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-36-
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-38-
-------
APPENDIX B
BIBLIOGRAPHY
A. Background Documents
1. Columbus, Ohio Facilities Plans
2. Columbus, Ohio Draft Environmental Impact Statement
3. Review of Draft EIS by Columbus, Ohio
4. Anheuser Busch Comments on Draft EIS
5. OEPA comments on Draft EIS
6. Southerly Influent Flow-Anheuser Busch Effluent Flor
from January 1977 to March 1978
7. Preliminary Report on Elimination of Filamentary
Blue-Green Algae at the Southerly Wastewater Treat-
ment Plant
8. Enforcement Case Analysis Merrimack Treatment Facility
July 14, 1975
9. Background Information on Hampton Roads Sanitation
District's Williamsburg Sewage Treatment Plant,
Williamsburg, Virginia
10. Correspondence on Anheuser Busch Brewery in Columbus
11. Havens and Emerson's response to comments on Draft EIS
12. Columbus, Ohio USER CHARGE/INDUSTRIAL Cost Recovery
System
B. General References
1. Schoeder, E.D. and Tchobanoglous, G., "Mass Transfer
Limitations on Trickling Filter Design". Journal Water
Pollution Control Federation, Vol. 48, p. 771, 1976.
2. Beel, B.A., and Tsumpes, R.V., "Brewery Waste Treat-
ment — Trials and Tribulations", Flood and Associates,
Inc. P.O. Box 8868, Jacksonville, FL, 1975.
-39-
-------
McCarty, P.L., "Water Resources Microbiology — CE 274",
Stanford University, 1967.
Sawyer, C.N. and McCarty, P.L., Chemistry for Sanitary
Engineers, 2nd Ed., McGraw-Hill Book Company, New York.
Frobisher, M., Hinsdill, R.D., Crabtree, K.T., and
Goodhart, C.R., Fundamentals of Microbiology - 9th Ed.,
W.B. Saunders Company, Philadelphia.
-40-
-------
TOM MOODY ** •. n. -,r «. •« nn-rvT-nv-nwrn D. D. ROBBINS
MAY°" CITY
ROBERT C. PARKINSON. P.E.
DIRECTOR or PUBLIC SCRVICC
DIVISION OF SEWERAGE AND DRAINAGE
CITY HAUL
COLUMBUS. OHIO 43215
October 25, 1978
Mr. Charles Sutfin
Division of Water
U.S. Environmental Protection Agency
230 South Dearborn
Chicago, Illinois 6060*»
Re: Columbus EIS
Dear Mr. Sutfin:
The main points presented by U.S.E.P.A. at the September 13, 1978
meeting can be summarized as follows:
1. Wastewater Treatment Plant Process Evaluation Report -
U.S.E.P.A. hired Mr. John Stamberg of Energy and Environmental
Analysis, Inc., to prepare a report entitled "Evaluation of
the Wastewater Treatment Processes Proposed for Columbus, Ohio
in the Draft EIS." Basically, Mr. Stamberg's report arrives at
the same conclusions as presented in the Draft EIS for wet
stream processes at Southerly and pretreatment at the brewery.
U.S.E.P.A. said the report would be made a part of the Final EIS.
2. Sludge Disposal Alternatives - U.S.E.P.A. will allow the City
to build one new incinerator and rebuild one existing incinerator.
U.S.E.P.A. stated that incineration would be considered only a
short term solution and that the City should investigate other
forms of solids disposal for long term solutions.
3. Interceptors - USEPA has Towered their design population
presented in the Draft EIS from 1.11 million to 1.025 million.
U.S.E.P.A. was still reviewing data for Reynoldsburg and New Albany
so they did not discuss the interceptor alternatives for these
areas. However, the other interceptor alternatives for the
final EIS will not change from that presented in the Draft EIS.
Also, the design criteria for sizing sewers will not change in
the final EIS.
-------
Mr. Charles Sutfin
U.S. Environmental Protection Agency
October 25, 1978
Page 2
Other meetings have taken place with U.S.E.P.A. and the City on
September 22, 1978 and October 10, 1978. The meetings did not result in
any formal agreements.
fn response to Mr. Stamberg's report, we feel Professor Sykes' letter,
a copy of which is attached, leaves little doubt that the report and subsequent
recommendations regarding process design at Southerly are invalid.
In regards to the sludge disposal alternatives* the City was told by
U.S.E.P.A. to develop other methods of disposal such as composting. At the
time of the meeting, no cost-effective analysis or final air modeling studies
had been presented to support this directive. The City cannot develop other
forms of disposal if the E1S dictates design of other parts of the solids
handling processes. For instance, the EIS recommends thermal conditioning
of waste activated sludge solids. The City's experience shows that thermal
conditioning of sludge is very helpful to produce an autogeneous sludge cake
for final disposal by incineration. However, thermally conditioned sludge
has very little BTU and plant nutritional value and is not suitable for
composting. Therefore, if the U.S.E.P.A. intends to limit the use of incin-
erators to a short term or standby method of disposal, and intends to promote
composting and land application, then it must recognize that other unit processes
and design criteria for solids handling must be reevaluated. At both plants,
the City refuses to accept the EIS recommendation of anaerobic digestion of
Zimpro wastes since this is an unproven process. The City expects the
opportunity to consider other processes as a means of treating the Zimpro
wastes. Also, as discussed before for both plants, the EIS recommendations
for incineration are unrealistic if proper solids disposal is to be provided
on a continuous basis.
