
Creek, the severity of impact should be small. After the confluence of
Hellbranch Run, Big Darby Creek flows more than 25 miles before discharging
to the Scioto River. Therefore, Big Darby Creek water quality is expected to
recover from the impacts of future growth in Hellbranch Run before joining
the Scioto River and little or no impact will be evident in the Scioto
itself.
6.5.3.4 Secondary Impacts: Water Quality - Scioto/Olentangy Rivers
High growth is predicted for the north and northwest fringes of the
Columbus metropolitan area along the Scioto and Olentangy river mainsterns
(Figure 4-3). General water quality impacts will include those cited
previously for Big Walnut Creek. Because this growth is predicted to occur in
the immediate proximity of the Scioto and Olentangy mainsterns, urban
pollutants will enter these streams with little if any attenuation.
Water quality in the sections of the Scioto and Olentangy affected by
growth in this zone exhibit some degree of urban pollution; however,
conditions have improved in recent years (see Section 2.3.5.1). The degree to
which growth impacts will arrest or reverse this trend or the degree to which
water quality impacts will carry to more critical downstream areas in the
Scioto cannot be accurately determined with the currently available data base.
6.5.4 Secondary Impacts; Community Facilities
In rapidly growing metropolitan areas such as Columbus there are two
requirements in providing adequate community services. The first involves
maintenance of the existing facilities; the second involves expansion of these
services to meet increasing demands.
There are a number of ways to finance facilities to meet increased
service needs. These include:
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Increasing existing fees and charges
* Increasing income and property taxes
Assessing impact fees on developers
Assessing new fees and taxes Cor special districts
* Issuing bonds for capital improvements
» Coordinating service delivery among local municipalities
Expanding the tax base.
One of the primary methods used to finance services in the Columbus
region has been expansion of the tax base via annexations. While expanding
the tax base, new growth in these areas places demands on existing services.
If fees or taxes are inadequately assessed, the supply of community facilities
is adversely affected. Older facilities and services may not be properly
maintained or supported, and the demand for new facilities and services may
not be provided for in a timely manner.
In the Columbus area, demand for services has increased as each community
has expanded its boundaries. Many services are currently at capacity and are
showing signs of deterioration or stress. The services and resources with the
greatest potential for impacts from sustained growth are listed below:
Public water and sewer
Roads and highways
Public schools
Fire and police protection
Cultural resources.
6.5.4.1 Secondary Impacts: Community Facilities - Public Water and Sewer
The city of Columbus provides water and sewer service to most of Franklin
County. Parts of this system were installed as early as 1935. The Columbus
Infrastructure Report included in Appendix N lists the location of sewer and
water lines along with associated problems with each system. Almost 4,000
miles of sewer and water lines must be maintained throughout the Columbus
system. Although developers usually pay for the installation of sewer
6-104
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interceptors, the city must include operation and maintenance charges in its
rate structure. As the system ages and its size increases, operation and
maintenance costs also increase. Projected growth will increase the number of
system users. The impacts of maintaining other operations are discussed in
the Columbus Infrastructure Report. This report indicates that each
community will have significant funding shortfalls and that new revenue
sources must be tapped in order to maintain this system. The report urges an
increase in user charges and assessment fees to cover operation and
maintenance costs.
Aside from maintaining a system of water lines, the city is also
responsible for maintaining adequate water supply reserves. Columbus
currently draws 95 percent of its drinking water from surface water supplies.
As mentioned in the water quality section (Section 6.5.3), increased
recreational use and development heightens the potential for runoff into these
waterways. As described in the city's watercourse plan, providing a buffer
will limit the impacts of future development.
A recently completed water supply study prepared by the State of Ohio for
Columbus (Witlatch & Martin 1985) confirms that the city can meet its water
supply needs through the early 1990*s. This study recommends, however, that
additional sources be found. The city has four deep water wells. In order to
meet growth demands, the city may need to add more wells in the future.
6.5.4.2 Secondary Impacts: Community Facilities - Transportation
No secondary impacts on transportation are anticipated as a result of
this project under any of the alternatives. As previously described, the
Columbus area is active and growing. Road capacity problems currently exist
in several areas; some will be addressed under planned and/or programmed
transportation improvements. Future growth and development will aggravate
existing traffic capacity problems. However, none of the proposed
alternatives will result in growth that is more extensive or earlier than
that currently anticipated.
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The level of service provided by the Columbus area highway system appears
to be adequately meeting current needs of the system, although some roads in
some communities are approaching capacity. While data were not available to
precisely quantify the levels of service, experts as well as previously
referenced documents (see chapter 2) indicate that level of service capacity
has been reached in some communities and is approaching capacity in others.
Qualitative conclusions as to level of service are summarized in Table 6-20.
Table 6-20 identifies a poor level of service for highways in
Westerville. A major factor contributing to this over-capacity condition is
limited east/west access to 1-71 from the entire community, resulting in
severe traffic congestion. This traffic condition is reported to occur even
during non-rush hour periods. As indicated in Table 6-20, Dublin also is
experiencing traffic congestion. Dublin is a relatively small community with
a recent history of rapid growth where road systems are not adequate to
handle the increased traffic. New Albany is projected to experience the same
type of growth as Dublin, and it is reasonable to expect that the same type
of traffic congestion experienced in Dublin will occur in New Albany as
development proceeds.
In looking at the general results of levels of service estimates, it
seems reasonable to conclude that in many cases highway/road capacity has been
reached without regard to additional growth anticipated in the future. It is
also clear that growth is anticipated to continue and that the proposed
project is only one factor in determining the magnitude of that growth. It
does not appear from the available information that the implementation of the
project will increase growth beyond that already projected.
6.5.4.3 Secondary Impacts: Community Facilities - Public Education
Franklin County has 17 independent school districts including Columbus.
Each district operates its own schools and raises the funds to finance these
schools through local property taxes. Most of the schools in high growth
areas such as Dublin, Westerville, Worthington, and Hilliard are at capacity
and will require expansion in the near future.
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TABLE 6-20. CURRENT LEVELS OF SERVICE*
Highway (federal,
Incorporated Area state, and interstate) County Road
Dublin D - E D - E
Westerville F E - F
New Albany C - D C - D
Hillard D - E D - E
Reynoldsburg D - E D - E
Pickerton D - E -
Gahanna D - E D - E
Levels of Service Definitions:
Definition
A - Highest quality of service that represents free traffic flow,
indicates no restrictions on operating speed.
B - Stable traffic flow with few restrictions on operating speed.
C - Stable flow with high traffic volume and more restrictions on speed
and lane changing.
D - Approaching unstable flow with little freedom to maneuver.
E - Unstable flow, lower operating speeds than level D, short headway,
and accident potential high.
F - Forced flow operations where highway acts as a storage area and
there are many stoppages.
Source: Institute of Traffic 1976.
6-107
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These areas may be forced to increase their property taxes in order to
pay for new schools. Added to other public improvement needs the tax rate
may need to be increased, or taxpayers may be forced to decide between school
improvements or roadway improvements. One method of lim ting educational
costs that is being considered by the city of Columbus would be to request
that developers dedicate parcels within new developments for future
neighborhood schools. Table 6-21 lists the enrollment figures, existing
capacity, and other parameters for each school district.
6.5.4.4 Secondary Impacts: Community Facilities - Firt- and Police Protection
In 1977, MORPC prepared two reports: one addressing police protection
and the other addressing fire protection (Mid-Ohio Regional Planning
Commission 1977b). Neither of these studies have been updated. Both of
these reports indicated that providing adequate police and fire protection
for the Columbus area would require increased coordinat-on of services and
additional manpower. These reports found that the inconsistent pattern of
annexation by Columbus disrupted the delivery of these Hervices. The
problems referred to in these reports have not been directly addressed in the
intervening 10 years.
Some efforts have been made to mitigate problems. Columbus is currently
recruiting and training new police and fire fighters, and has plans to open
four new fire stations in the next three years. These stations will be
located in the northern sections of Columbus where most of the new service
demands associated with rapid growth have occurred. In addition, Franklin
County plans to make 911 service available by the end of 1987. However, as
these efforts have gone on, new problems have arisen. In order to cut the
costs of increased service demands, some smaller communities have dropped
their police forces without making contractual arrangements with Franklin
County for protection. Although this does not leave a community unprotected,
it does change the type of service provided. A comprehensive community
services plan, sound financial planning, and increased coordination of
services to the various communities would lessen the negative impacts of such
changes in service.