In regards to wet stream facilities, neither the City nor their
consultants know of any wastewater treatment plants of comparable size that
have been designed and operated using the Draft EIS criteria and still meet
30 day NPDES limitations of '', mg/1 for BOD and SS and 1 mg/l ammonia, year
round. Furthermore, the Draft EIS design criteria does not meet Ten States
Standards or OEPA standards. Therefore, U.S.E.P.A. must prove to O.E.P.A.
and the City that the proposed design criteria will meet NPDES limitations.
We suggest that U.S.E.F.A. ask Havens and Emerson to locate at least five
wastewater plants they have designed, using the design criteria in the Draft
EIS. The City refuses to accept the EIS recommendations on the basis that
NPDES effluent limitations would be unattainable and that EIS cost effectiveness
analysis did not include enough money for rehabilitation of facilities,
particularly at Jackson Pike.
U.S.E.P.A. has suggested that design criteria will be omitted from the
Final EIS. However, unit process sizes and the cost effective analysis would
still be in the EIS. If this is done, then the design criteria has not been
-------
Mr. Charles Sutfin
U.S. Environmental Protection Agency
October 25, 1973
Page 3
omitted from the Final EIS at all. If U.S.E.P.A. insists on printing
mandatory unit process sizes or design criteria in the Final EIS, then the
City wants one of the following statements placed in the Final EIS:
1. U.S.E.P.A. will guarantee NPDES effluent limitations will be
met at all times at both facilities.
2. If the City of Columbus cannot successfully operate the facilities
proposed in the EIS and meet NPDES effluent limitations, then
U.S.E.P.A. will assume responsibility for operation of the
fac i1i ties.
3. Use of design criteria in this final EIS is used only for
comparing alternatives in the EIS and does not dictate the final
design and unit process sizing. Selection of final design
criteria shall be determined by the City and their designers
with approval by Ohio E.P.A.
The City has yet to see a full cost-effective analysis of alternatives
for the Scioto West Interceptor. Specifically, the EIS does not compare the
cost of the proposed pump station with the cost of extending' the Scioto West
Interceptor from Manhole 3 to Manhole 2. Apparently, the EIS feels the
population density is not great enough in this area to warrant sewer facilities
and construction of such sewers would cause induced growth. However, a more
realistic approach would be to build the one mile stretch between manholes 2
and 3 and eliminate a troublesome pump station. In our opinion, the reliability
of the gravity sewer alternate is more important that the induced growth issue
in this case.
The City has learned that the design criteria for interceptor sizing used
in the Draft EIS is not consistent with large interceptor criteria used by
other municipalities in Region 5. For instance, the Cuyahoga Valley Interceptor
in Cleveland, which was subjected to an EIS, used an EPA approved design
criteria based on a forty year design, a wastewater flow based on water
consumption of 150-160 gpcd, infiltration based on 375 gpd per acre, and a
peaking factor of 2.0 for average flows over 11 mgd. The City of Cincinnati
presently uses 100 gpcd flow and 1000 gpd per acre for infiltration which has
very recently been approved by U.S.E.P.A. Therefore, the design criteria used
in the Draft EIS, aside from being unrealistic, is inconsistent with the
criteria being approved for other major cities in Ohio.
One of the major concerns with the design criteria is the infiltration
allowance of 10 gpcd which was based on an approximate relation to 200 gpd/in.-mi
The figure of 200 mgd/in.-mi. is fine for a construction specification, but not
appropriate for infiltration flows that will enter the sewer during its lifetime.
-------
Mr. Charles Sutfin
U.S. Environmental Protection Agency
October 25, 1978
Page 4
Consider a 30 inch interceptor that has ten 18 inch trunk sewer
connections. Assume the interceptor and each trunk are one mile long. The
allowable infiltration for each trunk is 18 x 200 x 1 or 3600 gpd. The
allowable infiltration for the interceptor is 30 x 200 x 1 or 6000 gpd.
However, the total infiltration in the interceptor would be 10 x 3600 + 6000
or 42,000 gpd. For this interceptor, the design infiltration should be
42,000/30 x 1 or 1400 gpd/in.-mi.
By the time all of the laterals and service connections are considered,
the amount of infiltration that would result in the above example could be
much higher. Our experience has shown that the infiltration through the
joints of Interceptors is normally within 200 gpd/in.-mi., but infiltration
flow increases significantly as connections are made to the interceptor.
It was also noted at the September 22 meeting that parallel sewer
construction through Reynoldsburg in the future would be difficult and
expensive. It would be more economical to build the ultimate size sewer through
Reynoldsburg now. This same concept should apply to the E1S recommendation for
the construction of the Rocky Fork Interceptor through Gahanna ?n 1995-
The Rocky Fork area through Gahanna is just as developed as Reynoldsburg,
and construction through the area would be extremely difficult and expensive.