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TM£6-21. SCfflX
198WL987
School
Districts
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1935/86 1986/87
Broil- Etaroli-
|||^ |f- |||i^^
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66,823 66,153
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5,223 5,306
1,216 1,234
5,969 6,024
2,077 2,127
4,342 4,523
3,513 3,709
882 849
4,445 4,474
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16,035 15,931
5,053 5,105
11,034 11,440
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-------
6.5.4.5 Secondary Impacts: Community Facilities - Cultural Resources
Secondary impacts on historic resources could occur as a result of
changes in land use and zoning patterns as well as changes in the evolution of
neighborhoods during the growth process. Historic resources have been
inventoried in the study area. Land use changes may affect historic
properties adversely in numerous ways without stringent zoning codes, zoning
enforcement, containment of strip commercial and zoning map changes.
As communities grow and expand outwards from the central core,
neighborhoods lying between the commercial business core and new suburban
communities often go through a period of decline. Many of these older homes,
particularly in the midwest, are of historic significance. Examples of
historically significant communities are areas of American bungalows and
neighborhoods of turn-of-the-century catalog homes. During the cycle of
neighborhood decline there is a tendency for greater absentee ownership,
and lack of basic maintenance and repair. Moreover, without stringent zoning
enforcement, neighborhood integrity can decline as former dwelling units are
turned into marginal business locations. In addition, during new suburban
development, many older estates or farms are sold to developers. Without the
capacity within the local community to inventory significant farms or estates
of historic interest, many of the original estate/farm homes will be
demolished to make way for suburban progress.
To minimize loss of historic resources, Federal Community Development
Block Grant Funds could be applied to inventory older neighborhoods of
indigenous American architecture and draft public policies for preserving
these resources. Ohio Historic Inventory Districts that may be impacted the
most by induced growth are districts: 1-4, 8-10, 15-17, 20, and 22.
As described in chapter 2, archaeologic sites have been found to be
nearly continuous along the floodplain and on adjacent bluffs along the Scioto
River in the area of the Southerly WWTP. Since insufficient data have been
6-110
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collected and inventoried, knowledge of prehistoric culture along the Scioto
River and within the study area is not complete.
Increased urban development along the Scioto River in the vicinity of the
Southerly plant may increase the disturbance of unknown sites. As part of the
recreation plan for the Scioto River, conservation of the southern Scioto
riverbanks is recommended as a means of mitigating secondary impacts on these
resources.
6.5.5 Conclusions
Growth forecasts show a 10 percent growth rate for the period 1988 to
2000 and a 20 percent overall increase from 1988 to 2015. This population
growth will be accompanied by increases in particulate generating activities
such as residential and commercial fuel consumption, automotive exhaust, tire
and brake wear, and solid waste incineration. Calculations were made based on
the project growth rates. Based on this analysis, it is expected that air
quality impacts due to project related growth will not contribute to the
exceedence of any air quality standards, add to the local non-attainment
areas, or inhibit progress toward achieving ambient air quality standards.
Since the population growth and development are not expected to result in
a violation of ambient air quality standards, it is unlikely that growth will
contribute to changes in the climate of the area.
Based on the current pattern of population distribution and growth
trends, four generalized areas have been identified where future growth is
probable. These growth areas are grouped in four zones based on watersheds
for the purpose of water quality analysis. Water quality improvement is
anticipated to occur in the Big Walnut Creek before it enters the Scioto.
Little natural wasteload assimilation will occur in the lower Scioto prior to
the release of any urban pollutants to the river, therefore, caution should be
exercised during development of these areas to control non-point runoff. Big
Darby Creek currently exhibits exceptional water quality upstream of the
confluence of Hellbranch Run and impacts from development in Hellbranch Run
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will be mitigated prior to Big Darby joining the Scioto River. Development
along the Scioto/Olentangy mainsterns will result in urban pollutants entering
the streams with little if any attenuation.
In the Columbus area, demand for community services has increased as each
community has expanded its boundaries. Many services are currently at
capacity and are showing signs of deterioration and stress. Local reservoirs
must be protected from the negative impacts of increased development and
additional drinking water sources should be located. No secondary impacts on
transportation are anticipated as a result of this project under any of the
alternatives. Most of the schools in high growth areas such as Dublin,
Westerville, Worthington, and Milliard are at capacity and will require
expansion in the future. Fire and police protection will continue to face
problems from expanded urban development.
6.6 CONCLUSIONS ON ALTERNATIVES
The previous sections of this chapter presented evaluations of the one-
plant and two-plant alternatives based on engineering criteria and
environmental impacts. Table 6-22 provides a comparison of the one-plant and
two-plant alternatives based on the environmental impacts. Table 6-23
provides a comparison between the one-plant and two-plant alternatives based
on engineering criteria and major environmental issues.
The two-plant alternative is recommended over the one-plant based on the
following:
The two-plant alternative has a lower present worth cost than the one-
plant alternative.
The two-plant alternative would be more reliable than the one-plant
with respect to shock loads of pollutants to the sewer system.
The two-plant alternative would provide more flexibility to adapt to
increased future flow, to adapt to more stringent effluent limits, and
to address combined sewer overflows.
The two-plant alternative would be easier to implement since the
majority of the facilities at each plant already exist.
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Criteria
One-Plant
Rao-Plant
Aim. User Costs
Sur. W. Qual.
Air/Odors
Soils/10 Ag
GW
Proj. 88:GW
Surface Flows
Terr. Bio.
Aq. Bio.
m - $42-76 add'l user charges
(new total: $150-184)
<$500/yr = not excessive
M - Impaired upstream water quality
M - WQ unpaired @ normal flow
M - Enlarged downstream DO sag
M - Potential for conflicts w/down-
streara dischargers
M - Short-term constr. inpacts due
to river x-ing
m - Sludge incineration impacts -
no addtl. violations of standards
ra - Construction-related erosion -
easily mitigated
m - Possible reductions in GW recharge
along upper Scioto
M - Vfells dewatered due to constr.
M - Low flow reduction (86%) in
upper Scioto
m - Habitat loss due to constr. at
Southerly (incl. river x-mg;
greater on W. bank)
m - Reduction in open-water habitat
@ J.P. in winter
M - Habitat reduction and impairment
@ If between J.P. and Southerly
M - Habitat impairment below Southerly
@ LF
m - Short-term habitat disruption
due to river x-ing
Issue
M = Myor
ra = Minor
Impact
- = Negative
+ = Positive
o = Neutral
m - $41-68 add'l user charges
(new total: $149-176)
<$500/yr = not excessive
m + minor improvement in WQ at LF
m + WQ improvement at normal flow
m + Downstream DO sag minimized
m + Potential for downstream conflicts
minimized
m o no impacts
m - [Repeat of one-plant]
m + Construction-related erosion
minimized - easily mitigated
m o No impacts
M - [repeat of one-plant]
@ Southerly - mitigated
m o No change in current low flow
conditions
m o No impact
ra o No impact
m o No change
m + Minor habitat improvement below
Southerly
m o No impact
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Criteria
One-Plant
Ttar-Plant
Endangered Sp.
Plarm./L.U.
Noise
Pub. Health
Energy Use
Econ./Enploy.
Hist./Arch.
Recreation
m - Impaired habitat belcw J.P. at IF
ra - Loss of bird habitat at J.P.
m -~ Reduction in Indiana BAT habitat
due to river x-ing (greater on
W side); easily mitigated
M - Impaired habitat below Southerly
m - Poten. short-term disruption of
fanning (easily mitigated)
m - Short-term constr. increase/
long-term OSM increase: both
easily mitigated
m + Slightly less (10-20%) energy
use due to economies of scale
m + Construction expenditures:
$269 million
Annual employment: 135
ra - Potential disrupt, of 2-3 non-
eligible sites; can be mitigated
through recovery (Phase III)
m - Potential disrupt, of one possibly
eligible known site and other
unknown sites @ Scioto River crossing
m - Water level reductions during IF;
attenuated by low use levels of
affected areas during If
m + Minor improvement in habitat at LF
m o No change at J.P.
m o No Impact
m + Minor improvement below Southerly
m o No mpact
m o Expansion of SB comer of J.P.
m - [repeat of one-plant]
m - Slightly higher (10-20%) energy
use due to less economics of scale
m + Construction expenditures:
$215 million
Annual employment: 191
m - [repeat of one-plant]
m o No impact
m o No change
Issue
M = Major
m = Minor
Impact
- = Negative
+ = Positive
o = Neutral
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Criteria
One-Plant
"Rio-Plant
Transportation
2°:Develop.