A more open route would be available as shown in Alternate B. If the EIS
insists on eventual implementation of Alternate A, then the section through
Gahanna should be built immediately.
Mr. Frank Baldy, Service Director for Reynoldsburg, identified several
factors not included with U.S.E.P.A.'s proposal of a force main along
Livingston Avenue in letters dated May 24, 1978 and September 20, 1978.
U.S.E.P.A. has copies of both letters. A revised cost estimate has been prepared
that includes all these factors and is shown on the attached table to be
about $5-2 million. U.S.E.P.A.'s proposal of a force main to serve Reynoldsburg
was apparently initiated to avoid induced growth south of Reynoldsburg. With
the Information provided by the Fairfield County Regional Planning Commission,
induced growth is no longer an issue since there will be a population density
of 1.7 persons per acre or more by the time an interceptor is built.
The City has estimated costs for the Blacklick Interceptor from Brice Road
to Broad Street. Costs were estimated assuming connections to populations in
Violet Township were made and assuming the ultimate size of interceptor was
constructed through Reynoldsburg. Using the Draft EIS criteria of 90 gpcd
average flow and 10 gpcd infiltration resulted In an estimated cost of $5,020,000,
below that of a force main alternate in Livingston Avenue.
A $6,100,000 cost is estimated using a design criteria of 100 gpcd
average flow and 600 gpd per acre infiltration, which would be consistent
-------
Mr. Charles Sutfin
U.S. Environmental Protection Agency
October 25, 1973
Page 5
with design criteria used in other major cities in Ohio. There was a
difference of no more than two pipe sizes between the two alternates.
The City has met with U.S.E.P.A. in Chicago twice since the September 13, 1978
meeting in the hopes of reaching a compromise. However, we are not sure how
the statements made by U.S.E.P.A. af those meetings will be incorporated into
the Final EIS.
In order to eliminate confusion, we feel U.S.E.P.A. should clarify their
position relative to design criteria, unit process sizing and the cost
effectiveness analysis for both the interceptors and treatment plants. We also
would like U.S.E.P.A. to reevaluate the alternatives for Scioto West, Rocky Fork,
and Blacklick Creek in view of our comments above and on a consistent basis
with other major cities in Ohio.
Very truly yours,
D. D. ROBBINS, P.E.
Superintendent
DDRrMPI:jms
Enc.
cc: R. C. Parkinson
D. D. Robbins
G. B. Walkenshaw
R. Willis
R. Smith
F. Baldy (City of Reynoldsburg)
M. Macy (Malcolm Pirnie, Inc.)
G. Elmaraghy (O.E.P.A.)
File
-------
CONSTRUCTION COST FOR FORCE MAIN
ALONG LIVINGSTON AVENUE
a.) Gravity Sewer along Livingston $1,500,000
b.) Force main along Livingston 700,000
c.) Pump Station at WWTP 540,000
d.) Additional small Pump Stations and
force mains as described in
Frank Baldy's letter 570,000
e.) Additional Major Pump Station 540,000
Sub-Total $3,850,000
Engineering, Contingencies 1,350,000
TOTAL $5,200,000
-------
Oiu
^«*™.^ ^M.**^ ••*.-»
The Ohio ' ate University Civil Engineering
470 Hitchcock Hall
2070 Neil Avenue
Columbus, Ohio 43210
Phone 614 422-2771
September |8, 1978
Mr. George 8. Walkenshaw
Assistant Superintendent
Division of Sewerage and Drainage
90 West Broad Street
Columbus, Ohio ^3215
Dear Mr. Walkenshaw:
I have read the report entitled "Evaluation of the Wastewater Treatment
Processes Proposed for Columbus, Ohio, in the Draft EIS" written by
Mr, John Stamberg of Energy and Environmental Analysis, Inc., and dated
July 21, 1978. My comments on this report follows. Parenthetical references
to page numbers in this report are included where needed.
(1) Identification of Filaments. The filaments are green and consist
of cylindrical cells without terminal differentiation; growth is heterotrophic
and occurs at low DO, but not under anoxia. They were identified as the blue-
green alga Schizothr ix (alias Phormid ium) by Drs. Clarence Taft, of Ohio State
University, and Francis Drouet, of the Academy of Natural Sciences, Philadelphia.
These gentlemen are internationally recognized authorities on microbial taxonomy.
They made their identification after independent, first-hand examinations of
mixed liquor samples from Southerly. On the other hand, Mr. Stamberg is not
a microbiolog ist (Note his misspel1 ing of Schizothrix and Phormidium on page 7-),
and he has not had access to mixed liquor samples from Southerly. His
identification of the filaments as a photosynthetic bacterium is totally untenable.
A careful reading of Sergey's Manual (Buchanan and Gibbons, 197*0 shows that no
species of photosynthetic bacteria fits the filaments' description. The only
green forms (Rhodopseudomonas and various genera of the Chlorob iaceae) are
nonfilamentous; furthermore, the Chlorobiaceae are strictly anaerobic and
obligately phototrophic. Confusion of photosynthetic bacteria with blue-green
algae or v.v. is virtually impossible, even for a novice. The Taft-Drouet
identification of the filaments as Sch? zothrix (alias Phormid ium) is, therefore,
indisputable. (it should be noted that Mr. Wei lings, Southerly's Chemist,
has successfully isolated the alga using enrichment cultures growing aerobically
on minimal medium. This disposes of Mr. Stamberg's objection to our own failure
to isolate the alga, but it is not necessary to the identification.)