2°:Air Qual.
2°:«ater Qual.
Pub. Mater/Sew.
Transportation
Pub. Education
Fire/Police Prot.
Cultural Res.
m - Short-term constr. impacts on roads
near Southerly
M o Accomrodates future growth;
distribution of. growth tied to
future local development plans
M - Non-point WQ deterioration (long-
term); worst in Hellbranch Run
M - Increased O&M costs/potential
funding shortfalls in surrounding
coonunities
M - Declining levels of service in
suburban connunities (New Albany,
Westenalle, Dublin)
M - Increased crowding in 17 Franklin
Co. school districts; possible
property tax increases
m - Potential service level/coverage
problems
m - Potential losses of hist.
structures and arch, sites due
to incomplete inventories and
limited ability to require
preservation and/or recovery
m - Short-term constr. impacts on
roads near both WWEPs
M o [repeat of one-plant]
M - [repeat of one-plant]
M - [repeat of one-plant]
M - [repeat of one-plant]
M - [repeat of one-plant]
m - [repeat of one-plant]
m - [repeat of one-plant]
Key;
Issue
M = Major
ia = Minor
Impact
- = Negative
+ - Positive
o = Neutral
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TABLE 6-23 ONE-PLANT/TWO-PLANT COMPARISON
CRITERION
ONE-PLANT
TWO-PLANT
PRESENT WORTH
COSTS
x
RELIABILITY
x
FLEXIBILITY
x
EASE OF
IMPLEMENTATION
x
EASE OF OPERATION
AND MAINTENANCE
x
SURFACE WATER
QUALITY
x
SURFACE WATER
FLOWS
x
AQUATIC BIOTA
x
ENDANGERED
SPECIES
x
\S ^
PREFERRED ALTERNATIVE
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The two-plant alternative could result in more positive impacts with
regard to the quality of surface water flows (Scioto River).
The two-plant alternative would not result in any negative impacts
with regard to the volume of surface water flows in the Scioto River
between Jackson Pike and Southerly.
The two-plant alternative would result in more positive impacts on
aquatic biota and endangered species.
6-117
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CHAPTER 7. PREFERRED PLAN
7.1 DETAILED DESCRIPTION OF PREFERRED PLAN
Based on the engineering and environmental evaluations presented in
chapter 6, the two-plant alternative is recommended as the preferred
alternative. This alternative involves upgrading Jackson Pike and Southerly
to provide wastewater treatment for the Columbus area through 2008.
Figure 7-1 presents a flow diagram of the two-plant alternative. Figures 7-2
and 7-3 present flow schematics of the Jackson Pike and Southerly WWTPs,
respectively. The following sections describe the required facilities.
7.1.1 Interconnector/Headworks
Under the two-plant alternative, the north end of the Interconnector
(i.e. tributary to Jackson Pike) would require completion to allow diversion
of excess Jackson Pike flows to the Southerly WWTP. The north end of the 150-
inch diameter Interconnector Sewer would be constructed along the west and
north sides of the Jackson Pike WWTP. A diversion chamber would be installed
on the O.S.I.S. ahead of Jackson Pike at the intersection of the O.S.I.S. and
the Interconnector Sewer.
New headworks are required at the Jackson Pike WWTP. The new headworks
wouId include:
Four coarse bar racks
Four 35 MGD raw sewage pumps
Four mechanically cleaned bar screens
Four aerated grit chambers.
The south end of the Interconnector (i.e. tributary to Southerly) would
not require expansion or modification under the two-plant alternative. The
existing pump station and force mains are adequate to convey projected flows.
The existing Southerly headworks are also capable of processing projected flows.
7-1
-------
SOUTHERLY SERVICE AREA
AVG, FLOW = 66 MGD
PEAK FLOW = 99 MGD
JACKSON PIKE SERVICE AREA
AVG. FLOW = 88 MGD
PEAK FLOW = 132 MGD
i
N>
INTERCONNECTQR
AVG. FLOW = 8 MGD
PEAK FLOW = 33 MGD
SOUTHERLY VVTP
AVG. FLOW = 74 MGD
PEAK FLOW = 131 MGD
JACKSON PIKE VVTP
AVG. FLOV = 80 MGD
PEAK FLOV = 100 MGD
VEST TRAIN
AVG. FLOV = 37 MGD
PEAK FLOV = 65.5 MGD
CENTER TRAIN
AVG. FLOV - 37 MGD
PEAK FLDV = 65.5 MGD
PLANT 'A'
AVG. FLOV =: 48 MGD
PEAK FLOV = 60 MGD
PLANT 'B'
AVG. FLOV = 32 MGD
PEAK FLOV = 40 MGD
FIGURE 7-1
RECOMMENDED PLAN
FLOW SCHEMATIC
-------
PLANT 'A'
PRIMARY ,-n*., SECONDARY
CLARIFICATION AERATION CLARIFICATION
RAV
INFLUENT
PUMPING
SCREENING
GRIT
REMOVAL
PREAERATIDN
INCINERATION
TO
LANDFILL
PRIMARY
CLARIFICATION
PLANT 'B'
EFFLUENT
L.S-J
AERATION
SECONDARY
CLARIFICATION
CHLORINATION/
DECHLORINATION/
POST AERATION
PRIMARY
SLUDGE
HOLDING
GRAVITY
THICKENING PS
CENTRIFUGE
DEWATERING
WAS
HOLDING
CENTRIFUGE
THICKENING
WAS
THICKENED
SLUDGE
BLEND/STORAGE
DIGESTED ANAEROBIC
SLUDGE HOLDING DIGESTION
TO LAND
APPLICATION
FIGUKE 7-2
JACKSON PIKE VWTP
FLOW SCHEMATIC
-------
CENTER TRAIN
PREAERATIQN
PRIMARY
CLARIFICATION
AERATION
SECONDARY
CLARIFICATION
CHLORINATION/
» »> DECHLORINATION
| POST AERATION
SCRLENlNb PUMPING | y
f
RAW PRIMARY AERATION FFFl UFNT
INf- LUiNl CLAkil- 1CA 1 ION
f"DTT DC*Mn\/AI ~t '
uKi i KLMUVAL. - .
PREAERATION WEST TRAIN
GRAVITY
THICKENING PS
r _L
.^ AMArpnnTf
^* rilNtti_l\UUi^
rrNTRTFURF DIGESTION
DEWATERING
\
T1FUATFPFT1
I 1 SLUDGE
I STORAGE
TKJHTNFRATTnN
T0 TO LAND 1
LANDFILL APPLICATION COMP
,S ^ _>,
V V
f -I SECONDARY
1 ri ARTPTrATTriM
],, ,..., ^{"MTDTfl \f~f~
ULN 1 K I r Uuc.
_ THICKENING
WAS
THICKENED
SLUDGE
BLEND/STORAGE
FIGURE 7-3
-0 SOUTHERLY WTP
OSTING FLOW SCHEMATIC
-------
7.1.2 Wet StreamTreatment
The recommended wet stream treatment scheme at both plants would consist
of the following processes:
* Preaeration
Primary Settling
Aeration
Final Settling
Chlorination/Dechlonnation
Post Aeration
Effluent Pumping.
The existing primary treatment facilities at both plants, which include
preaeration and primary settling, have adequate capacity to treat the
projected flows. Some rehabilitation of the existing facilities would be
required.
The semi-aerobic process is the recommended biological process for both
plants. The semi-aerobic process is a modified form of the conventional
activated sludge process. It offers more flexibility to achieve nutrient
removal and control sludge bulking than the conventional activated sludge or
trickling filter/activated sludge processes. It differs from the conven-
tional activated sludge process in that the first 25 to 40 percent of the
reaction basin is not aerated. Therefore, this section of each basin is in an
anaerobic or anoxic state. To eliminate backmixing from the aerated zone to the
anaerobic or anoxic zone, two baffles would be installed in the first bay of
each aeration basin. An internal mixed liquor recycle loop connecting the
effluent end of the aeration basin with the initial bay would be necessary. The
recycle loop would be utilized when ammonia bleed through was observed in the
later stages of the aeration basin. Recycling the ammonia would provide a
second opportunity for oxidation to nitrates and nitrites.
7-5
-------
The semi-aerobic process would be easily incorporated into the existing
tankage. Both plants would utilize existing aeration basins. The Southerly
WWTP would require two new basins, added to the Center Train, to treat the
projected flows and loads.
Post treatment at both plants would include chlorination, dechlorination,
and post aeration. Post aeration would take place in the final pass of the
chlorine contact tanks.
Existing effluent pumping at the Southerly plant is adequate to handle
the projected flows. Jackson Pike does not have an existing effluent pumping
facility. However, there are two 3.6 MGO effluent pumps on the A train. In
the Revised Facility Plan Update the city indicated that a new 100 MGD
effluent pumping facility would be required at Jackson Pike if the two-plant
alternative were to be implemented. In subsequent correspondence the city
referred to high river levels as the reason a pumping facility would be
required. Until further documentation is produced by the city on the
frequency and duration of high river elevations, a new effluent pumping
facility cannot be recommended. The cost estimates include approximately
4.5 million dollars for the facility. This cost will be subtracted if
documentation is not produced.
Tables 7-1 and 7-2 provide details on the recommended wet stream treat-
ment facilities at Jackson Pike and Southerly, respectively.
7.1.3 Sludge Management
The recommended solids handling scheme at both plants includes the
following processes:
Gravity thickening of PS
* Centrifuge thickening of WAS
Anaerobic digestion
Centrifuge dewatering.
7-6
-------
TABLE 7-1. JACKSON PIKE WET STREAM PROCESS DESIGN CRITERIA
Plant "A"
Plant "B1
FLOW
Average
Peak
PREAERATION
Tankage
Total tank volume
Detention time (avg. flow)
Detention time (peak flow)
48 MGD
60 MGD
2 existing @ 180 ft x 26 ft x 15 ft SWD
1.05 MS
31 nun.
25 rain.
32 MGD
40 MGD
2 existing @ 113 ft x 26 ft x 15 ft SWD
0.66 MS
30 min.
24 nun.
PRIMARY SETTLING
Tankage
Total surface area
Surface loading rate (avg. flow)
Surface loading rate (peak flow)
4 existing @ 150 ft x
48,000 sq ft
1,000 gpd/sq ft
1,250 gpd/sq ft
80 ft x 10 ft SWD
4 existing @ 150 ft x 80 ft x 10 ft SWD
48,000 sq ft
667 gpd/sq ft
833 gpd/sq ft
AERATION
Tankage
Total tank volume
Detention time (avg. flow)
Detention time (peak flow)
6 existing @ 900 ft x 26 ft x 15 ft SWD
15.75 MG
7.9 hr
6.3 hr
4 existing @ 900 ft x 26 ft x 15 ft SWD
10.50 MS
7.9 hr
6.3 hr
-------
TABLE 7-1. JACKSON PUCE WET STREAM PROCESS DESIGN CRITERIA (CONT.)
Plane "A"
FINAL SETTLING
Tankage
Total surface area
Surface loading rate (avg. flow)
Surface loading rate (peak flow
Solids loading rate (avg. flow)
Solids loading rate (peak flow)
8 existing @ 153 ft x 60
73,440 sq ft
654 gpd/sq ft
817 gpd/sq ft
23 Ib/day/sq ft
29 Ib/day/sq ft
ft x 12.5 ft SWD
Plant "B"
4 existing & 2 new @ 153 ft x 60 ft x 12.5 ft
55,080 sq ft
581 gpd/sq ft
726 gpd/sq ft
21 Ib/day/sq ft
26 Ib/day/sq ft
Plants "A" and "B" Combined
oo
CHLORINATION/DECHLORINATIOH
Tankage
Total tank volume
Detention time (avg. flow)
Detention time (peak flow)
Evaporators
Chlorinators
Mixers
Sulfinators
POST AERATION
Location
Diffuser system
Desired DO
ft x 10 ft SWD
2 new @ 100 ft x 75
1.12 JC
20.2 nan.
16.1 min.
4 <§ 2,000 Ib/day
4 @ 2,000 Ib/day
4 @ 10 HP
4 @ 2,000 Ib/day
Final pass of chlorine contact tanks
Fine bubble
7.0 og/l
EFFLUENT PUMPING
4 new @ 35 MGD, variable speed
-------
TABLE 7-2. SOUTHERLY WET STREAM PROCESS DESIGN CRITERIA
FLOW
Average
Peak
West Train
Center Train
37 MGD
65.5 MGD
37 MGD
65.5 MGD
PREAERATION
Tankage
Total tank volume
Detention time (avg. flow)
* Detention time (peak flow)
A existing @ 25.5 ft x 112.7 ft x 15.5 ft SWD A existing @ 25.5 ft x 112.7 ft x 15.5 ft SWD
1.33 MG 1.33 MG
f n ^A
1.33 MG
52 mm.
29 rain.
52 mm.
29 mm.
PRIMARY SETTLING
Tankage
Total surface area
Surface loading rate (avg. flow)
Surface loading rate (peak flow)
A existing @ 100 ft x 170 ft x 10 ft SWD
68,000 sq ft
5AA gpd/sq ft
963 gpd/sq ft
A existing @ 80 ft x 165 ft x 10 ft SWD
52,800 sq ft
701 gpd/sq ft
1,241 gpd/sq ft
AERATION
Tankage
Total tank volume
Detention time (avg. flow)
Detention time (peak flow)
6 existing @ 26 ft x 900 ft x 15 ft SWD
15.75 MG
10.2 hr
5.8 hr
A existing & 2 new @ 26 ft x 900 ft x 15 ft SWD
15.75 MG
10.2 hr
5.8 hr
-------
TABLE 7-2. SOUTHERLY WET STREAM PROCESS DESIGN CRITERIA (CONT.)
West and Center Trains Combined
FINAL SETTLING
Tankage
Total surface area
Surface loading rate (avg. flow)
Surface loading rate (peak flow)
Solids loading rate (avg. flow)
Solids loading rate (peak flow)
6 new @ 190 ft dia
170,000 sq ft
435 gpd/sq ft
771 gpd/sq ft
22 Ib/day/sq ft
38 Ib/day/sq ft
x 15 ft SWD
CHLORINATION/DECHLORINATION
Tankage
Total tank volume
Detention time (avg. flow)
Detention time (peak flow)
Evaporators
Chlonnators
Mixers
Sulfinators
2 new @ 150 ft x 64 ft x 10 ft SWD
1.44 MG
28.0 mm.
15.8 min.
5 @ 2,000 Ib/day
5 {? 2,000 Ib/day
4 @ 10 HP
4 @ 2,000 Ib/day
POST AERATION
Location
Diffuser system
Desired DO
Final pass of chlorine contact tanks
Fine bubble
7.0 mg/l
EFFLUENT PUMPING
6 existing @ 35 MGD, variable speed
-------
Solids disposal of the annual solids production at Jackson Pike would be
accomplished by the following processes:
50 percent would be incinerated, and the ash product landfilled.
SO percent of the dewatered sludge would be land applied.
Disposal of the annual solids production at Southerly would be
accomplished by the following processes:
50 percent of the sludge would be incinerated, and the ash product
landfilled.
25 percent of the sludge would be composted and distributed as a soil
conditioner.
25 percent of the sludge would be land applied.
Redundancy of sludge disposal methods at both plants is provided through
the incineration process. At Jackson Pike, the two existing incinerators are
capable of incinerating approximately 50 percent more sludge than Jackson Pike
will produce. At Southerly, the two new incinerators constructed in 1986 are
capable of incinerating aproximately 100 percent more sludge than the
Southerly plant is projected to produce under the two-plant alternative. In
light of the redundancy exhibited by the new Southerly incinerators,
rehabilitation of the older incinerators at Southerly does not appear
justified.
Tables 7-3 and 7-4 provide details on the recommended solids handling
facilities at Jackson Pike and Southerly, respectively.