(2) Causes of Filamentous Bulking. There is no basis whatever in either
theory or in fact for Table 2, nor for the conclusions allegedly drawn from it.
First, the majority of the organisms in trickling filters are zoogloeal not
-------
Mr. George B. Walkenshaw
Division of Sewerage and Drainage
September 18, 1978
Page 2
filamentous (Hawkes, 1963). Second, Mr. Stamberg implies that the suspended
solids in an activated sludge mixed liquor are merely an accumulation of the
influent suspended solids (pages 8 to 9)• Fifty years ago, this position was
sometimes maintained, but it is now known that MLSS consist of those microbes
whose growth is favored by the mixed liquor conditions. Consequently, the
composition of the MLSS is radically different from the composition of the
influent suspended solids. Thus, even if substantial numbers of filaments
occurred in the influent (which is unproved and unlikely) they would not
dominate the MLSS unless conditions favored their growth. Third, Mr. Stamberg
states (page 11) that activated sludge systems with long SRTs (incorrectly
identified as sludge [SIC] retention time) are subject to filamentous growths.
This statement flatly contradicts the well-established observation that
filamentous bulking is associated with short SRT's, or high F/Ms, since the
two are reciprocally related. Furthermore, if Mr. Stamberg's assertion were
true, filamentous bulking would be the bane of nitrifying activated sludges.
However, this is so rare a problem that the U.S.E.P.A.'s own manual on nitrogen
control (Parker et al., 1975) does not even discuss it. Fourth, the occurrence
of low DO's in systems intended for nitrification is the result of either a
design error or of an attempt to save money by cutting corners; it simply does
not happen in systems that are properly designed, constructed and operated.
Thus nitrification systems should not be liable to filamentous bulking because
of oxygen transfer deficiencies, at least, not if the U.S.E.P.A.'s plan review
process actually works.
(3) Selection of Alternative Plan. The scenarios considered by Mr. Stamberg
consist of a two-stage biological system consisting of trickling filters
followed by activated sludge (page 1). He asserts that a trickling filter
located at Southerly will induce filamentous bulking in the activated sludge
process, whereas if the filter is moved to the brewery it will not induce
bulking. A reason for this rather striking prediction is not given, perhaps
because none exists. It appears to contradict his own (fallacious) seeding
theory of bulking. First, on his principles, a trickling filter at the brewery
should produce more filaments than one at Southerly, because the soluble BOD
would be higher (see pages 3, 8 6 9). Moreover, the long time-of-travel in
the sewer between the brewery and Southerly would tend to fragment the trickling
fi1ter-sol ids. Thus more filaments would escape removal in primary treatment
and seed the activated sludge. Actually, there should be no difference among
the alternatives as regards bulking.
(*») Brewery V/aste and Filament Growth. Mr. Stamberg has misrepresented
our results regarding the effect of brewery waste on filamentous bulking
(see page 1). To repeat, under continuously high DO conditions in plug-flow
reactors fresh brewery waste never caused filamentous bulking regardless of the
proportion of brewery waste in the sewage feed. Under continuously low DO
conditions in plug-flow reactors, fresh brewery waste induced Begg iafoa bulking.
-------
Mr. George B. Walkenshaw
Division of Sewerage and Drainage
September 18, 1978.
Page 3
However, continuously low DO does not occur at Southerly, and Beggiatoa bulking
is not Southerly1 s problem.
In summary, I disagree strongly with virtually all of Mr. Stamberg's
biological statements. His reasonings are usually baseless and sometimes
self-contradictory. He has misrepresented our own research. His cavalier
dismissal of the work of Taft and Drouet is simply outrageous.
Respectful ly yours,
ROBERT M. SYKES, Ph.D.
Associate Professor
RMS:jms
Literature Cited:
(1) Buchanan, R.E. and Gibbons, N.E. et. al. [ed.], Bergey's Manual of
Determinative Bacteriology, 8th Ed., The Williams & Wilkins Co.,
Baltimore (1974) .
(2) Hawkes, H.A., The Ecology of Waste Water Treatment, The Macmillan Co.,
New York (1963TT~
(3) Parker, D.S.; Stone, R.W. and Stenguist, R.J., Process Design Manual
for Nitrogen Control , Tech. Transfer, U.S. E.P.A., Washington (1975).
(*0 Stamberg, J., Evaluation of the Wastewater Treatment Processes Proposed
for Columbus, Oh io, in the Draft El S, Energy and Environmental Analysis
Inc., Arlington (1978).
-------
ENERGY AND ENVIRONMENTAL ANALYSIS, INC.
January 4, 1979
Division of Water
EPA Region V
230 S. Dearborn
Chicago, Illinois 60604
1111 North 19th Street
Arlington. Virginia 22209
(703) 528-1900
Dear Mr. Luecht:
In Mr. D.D. Robbins1 letter of October 25, 1978, the City of Columbus
stated that they refuse to accept the wet process streams proposed in
the draft EIS. This was based on the fact that "the NPDES effluent
limitations would be unattainable." The foundations for their con-
clusion are not supported by any scientific or engineering theory,
analysis or testing of the proposed wet process streams. Their argu-
ments rely on the following points:
1. Robbins and his consultants know of no wastewater plants of
comparable size that have been designed and operated using the
criteria in the Draft EIS and still meet the NPDES limitations
proposed in the Draft EIS year round.
2. The criteria in the Draft EIS do not meet "Ten States Standards"
or OEPA standards.
3. Based on criticism from Dr. Robert Sykes, my report and subsequent
recommendations concerning the Columbus plant were judged invalid.
The first factor simply shows a reluctance to use or rely on existing
scientific and engineering knowledge in evaluating the problem. Given
the restrictions of size, loading, NPDES standards, etc., it would be
near impossible to find an exact parallel to the situation in Columbus.
This type of statement could be made for about any design of a large
treatment facility, even those in their 201 plan. Therefore, it is in
these situations that scientific and engineering expertise is required.
The second factor implies that conformance with "Ten States Standards"
and/or OEPA standards insures compliance with,the proposed limitations
NPDES for Columbus. In fact, a major survey of municipal wastewater
treatment plants conforming to "Ten States Standards" showed the vast
majority did not comply with NPDES permit limitations. Paradoxically,
the City of Columbus accepts these standards as appropriate to the
Economics / Enoineerino
-------
1/4/79
page 2
Division of Water, EPA Region V
situation of Columbus independent of their knowledge of a facility of
comparable size, loading rate, NPDES standards, etc., which has been
design and operated for a year in compliance with the limitations. In any
case, the simple conformance or non-conformance of the criteria in the
Draft EIS to the above standards does not prove that the system in the
EIS could not attain the proposed NPDES requirements.
Finally, the dismissal of my report on the basis of Dr. Sykes1 criticism
is absurd. Dr. Sykes1 comments generally ranged from trivial (e.g., his
spelling corrections) to misleading (e.g., his assertions regarding the
effect of brewery waste on bulking growths).
An example of one area of conflict between Dr. Sykes and myself is the
problem of identification of the bulking organism. Certainly,
Drs. Taft and Drouet are authorities of the highest repute. However,
it is probable that neither examined the bulking organisms under a
microscope where the genera Schizothrix and Phormidium would be readily
distinguishable to the trained eye.^/Their identification was likely
based upon un-aided visual examination only and hence must be considered
tenuous. On this basis, we cannot discard the theory that the bulking
organisms are filamentous bacteria which have been observed to morpho-
logically closely resemble some types of blue-green algae.3/
Of considerably more importance is the determination of the cause of
Southerly"s bulking problem. The bench studies done by Dr. Sykes
showed replication of bulking activity under conditions of low or
variable D.O. on reactors fed "fresh brewery waste" and/or settled in-
fluent sewage plus addition acetate. Dr. Sykes viewed the insufficiency
of fresh brewery waste alone to induce bulking under simulated plant
conditions as proof that the brewery waste was not a cause of the bulk-
ing. He instead concluded that acetate was the probable cause of the
Southerly bulking.
Although Dr. Sykes1 data are somewhat useful, it is apparent that his
conclusions are misleading. Dr. Sykes gives the impression that his one
shot batch type bench studies accurately duplicate equilibrium conditions
of Southerly's treatment processes. However, the anaerobic or microaerobic
conditions in the sewers and in the activated sludge tanks are omitted
from Dr. Sykes treatment. In the treatment plant under these conditions
much anaerobic metabolism occurs, which can transform brewery wastes into
volatile acid metabolities such as acetic and propionic acid. ' These
metabolities, microaerobic conditions and high soluble BOD concentrations
(from the brewery waste) in the activated sludge tanks form an ideal en-
vironment for filamentous bulking organisms.
-------
1/4/79
page 3
Division of Water, EPA Region V
This hypothesis explains why the addition of acetate was seen to induce
bulking in Dr. Sykes1 studies. Hence, Dr. Sykes1 conclusion incorrectly
implies that brewery wastes play little part in either the formation of
acetate or of conditions favoring bulking. Also, Dr. Sykes1 analysis
fails to answer the crucial question of how chemicals such as acetate
and low D.O. are generated at the Southerly plant. Again, these condi-
tions can be caused by anaerobic raicrobial metabolism in response to
high soluble BOD loadings from the brewery wastes. Certainly, the
satisfactory performance of the Jackson Pike plant in contrast with that
of the Southerly plant only reinforces the conclusion that the brewery
wastes both directly and indirectly (via anaerobic breakdown into low
molecular weight metabolities) cause Southerly's bulking growth.
In summary, the City of Columbus uses nothing but specious rationale
to render the wet process design criteria in Draft EIS unacceptable.
Sincerely,
John Stamberg
Note: References attached.
-------
References
1. Stamberg, J.S., et al, "Evaluation of Municipal Wastewater Treatment
Plant Operations under the NPDES Permit/Enforcement Program"
(Prepared for EPA, 1978).