7.2 IMPACTS OF THE PREFERRED PLAN
7.2.1 Financial Impacta
User charges are assessed to finance both capital construction costs and
7-11
-------
TABLE 7-3. JACKSON PIKE SOLIDS HANDLING DESIGN CRITERIA
GRAVITY THICKENING PS
Number of units
Total surface area
Solids loading race
Hydraulic loading rate
CENTRIFUGE THICKENING WAS
Number of units
Feed rate
ANAEROBIC DIGESTION
Number of units
Total volume
VSS loading rate
Solids retention time
CENTRIFUGE DEWATERING
Number of units
Feed rate
Polymer dosage
INCINERATION
Number of units
Rated capacity
3 new @ 65 ft dia. x 10 ft SWD
9,955 sq ft
12 Ib/day/sq ft
73 gpd/sq ft
2 existing and 1 new
500 gpm @ 1% solids
6 existing @ 85 ft dia. x 23.5 ft SWD
4 existing @ 70 ft dia. x 27.5 ft SWD
1.2 million cu ft
0.11 Ib VSS/day/cu ft
23.6 days
6 existing and 1 new
1,000 Ib/hr @ 4% solids
12 Ib/dry ton
2 existing 7-hearth @ 22.25 ft dia,
200 wet ton/day @ 20% solids
7-12
-------
TABLE 7-4. SOUTHERLY SOLIDS HANDLING DESIGN CRITERIA
GRAVITY THICKENING PS
Number of units
Total surface area
Solids loading rate
Hydraulic loading rate
CENTRIFUGE THICKENING WAS
Number of units
Feed rate
ANAEROBIC DIGESTION
* Number of units
Total volume
* VSS loading rate
Solids retention time
CENTRIFUGE DEWATERING
Number of units
Feed rate
Polymer dosage
INCINERATION
Number of units
Rated capacity
4 existing @ 45 ft dia. x 17 ft SWD
6,362 sq ft
14 Ib/day/aq ft
86 gpd/sq ft
4 existing and 1 new
250 gpm @ 1% solids
6 existing @ 85 ft dia. x 23.5 ft SWD
0.8 million cu ft
0.08 Ib VSS/day/cu ft
30.7 days
6 existing and 2 new
1,000 Ib/hr <§ 4£ solids
12 Ib/dry ton
2 8-hearth @ 25.75 ft dia.
260 wet ton/day @ 20% solids
7-13
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O&M costs of operating public facilities. Due to the uncertainty as to the
amount and time of current and future grants of Federal funds, it is useful to
present estimated user costs in a range from assuming no Federal funds
available to assuming a 55 percent grant for all capital construction. This
approach shows the full range of possible additional annual user charges.
For the recommended alternative, this range is $41 to $68. Added to 1985
annual user fees of $108, this range results in total future annual
residential user fee estimates of $149 to $176. These estimated fees only
apply to residential users. Commercial and industrial users pay similar fees,
and additional charges for extra strength effluent are also levied on some
industries.
Median, family income often is used to assess the affordability of
increases in user charges to average residents. Franklin County, which
includes most of the service area, had median family incomes over $17,000 in
1979. Given EPA guidance, an annual user charge of $367 would not be
considered excessive for this income category. Based on this guidance,
estimated additional user charges for the recommended alternative would not
make total user charges excessive.
7.2.2 Environmenta1 Impacts
7.2.2.1 Primary Impacts
Surface Water Quality
The recommended two-plant alternative would protect stream standards for
DO and ammonia. However, the treated effluent would contain a minimal
residual wasteload, which would be assimilated by the river without violating
water quality standards.
The recommended alternative would release the residual effluent DO demand
to the Scioto River at two locations (Jackson Pike and Southerly). Two DO
sags would therefore result, however, neither sag should result in contraven-
tion of water quality standards. Significant improvements to in-stream DO
7-14
-------
conditions would result from this alternative. Because significant pollutant
loads would continue to enter the Scioto River upstream of Jackson Pike (from
urban runoff and CSOs from Whit tier Street), the degree of water quality
improvement below Jackson Pike would be less than below the Southerly WWTP.
Under certain flow conditions, DO levels below the 5.0 rag/1 standard may occur
below Jackson Pike, related to CSO loadings. However, the presence of Jackson
Pike effluent during low flow events may lessen the DO impacts of CSOs and
upstream urban runoff.
Air Quality/Odor
The most significant long-terra impact to air quality from the recommended
alternative would result from the operation of incinerators as a primary method
for ultimate solids disposal. However, the recommended alternative should
result in a decrease in the total amount of solids incinerated at Southerly
due to the fact that anaerobic digestion would be practiced and also because a
portion of the solids at Southerly would be land applied. The level of
incineration at Jackson Pike would remain approximately the same.
A 25 percent increase in the amount of solids composted would result in
increasing odor potential near the composting facility. This increase may or
may not be offset by process changes, renovations, and the installation of new
units, which are expected to reduce the occurrence of earthy sewage odors
characteristic of this facility. These changes could reduce odors through the
reduction of moisture and maintenance of optimum temperature, pH, and oxygen
content through improvements to aeration and dewatering at the Southwesterly
Composting Facility.
Soils/Prime Agricultural Land
The physical and chemical characteristics of local soils govern the
extent of impacts from proposed improvements to the Southerly and Jackson Pike
WWTPs under the recommended alternative. First, the direct impact of soils
disturbance during the construction of new facilities and the removal of
7-15
-------
existing facilities would result in exposure and accelerated erosion within the
limits of the project sites. Second, land application of anaerobically
digested waste activated sludge to agricultural lands would modify the
composition of the existing soils. The impact of both segments of the project
will involve areas that have been designated, based on soils classification,
as "prime agricultural" lands.
Under the recommended alternative, there would be no additional land
outside the current site required for construction of the proposed upgrading
of the Southerly WHIP. At the Jackson Pike facility, an additional area of
approximately four acres (southeast of the existing plant) would be required
for new construction. This additional area is located on an abandoned ash
lagoon, within the confines of an existing earthen dike. It is now covered by
uncultivated vegetation and is not considered farmland or prime agricultural
land. The area is relatively flat; thus, extensive erosion during
construction should not be a serious problem if proper mitigation procedures
are followed.
Land application of anaerobically digested waste activated sludge is a
well-known and accepted method of solids management. Under the recommended
alternative, approximately 38 dtpd of sludge will be land applied, 12 dtpd
from Southerly and 26 dtpd from Jackson Pike. Based on 1985-1986 cadmium
concentration figures and a range of soil assimilative capacities typical for
this region, an application rate of 3.4 to 5.1 dry tons per acre per year can
be estimated. This results in an annual land requirement of 2,755 to 4,133
acres per year. Comments from OBPA and Columbus indicate that a site will be
limited to 16 years of active life because of zinc concentrations. Based on
the city's estimate of 200,000 acres available for land application within 40
miles, site availability should not be a problem. Current land application
operations have proven successful with no reported contamination or adverse
health effects; this performance should continue based on current guidelines.
7-16
-------
No significant impacts are forecast to area soils or prime agricultural
land under the recommended alternative
Groundwater
The recommended alternative is not expected to cause signficant impacts
to area groundwater resources through potential interaction with the Scioto
River since WWTP discharge levels and any associated impacts will remain
similar to current practices. Because the stretch of the Scioto River
affected by the Jackson Pike WWTP is small and because the river bed is
believed to be at least partially sealed by industrial and WWTP sludges,
little or no impact on the groundwater system by improvements to surface water
quality is expected.
A draw-down of groundwater elevations and drinking water wells occurred
in 1986 to the town of Shadeville, a suburb of Columbus, due to a dry spell,
construction dewatering at the Southerly WWTP, and groundwater pumping for the
city's Parsons Avenue Water Treatment Plant. This caused the water table to
drop about 8 feet leaving many of Shadeville's wells inoperational. This
impact was mitigated through the extension of centralized water service to
Shadeville by the city. Any future impacts due to construction dewatering
should also be mitigated through provision of city water by extension of the
city's centralized water distribution system.
Surface Water Flows
The volume of surface water Columbus currently removes from the Scioto
River is about the maximum possible limit, especially during the critical low
flow months of summer and fall. Therefore, no future manmade reductions in the
volume of flows in the Scioto River area are expected around the Columbus area.
The recommended alternative would discharge flows from the Jackson Pike
WWTP at roughly the same levels as currently occur. Average daily discharge
will be reduced from 85 to 80 MOD, a decrease of under 6 percent. For this
reason, impacts from the recommended alternative are not expected to
7-17
-------
signficantly alter the physical parameters of Scioto River surface water
between the Jackson Pike and Southerly WWTPs.
Terrestrial and Wetland Biota/Habitat
No impacts to previously undisturbed wetlands or terrestrial habitat are
expected under the recommended two-plant alternative.
Aquatic Biota/Habitat
Water quality in the Scioto River, between Columbus and CirclevilLe, is
currently degraded by point sources and general non-point runoff for the
metropolitan area. The key water quality problem is considered to be low DO.
Although the low 00 problem is clearly related to discharges from the Jackson
Pike and Southerly WWTPs (degraded fish populations have been associated with
the DO sags resulting from these two point sources), other sources
contributing to the problem included the Whittier Street CSO and general
urban runoff.
Upgrading both treatment plants would result in water quality improve-
ments and no water quality violations due to WWTP effluent. Nonpoint and CSO
contributions of pollutants will continue to cause problems. These changes
should have a favorable impact on aquatic biota and habitat. Sensitive
species that currently inhabit the area should persist and increase in
abundance. New species may move into the area and increase community
diversity.
Decreased turbidity should create a more favorable habitat for turbidity
sensitive species. These species, such as darters, which now inhabit Scioto
River tributaries, may begin to move into the Scioto mainstream in greater
numbers.
Although the effluent from the WWTPs should not cause violations in DO
standards under the recommended alternative, residual wasteloads in the
7-18
-------
effluents from both WWTPs would continue to exert a DO demand in the receiving
water, and a reduced DO sag would persist below both treatment plants. As a
result, fish communities would continue to show some degradation as oxygen
levels are depressed downstream. These effects would be most noticeable in
the sections of the river where the residual DO sags are most critical (i.e.,
where DO levels approach 5.0 mg/1). Effects of degradation in fish
communities include increased numbers of omnivorous fish relative to
insectivorous fish, increased hybridization, (lowered biotic index) and
decreased diversity. Although the structure of the benthic community would
also improve under the recommended alternative, benthic communities would
continue to exhibit decreased abundance and diversity in areas experiencing
the oxygen sag.
Over the past 6 years, the fish community in the Central Scioto has
improved. The recommended alternative would result in a continuation and
acceleration of this trend. Although significant improvements should occur,
the collective, continuing impacts of WWTP effluents, general urban runoff,
and the Whit tier Street CSO would prevent free biological recovery in the
Central Scioto, when compared with comparatively unimpacted segments upstream
of Columbus and downstream of Circleville.
Endangered aquatic species should benefit from implementation of this
alternative. Improvements in water quality should allow the fish species that
have been captured in the Scioto River (river redhorse, mooneye, gold eye, and
Tippecanoe darter) to increase in abundance and allow those species inhabiting
tributaries (bluebreast darter, slenderhead darter, spotted darter, and
blacknose shiner) to expand their ranges. Specific information on the
tolerances of these species to turbidity and lowered DO is not available,
preventing a precise assessment of the conditions under which these species
would establish permanent breeding populations. Increased habitat for
feeding, however, should benefit populations. Improved water quality in the
Scioto River may increase potential for the Scioto madtorn population to expand
its numbers and range.
7-19
-------
Mollusk populations should benefit from this alternative because it could
offer them an expanded habitat and therefore the opportunity to increase in
abundance. Because they are sensitive to WWTP effluent, they would most
likely move into areas further downstream from outfalls. As larvae, the
unionid moHusks are carried to new environments on gills of fish. Little
information is available on suitable fish species, but freshwater drum is
believed to be one such species (Stansbury 1987). Freshwater drum is a
pollution sensitive species. The potential for increased numbers of
freshwater drum in response to improved water quality also may play a role in
the migration of raollusks.
Planning and Land Use
No land acquisition or zoning changes should be required under the
recommended alternative. Under this alternative, a portion of the current
Southerly site would be used for new wastewater facilities. This land has
already been purchased and disturbed during construction to meet compliance
with water quality standards by 198S. In addition, there would be some
expansion near the southeast corner of the existing Jackson Pike facility.
This land is owned by the city, is vacant, and is not slated for other
development.
Noise
Ambient noise levels near both treatment plants would increase during
construction activities; however, construction specifications would minimize
these effects. Operational noise is not expected to be a nuisance.
Public Health
Current disinfection practices at both the Southerly and Jackson Pike
WWTPs are successfully controlling the release of pathogenic microorganisms to
the Scioto River, as evidenced by low effluent fecal coliform counts.
Treatment levels would improve slightly with the upgrading of facilities under
7-20
-------
the recommended alternative. The state of Ohio has issued strict guidelines
regulating land application of sludge in order to protect public health
interests. Adherence to these regulations under the recommended alternative
would protect the public from any adverse health effects.
Energy Use
The energy requirements associated with the upgrading of facilities at
Jackson Pike and/or Southerly WWTPs include gasoline and diesel fuel, electric
power, and methane gas. The impact of these energy requirements is not
projected to deplete local reserves significantly. Current energy require-
ments would increase slightly under the recommended alternative as flows
increase and higher levels of treatment are achieved.
Economics and Employment
Employment levels under the recommended alternative would drop from
approximately 212 persons to 191. The economic impact in the Columbus area of
combined capital and O&M expenditures would be positive, however,
quantification of indirect economic benefits cannot be performed at the
current level of project planning and financial analysis.
Historic/Archaeologic Resources
The recommended alternative would have no direct impacts on known
historic resources.
Construction at the Southerly WWTP under the recommended alternative is
not expected to disturb archeologic resources identified during surveys in
1985. Phase I and II archaeologic surveys were performed by Dr. John Blank,
Professor of Archaeology at Cleveland State University, in order to evaluate
impacts from site work planned by Columbus to meet 1988 compliance with water
quality criteria. Four sites not eligible for the National Register were
identified during Dr. Blank's survey within the boundaries of the Southerly
WWTP site. Dr. Blank recommended a further (Phase III) archaeologic survey.
7-21
-------
However, at a meeting in March of 1986 the Ohio Historic Preservation Officer
(OHPO) approved the initiation of site work necessary to build improvements to
comply with water quality limits at the Southerly WWTP. This work has since
been completed.
During 1985 Dr. Blank also surveyed the Jackson Pike WWTP site. Dr.
Blank estimates that Jackson Pike was built on approximately 20 feet of fill
material, isolating any archaeologic resources below from disturbance. For
this reason, the recommended alternative should have no direct impact on
archaeologic resources at Jackson Pike.
Recreation
Direct impacts on recreational Use of the Scioto River would be minimal
under the recommended alternative.
Transportation
Direct impacts of the proposed project alternatives on vehicular
transportation in the Columbus area would involve short-term effects on
traffic flow due to construction at both the Southerly and Jackson Pike
facilities. These effects would be marginally greater at the Jackson Pike
site due to the more congested traffic patterns in the downtown area. In
neither case would impacts be significant enough to affect the level of
service in the area. No off-site construction is anticipated that would
impact vehicular flow.
7.2.2.2 Secondary Impacts
Growth and Development
Sustained growth in the Columbus metropolitan area is projected through
2008. Upgrading existing wastewater facilities under the recommended
alternative would accommodate this growth. Secondary impacts projected to
occur as part of forecast growth are evaluated below. These include: 1)
increased demand for public services, 2) increases in non-point source
7-22
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pollution and erosion and runoff created by disturbances of stable areas, and
3) increased fiscal outlays required to mitigate other secondary impacts, that
is, provide additional services.
Although some interceptor sewers in the Columbus area are nearing
capacity and future growth could be restricted in some service areas, this EIS
cannot assess capacity or potential for growth inducement of these lines,
since plans for suburban interceptor expansion are not yet finalized.
However, some of the growth projected in the northwest section of Franklin
County may not occur if sewer service is not extended.
As long as the Columbus economy is strong and continues to expand, and as
long as vacant land is available, the northern suburbs of Columbus should
continue to grow (see chapter 4). Developers and local residents find this
section of the county to be most attractive because of its recreation
resources, existing public services, and close proximity to the Columbus
central business district (CBD). Although some infilling has occurred, the
city is also expanding its boundaries through annexation in the northwest
sector of the county. This is an area where the incorporated areas of Dublin
and Billiard are also expanding their boundaries.
The most obvious impacts of continued forecast growth would be
degradation in air and water quality, increased demand for public services,
and increased taxes and user fees required to finance these services.
Since portions of Franklin County have been designated as non-attainment
for total suspended particulates, the impact of projected growth on future
ambient particulate concentrations was assessed.
Growth forecasts (see chapter 4) show a 10 percent growth rate for the
period 1988 to 2000, and a 20 percent increase from 1988 to 2015. This
population growth will be accompanied by increases in particulate generating
activities such as residential and commercial fuel combustion, automotive
7-23
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exhaust, tire and brake wear, and solid waste incineration. An analysis of
changes in emissions due to forecast growth conclude that air quality impacts
due to project-related growth will not contribute to the exceedance of any air
quality standards, add to the local non-attainment areas, or inhibit progress
toward achieving ambient air quality standards.