2. Smith, G.M., Fresh Water Algae of the United States, McGraw Hill Book
Co. New York (1933).
3. Eikelboom, D.H., "Filamentous Organisms Observed in Activated Sludge",
Water Research 9: 365-388 (1974).
4. McCarty, P.L., Jeris, J.J. and Murdoch, W., "Individual Volatile
Acids in Anaerobic Treatment", JWPCF 35: 1501-1516 (1963).
-------
APPENDIX BB
REVIEW OF COLUMBUS, OHIO DRAFT EIS
BY
MUNICIPAL ENVIRONMENTAL RESEARCH LABORATORY
U.S. EPA CINCINNATI, OHIO
-------
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO 45268
DATE: April 19, 1979
SUBJECT: Review of Columbus, Ohio Draft Environmental Impact Statement
(dated February, 1978)
FROM: Edwin F> earth, Chief
Biological Treatment Section, TPDB, WRD, MERE,
T0: Stephen P. Poloncsik, Chief
Technology Division (5WEE)
U.S. EPA Region V
Chicago, Illinois 60604
_,
en
THRU: Robert L. Bunch,
Treatment Process Development Brancn, WRD
THRU: John J. Convery, Direc-cor^CL,
Wastewater Research Division
I. Background
In accordance with the understanding among Messrs F. Mayo, J. Convery,
S. Poloncsik, G. Williams, J. Roesler and E. Earth, the subject document
was reviewed to evaluate the process design for the Southerly Treatment
Plant in relation to pretreatment Scenario #2.
In preparing for this, the following documents were reviewed:
1) Environmental Impact Statement, "Wastewater Treatment Facilities
for the Metropolitan Area Columbus, Ohio" (February 1978).
2) "Evaluation of the Wastewater Treatment Processes Proposed for
Columbus, Ohio." Energy and Environmental Analysis, Inc., J.
Stamberg (July 21, 1978).
3) Responses to subject EIS; A collection of letters and prepared
responses to comments (unbound and undated).
4) Cost Effective Analysis; "Columbus Metropolitan Area Facilities
Plan," Malcolm Pirnie, Inc. (Volume One of One, and Volume Two
of Two, July 1976).
5) "Preliminary Report on Elimination of Filamentous Treatment
Plant," Robert Sykes, Ohio State University, Columbus, Ohio
(April 1978).
-------
-2-
This review does not address the need, desirability or regulatory
aspect of pretreatment of brewery waste before discharge to the Southerly
plant. It concerns only the compatibility of process selection and unit
sizing for Scenario #2 in relation to the discharge permit for the Southerly
plant.
These discharge requirements are tabulated in the draft EIS as
follows:
Average Permissible Value
Parameter 30 Day 7 Day
BOD5, mg/1 8 12
SS, mg/1 8 12
Fecal coliform, #/100 ml 200 400
NH4-N, mg/1:
July-October 1.0 1.5
November-December 2.5 5.0
P, mg/1 1.0 1.5
DO, mg/1 6.0
pH, units 6 to 9 6 to 9
It should be noted that the draft EIS and the Facilities Plan
work with different volumes of flow to Southerly and the EIS is not
consistent in regard to flow between text and appendix pages. Also,
the EIS does not completely finalize the sludge handling options at
Southerly. Since the design is mainly in the conceptual stage at this
time these points should not materially effect the evaluation.
II. Review
1. Filamentous and/or Bulking Sludge at Southerly
Section IV, pages 3 and 4 indicate soluble carbohydrate induces
a bulking activated sludge at Southerly. The Sykes report describes
bulking in pilot reactors caused by Sphaerotilus, Beggiato and Schizothrix
under different operating and feed regimes. Stamberg dismisses the Sykes
work and ascribes the causative organism to a class of filamentous photo-
synthetic bacteria. Mr. Rodgers of the Columbus staff, has isolated and
corelated the blue-green algae Schizothrix, with bulking conditions at
Southerly.
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-3-
Dr. R. Safferman, EMSL-Cincinnati, has observed a mixed liquor sample
from Southerly, provided by Mr. Rodgers, and reviewed the Sykes report.
From gross observation, Dr. Safferman was not able to confirm the presence
of Schizothrix in that particular sample. Dr. Safferman's review of the
Sykes report brought forth many questions on the adequacy of the work
in regard to controls and cultural conditions. It is Dr. Safferman's
judgement that to resolve the problem of association of the bulking
condition at Southerly with a specific organism would require at least
a man year of effort under carefully controlled conditions.
It is WRD's position that resolution of the causative organism is
not a central feature of process selection for Southerly. The main
consideration should be that historically, bulking has been observed
at Southerly and any design modification should provide the flexibility
of operational control to manage a bulking situation.
2. General Comments on Process Design, Irrespective of Scenario #2
a) Aeration Configuration
The conceptual layout of the aeration system shown on Table IV-18,
page IV-77 is considered quite appropriate for the Southerly situation.
This configuration would provide operation flexibility to meet the inter-
mittent nitrification requirements, provide energy savings during the non-
nitrification season, assist in controlling solids flux to the clarifiers,
and provide control of bulking sludges.