Since the population growth and development are not expected to result in
a violation of ambient air quality standards, it is unlikely that growth would
contribute to changes in the climate of the area.
Based on the current pattern of population distribution, generalized
growth areas within the FPA have been identified in Figure 4-2. These growth
areas can be grouped into four general zones, based on watersheds, for the
purpose of indirect water quality impacts discussions. Moving clockwise
around Columbus, the four general growth impact zones are the Big Walnut Creek
basin, including Blacklick Creek and Alum Creek; a small area draining
directly to the lower Scioto River, southeast of Grove City, in Jackson
Township; the Big Darby Creek basin; and the upper Scioto River including the
Olentangy River.
Water quality impacts in these basins would include those typical of
urbanization:
Modified hydrograph (higher peak flows, lower base flows) and bank
erosion
Elevated turbidity, dissolved solids, and sedimentation
Elevated water temperatures
Increased organic load (higher BOD, COD, TOC, and nutrients) and
decreased DO
Elevated levels of non-point toxics (pesticides, herbicides, and
complex organic compounds)
Increased coliform bacterial levels.
7-24
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The extent of these impacts would be dependent on the rate and degree of
urbanization actually realized and the extent to which stream management
practices are integrated with this growth.
Public Water and Sewer
The city of Columbus provides water and sewer service to most of Franklin
County. Parts of this system were installed as early as 1935. The Columbus
Infrastructure Report indicates that each of the communities in the Columbus
area would have significant funding shortfalls in providing local sewers and
water lines and that new revenue sources should be tapped in order to maintain
this system. The report urges an increase in user charges and assessment fees
to cover operation and maintenance costs.
Aside from maintaining a system of water and sewer lines, Columbus is
also responsible for maintaining adequate water supply reserves. A recently
completed water supply study (Witlatch & Martin 1985) confirms that the city
can meet its water supply needs through the early 1990s and recommends that
additional sources be found. In order to meet growth demands, new wells
should be located and tested regularly.
Roads and Highways
The level of service provided by the Columbus area highway system appears
to be adequately meeting current needs of the system, although some roads in
some communities are approaching capacity. While data were not available to
precisely quantify the levels of service, experts indicate that the level of
service capacity has been reached in some communities and is approaching
capacity in others. In many cases highway/road capacity has been reached
without regard to additional growth anticipated in the future. It is also clear
that growth is anticipated to continue and that the recommended alternative
would represent only one factor in determining the magnitude of that growth. It
does not appear from the available information that the implementation of the
project would increase growth beyond that already projected.
7-25
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Public Education
Franklin County has 17 independent school districts including Columbus.
Each district operates its own schools and raises the funds to finance these
schools through local property taxes. Most of the schools in high growth
areas such as Dublin, Westerville, Worthington, and Hilliard are at capacity
and should require expansion in the near future.
Fire and Police Protection
In 1977, MORPC prepared two reports: one addressing police protection
and the other addressing fire protection (Mid-Ohio Regional Planning
Commission 1977). Neither of these studies have been updated. Both of these
reports indicated that providing adequate police and fire protection for the
Columbus area would require increased coordination of services and additional
personnel. These reports found that the inconsistent pattern of annexation by
Columbus disrupted the delivery of fire and police services. The problems
referred to in these reports have not been directly addressed in the
intervening 10 years.
Cultural Resources
Secondary impacts on historic resources could occur as a result of
changes in land use and zoning patterns as well as changes in the evolution of
neighborhoods during the growth process. Historic resources have been
inventoried in the study area. The Ohio inventory, in particular, is
extensive. Land use changes may affect historic properties adversely in
numerous ways without stringent zoning codes, zoning enforcement, containment
of strip coramerical and zoning map changes.
As described in chapter 2, archaeologic sites have been found to be
nearly continuous along the floodplain and on adjacent bluffs along the Scioto
River in the area of the Southerly WWTP. Since insufficient data have been
collected and inventoried, knowledge of prehistoric culture along the Scioto
River and within the study area is incomplete. Increased urban development
7-26
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along the Scioto River in the vicinity of the Southerly plant may increase the
disturbance of unknown sites. As part of the recreation plan for the Scioto
River, conservation of the southern Scioto riverbanks is recommended as a
means of mitigating secondary impacts on these resources.
7.2.2.3 Mitigative Measures
Direct air quality impacts associated with the recommended alternative
would include short-term, adverse air quality impacts experienced during the
construction phase of the project with the generation of fugitive dust and
increased vehicular exhaust. These impacts would be concentrated in the
locale of both the Jackson Pike and Southerly facilities. Project
specifications should include provisions for mitigating such impacts, through
such measures as watering of haul roads and exposed soil.
Noise impacts should be minimized by the following techniques:
Vehicles and motorized equipment should be properly muffled to state
standards.
Surface construction work should occur only during normal workday
hours.
Any activity potentially causing excessively high noise levels (e.g.,
blasting) should be carried out in accordance with applicable state
and local regulations.
Noise barriers should be used around sites where required by the local
authorities.
Erosion and sedimentation impacts should be minimized by the following
techniques:
Permanent erosion control structures, such as rip-rap or rock fill,
should be incorporated into the site design where appropriate.
The contractor should grade, fertilize, seed, and mulch areas as
called for on the plans or as directed by the engineer.
7-27
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The contractor should provide for temporary seeding or sodding as
called for on the plans or as directed by the engineer.
Well-planned construction phasing takes into consideration the adverse
effects on construction sites in which work will be left partially completed
while construction continues elsewhere. A preferred phasing policy would
call for completion of all necessary construction in a section before
proceeding to the next section. This will prove more expensive in short-term
costs, but environmentally advantageous in the long-term.
Finally, growth-related impacts (i.e., "secondary growth") will occur in
the Columbus area in the future. Although these impacts are not a direct
consequence of the proposed project, mitigation should be considered by the
city where possible in the interest of sound environmental management to
control water quality impacts. Best Management Practices (BMP) should be
employed including: construction or farming set-backs from stream corridors
as well as other erosion control measures discussed above.
In the area of fiscal and infrastructure planning, greater care should be
directed to anticipating and planning for future infrastructure needs and
development of longer terra financing options. Specific opportunities in this
area are included in the Infrastructure Project Final Report, included as
Appendix N.
7.3 FUTURE FACILITIES PLANNING
This SBIS has evaluated only a component of a complete waste treatment
system; therefore, any grant funds awarded to the city of Columbus would be
contingent upon EPA approval of facilities planning for both combined sewer
overflow and future interceptors. The last two grant awards to the city have
included such grant conditions.
Combined Sewer Overflow (CSO)
The RFPU stated that the environmental impacts of the existing combined
7-28
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sewer overflows were insignificant according to documentation in the draft
OEPA Central Scioto River Water Quality Report (CWQR). However, information
in the CWQR suggests that the environmental impacts of the existing CSOs are
significant. On page 195 the CWQR states that "combined sewer overflow, and
as previously discussed, plant bypasses also contribute significant loadings
of BOD^, NH-j-N, TSS, and other substances to the Central Scioto River
Mainstream". Further, page 317 states, "Reductions in the magnitude and
frequency of combined sewer overflow discharges is needed to improve aquatic
community function, alleviate aesthetic problems, and reduce risks to human
body contact recreation in the segment between Greenlawn Dam and the Jackson
Pike WWTP".
Water quality impacts of CSOs have been identified; however, detailed CSO
data is not available to assess the magnitude or determine control methods.
Therefore, completion of facility planning to produce a CSO study is required
by OEPA to identify the magnitude of CSOs, mitigation measures, and a cost-
effective, environmentally sound solution to the CSO problem. The city is
also required within the NPDES permit to monitor the combined sewer overflows
and report monthly for the permitted discharges.
Future Interceptors
This SEIS addressed only general population growth and secondary impacts
associated with growth. Since the city has not completed planning for future
interceptors, specially located growth and impacts could not be identified.
The city is also required to complete facilities planning for future
interceptors.
7-29
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INDEX
Activated Sludge, 5-16, 5-23
Aeration, 5-16
Aerobic, 5-16
Air Quality, 2-2, 6-54, 6-96
Alternative, No Action, 5-7
Alternative, One-Plant, 5-9, 6-15
Alternative, Two-Plant, 5-8, 6-15
Alternative, Two-Plant One Solids, 5-9, 6-14
Alum Creek Storm Tank, 3-27
Ammonia (NH3), 1-6, 2-14, 6-31
Anaerobic, 5-16
Anaerobic Digestion, 5-33
Anheuser-Busch Brewery, 1-9, 3-24
Annexation, 2-73, 6-97
Anoxic, 5-16
Aquatic Biota, 2-25, 6-73
Aquifer, 6-50
Archeological Resources, 2-78, 6-89
Atmosphere, 2-1
Big Darby Creek, 2-9
Big Run Interceptor, 3-1
Big Walnut Creek, 2-8
Big Walnut Interceptor, 3-13
Biochemical Oxygen Demand (BOD), 1-6, 4-29
Biota, 2-1, 2-23, 6-69
Blending, 3-23
Bypassing, 3-23
Carbonaceous Biochemical Oxygen Demand (CBOD), 1-6, 6-31
Centrifuge Dewatering, 5-35, 6-11
Centrifuge Thickening, 5-32
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INDEX (Continued)
Chlonnation, 6-18, 6-21, 6-25, 7-6
Clarification, Primary, 6-18, 6-21j 6-25
Clarification, Secondary, 6-7
Clean Air Act, 1-6, 1-7
Clean Water Act, 1-6, 1-10
Climate, 2-2, 6-96
Combined Sewer Overflow (CSO), 1-6, 1-10, 3-26, 4-37
Commercial Flow, 4-23
Community Service, 2-70
Composting 1-4, 1-8, 5-37
Comprehensive Water Quality Report, 2-14, 4-38, 6-36
Conventional Activated Sludge, 5-23
Costs, Capital, 6-23
Costs, O&M, 6-23
Costs, User, 6-28
Cultural Resources, 2-78, 6-110
Dechlorination, 6-18, 7-6
Denitrification, 5-16, 7-5
Dewatering, 5-35, 6-11
DFOT, 1-5, 5-3
Diaphragm Plate and Frame Presses, 5-35, 6-11
Disinfection, 6-18
Dissolved Oxygen, 2-13
Diurnal Flow, 4-24
Domestic Flow, 4-24
Economic Impacts, 6-88
Education, 2-69, 6-106
Effluent Characteristics, 3-5, 3-19
Effluent Limits, 3-5, 3-23
Effluent Pumping, 7-6
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INDEX (Continued)
Employment) 6-88
Endangered Species, 2-51, 6-79
Energy, 6-88
Environmental Consequences, 6-31, 6-69, 6-85
Environmental Impact Statement (EIS) 1-3
Facilities Plan (1976), 1-1
Facilities Plan Update (1984), 1-5, 5-5
Feasibility Study for Wastewater Treatment, 5-4
Fecal Coliform, 2-17
Five-Day Carbonaceous Biochemical Oxygen Demand (CBOD5), 1-6. 3-5, 6-31
Flexibility, 6-3
Floodplains, 6-46
Franklin County, 1-1, 2-1
Future Development 6-93
Geology, 2-18
GERBOD, 3-12, 3-26
Gravity Thickening, 5-32
Grit Removal, 3-3, 3-17
Groundwater, 2-12, 6-50
Headworks, 5-12, 6-3
Health Care, 2-68
Heavy Metals, 2-15
Historical Resources, 2-78, 6-89
Hydrology, 2-5
Implementability, 6-3
Incineration, 1-4, 5-36, 7-11
Industry, 2-56
Income, 2-55, 4-6
Industrial Flow, 4-23
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INDEX (Continued)
Infiltration, 4-20
Influent Characteristics, 3-5, 3-19
Influent Pumping, 3-7, 3-17
Interceptors, 3-1, 3-13
Interconnector Pump Station, 3-14
Interconnector Sewer, 1-8, 3-3, 5-9, 6-3, 6-41
Jackson Pike WWTP, 1-1, 3-1
Land, 2-1, 2-18
Land Application 1-4, 1-8, 5-38
Land Use, 4-10, 6-85
Long Terra Solids Handling Report, 5-2
Lime Stabilization, 5-36
Man-made Environment, 2-54
Municipal Compliance Plan, 1-10
National Environmental Policy Act (NEPA), 1-11
Natural Environment, 2-1
Nitrification, 5-16
No Action Alternative, 5-7
Noise, 6-86
Notice of Intent, 1-12
NPDES Permits, 1-5, 1-6, 1-9, 3-5, 5-15, 6-31
Odors, 2-5, 6-54
Olentangy River, 2-8
Oientangy - Scioto Intercepter Sewer (O.S.I.S.), 3-1
One-Plant Alternative, 5-9, 6-15
Operational Convenience, 6-3
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INDEX (Continued)
Option A/A-1, 5-57, 6-4
Option B/B-1, 5-57, 6-4
Option JP-A, 5-40
Option JP-B, 5-42, 6-13
Option JP-C, 5-43, 6-13
Option SO-A, 5-46
Option SO-B, 5-46
Option SO-C, 5-49, 6-12
Option SO-D, 5-51, 6-12
Option SO-E, 5-53
Option SO-F, 5-55, 6-12
Peak Process Flow, 4-28
Phosphorus, 2-15
Planning Area, 1-1, 4-9
Planning Period, 1-10, 4-2
Population, 1-9, 4-2
Post Aeration, 6-18, 6-21, 6-25, 7-6
Preaeration, 6-18, 6-21, 6-25, 7-5
Precipitation, 2-3, 4-20
Primary Settling, 6-18, 6-21, 6-25
Public Finance, 2-74
Public Health, 2-69, 6-87
Public Safety, 2-67, 6-108
Public Service 2-60, 6-104
Public Utilities, 2-65
Pumping, 7-1, 7-6
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INDEX (Continued)
Record of Decision, 1-12
Recreation, 2-72, 6-90
Reliability, 6-2
Revised Faculties Plan Update, 1-5, 1-8, 5-6
Scioto River, 5-10
Screening, 7-1
Screening of Alternatives, 5-57
Secondary Impacts, 1-10, 6-93
Secondary Settling, 6-7
Semi-Aerobic, 1-8, 5-16, 6-7, 7-5
Service Area, 4-9
Sewer Maintenance Yard, 3-3
Sewer Service, 2-63, 4-11, 6-104
Sewer System, 2-65
Single-stage Activated Sludge, 5-2.1
Sludge Building, 5-16, 7-5
Sludge Line, 1-4, 5-9, 6-14
Sludge, Metals, 5-31
Soils, 2-20, 6-67
Solids Handling Alternatives, 5-39
Solids Disposal, 5-27, 6-10, 7-11
Southerly WWTP, 1-1, 3-13
Southwesterly Composting Facility, 3-30
Supplemental Environmental Impact Statement (SEIS), 1-7
Surface Water Flows, 6-46
Surface Water Quality, 1-6, 1-10, 2-12, 6-31
Suspended Solids, 3-5, 4-29
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INDEX (Continued)
Terrestrial Biota, 2-22, 6-69
Thermal Conditioning, 1-4, 5-34, 5-44, 6-14
Thickening, Centrifuge, 5-32, 6-11
Thickening, Gravity, 5-32, 6-11
Threatened and Endangered Species, 2-51, 6-79
Topography, 2-18
Traffic, 6-107
Traffic Zones, 4-16
Transportation, 2-61, 6-91, 6-105
Treatment Plant, Jackson Pike, 1-1, 3-1
Treatment Plant, Southerly, 1-1, 3-13
Trickling Filter/Activated Sludge, 5-20, 6-7
Two-Plant Alternative, 5-8, 6-16, 6-112, 7-1
Two-Stage Activated Sludge, 5-25
User Charges, 6-28, 7-11
Vegetation, 6-69
Walnut Creek, 2-8
Wastewater Flow, 4-17, 4-32
Wastewater Loads, 4-29, 4-32
Water Quality, 6-100
Water Service, 2-63, 4-12, 6-104
Water Use, 2-62, 4-21
Wetlands, 2-50, 6-69
Whit tier Street CSO, 2-42
Whittier Street Storm Standby Tanks, 3-1, 3-27, 4-18
Wildlife, 6-69
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REFERENCES
Bazler, Fat. 1987. Personal communiction with Audrey Knight, SAIC, re:
Boat Use of the Scioto. State Parks and Recreation, Division of
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Bell, Henry. 1987. Personal communication with Hunter Loftin, SAIC, re:
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* U a GOVERNMENT PRINTING Of f ICE 1987 542 877
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