The total aeration volume at Southerly, after the addition of 5.2
million gallons of tankage recommended in the facilities plan, will be
26-s-3 million gallons. This would provide 7.4 hours of detention time
based on 85 mgd of flow. If the 5.2 million gallon capacity were used
for reaeration as indicated in Section K-9 of the EIS, this would provide
5.9 hours of detention time. At the process peak flow the respective
detention times would be 4.8 and 3.9 hours.
Since nitrification kinetic rate is based on 10 C and the Southerly
nitrification requirement is most stringent during warm weather, no difficulty
in achieving nitrification at these detention times with a CRT of 15 days
is anticipated.
In the responses to the EIS it was noted that a step aeration
process such as shown on Table IV-18 was not considered suitable for
nitrification. This is true if detention times are very short; however,
as noted above, this is not the case with Southerly; the reactor can be
managed to provide full detention time or increased mixed liquor solids
and yet limit solids flux to the clarifier. This point also relates to
-------
-4-
a response comment regarding clarifier overflow rates higher than the
"Ten State Standards." At process design flow of 85 ragd, the Southerly
final clarifiers will have a surface overflow rate of 626 gallons per
day per square foot. The EIS properly indicates that in addition to
surface overflow rates the solids flux to clarifiers should be controlled.
The flux of a maximum of 25 pounds per square foot per day indicated for
Southerly is adequate.
The provision for reaeration of the return sludge should not only
assist in maintaining a high CRT, but materially assist in minimizing
the occurrence of bulking sludge at Southerly. Aeration of the mixed
liquor in the absence of substrate shifts the metabolism toward an
endogenous stage and improves settleability.
b) Efficient Oxygen Transfer
The EIS recommends a change to an oxygenation system which is more
efficient than the present sock diffusers at Southerly. This is considered
vital to success of nitrification and improvement of the sludge bulking
as well as a necessary step to increase energy utilization. Recent testing
of jet aerators by the Los Angeles County Sanitation District under WRD
sponsorship has shown these devices not to be as efficient as the EIS
indicates. However other fine bubble devices showed efficiencies in the
neighborhood of 5 to 7 pounds of oxygen transferred per horsepower hour
(wire). As indicated in MERL's June 5, 1978 memo to Dale Luecht, we would
reemphasize the desirability of a Step 1 engineering feasibility study
of aeration devices for the Southerly plant. MERL could assist in this
study in any manner your Division thinks necessary.
c) Design Flexibility
Review of the EIS shows a good deal of effort in regard to process
flexibility. Aside from the aforementioned aeration concept, the provision
for routing flow around the plastic first stage filters and capability
of directing return sludge to these filters is sound practice. This
will allow energy savings and process control to meet the seasonal
discharge requirements at the Jackson Pike plant.
Provision for mating aeration bays with respective final clarifiers
will allow maintenance without major deterioration of effluent quality.
The interconnecting piping between Southerly and Jackson Pike should
help ease peak loading for both main stream flow and sludge handling
operations.
Provision of multiple metal dosing points for phosphorus control is
desirable practice to allow efficient use of precipitant and process control
with changing wastewater characteristics.
-------
-5-
3. Scenario #2
Scenario #2 process design as given in the EIS differs from the
facilities plan for Southerly in that the recommended first stage plastic
filter and intermediate clarifier have been deleted. To compensate for
this deletion, pretreatment of the brewery waste by plastic media filters
will be provided upstream of the Southerly plant, and the filter under
drain discharged directly into the sewer system leading to Southerly.
Section V-12 of the EIS indicates that the existing pretreatment
and primary sedimentation facilities at Southerly will not be expanded.
This is the most severe reservation we have in regard to Scenario #2.
The sloughed solids from the brewery plastic media filters will have
to be caputured by the existing primary tankage. In addition, a portion
of the phosphorus will be precipitated in the primaries which will
increase the solids load. Also, aside from normal primary solids, solids
from phosphorus control and sloughed brewery pretreatment solids, recycle
solids will enter the primary tanks. These recycle loads will be tertiary
polish filter backwash, air flotation subnatant, thermal conditioning
recycle, digester supernatant, and vacuum filter filtrate (or centrifuge
centrate). Appendix J outlines these recycles.
Section A-19 of the EIS states that historically Southerly operation
has been plagued with solids handling problems. Coupled with this is the
statement in Section IV-64 (4.42) and Appendix J (J.6) that an intermediate
clarifier is considered essential for the reliability of the Jackson Pike
plant. Since the sloughed solids from the upstream brewery plastic filter
will be transported to Southerly via the sewer, efficient solids capture
will be necessary to protect the single stage nitrification process from
excessive sludge wasting and consequent loss of CRT control.
Conceptually we see nothing wrong with Scenario #2, but express
concern over implementing good solids control, with the above considerations
in relation to Southerly operation, when the primary tankage receives
incremental solids.
4. Environmental Effects of Sloughed Solids
Several of the responses to the EIS stated concern over the fate and
effects of sloughed plastic media trickling filter solids during transport
in the sewer to Southerly. A newspaper account of two fatalities occurring
under conditions of similar circumstances cannot be related directly to
sloughed solids. Extreme safety measures must always be followed when
entering any enclosed area conveying wastewater, whether or not sloughed
trickling filter solids are present.
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-6-
Several proposals have been put forth to use sewer travel time as
a part of complete treatment by aeration or oxygen injection at selected
sewer sites (Boon, A. C., et al., "The Use of Oxygen to Treat Sewage
in a Rising Main," Water Pollution Control, Volume 76, pages 98-112,
1977).
Inherently sewers are devoid of oxygen to an extent that depends
on character of the waste being conveyed, flow characteristics and
geometry. Whether or not the introduction of some quantity of actively
respiring organisms would lead to a deleterious condition would have to
be based on site specific evaluation.
Los Angeles County Sanitation Districts' have evolved over the years
the concept of satellite treatment facilities that handle constant flow
and a centralized sludge handling facility. The satellite plants discharge
primary and waste secondary solids directly to sewers leading to the
central sludge processing plant. WRD suggests that historical data on
this practice could help resolve the deliberations on the environmental
effects of the brewery filter solids discharged to the sewer leading to
Southerly.
cc: F. T. Mayo
Dr. R. Safferman
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HAVESTS
EMERSON
OLEN H.ABPLANALP
STANLEY H. BUTTON
GEORGE O.SIMPSON
VINCENT A. IAOAVAIA
GARY M. SI EG EL
JUNIUS W. STEPHENSON
SOL KOPVOWITZ
ROBERT L. KAERCHER
MICHAEL C. MULBARGER
RICHARD N. SPADEMAN
IXCORPORATED
CONSULTING ENGINEERS
CLEVELAND OFFICE:
BOND COURT BUILDING
I3OO EAST 9TH STREET
CLEVELAND, OHIO
2I6/62I-24O7
May 9, 1979
ENVIRONMENTAL
ENGINEERING
WATER RESOURCES
POLLUTION CONTROL
SEWERAOE-O RAINAOE
WASTEWATER TREATMENT
INDUSTRIAL WASTES
SOLID WASTES DISPOSAL
AIR POLLUTION CONTROL
RATE INVESTIGATIONS
SANITARY LABORATORIES
AREAWIDE PLANNING
Mr. Dale Luecht
Water Division
U. S. Environmental
Region V
230 S. Dearborn
Chicago, Illinois
Dear Mr. Luecht:
Protection Agency
60604
In response to your request, we are pleased to document the
conversation between Mr. E. F. Barth and myself in USEPA's Chicago
office on May 8th regarding his April 19, 1979 memorandum, "Review
of Columbus, Ohio Draft Environmental Impact Statement".
Page 2, Paragraph 5, Sentence 1
The inconsistencies mentioned only reflect a 10 mgd
credit for.recycle flows (filter backwash, etc.) on the
average daily flow received at the plants. Mr. Barth
acknowledged the point and indicated that he had no further
problem in understanding.
Page 3, Paragraph 3, Sentence 1
Mr. Barth was advised that the final volume is 31.5
million gallons, inclusive of the 5.2 million gallon expan-
sion which can be used for return sludge aeration during the
winter to satisfy biomass cell residence time considerations
(see Table K-4). Mr. Barth acknowledged the misunderstanding.
Page 5, Paragraph 2, Sentence 5
Mr. Barth was advised that the filter backwash at Jackson
•Pike is to be preferentially returned to the intermediate
settler; at Southerly the process stream is to be returned
to .the head of the final settler (see Figure V-l). At Jackson
Pike, the potential return of filter backwash to the final .
clarifier is also shown. We also indicated that return
of this flow to the primaries at both plants was also viable
as an alternate point of introduction and should be provided
if possible. Mr. Barth acknowledged the misunderstanding.
-------
Mr. Dale Luecht
U. S. Environmental Protection Agency
May 9, 1979
Page 2
Page 5, Paragraph 2, Sentence 5 - Continued
Further, although not discussed with Mr. Barth, for
calculation convenience and a worst case statement, we
assumed that the other recycles were applied directly to
the primary effluent (see Table K-l). Thus, at Southerly,
the primary routinely sees only raw wastewater, sloughed
brewery pretreatment solids, and the additional solids mass
derived from phosphorus control by metal salt addition.
We believe that the foregoing adequately described our conversa-
tion and adds clarity where Mr. Earth's review comments inadvertently
conflicted with statements in the Draft EIS. By copy of this letter,
we are informing Mr. Barth of our response to your request. If either
he or you are in disagreement, we request that you inform us by
May 21, 1979. Otherwise, we will assume that there is no need for
further discussion and that the comments are correctly stated.
Very truly yours,
HAVENS AND EMERSON,' INC.
Michael C. Mulbarger
MCM:fch
cc: Mr. E. F. Barth
-------
APPENDIX CC
REVISED CHAPTER III:
SERVICE AREA AND SEWER SYSTEM ALTERNATIVES
-------
CHAPTER III
(REVISED MAY 1979)
SERVICE AREA AND SEWER SYSTEM ALTERNATIVES
(WITH ASSOCIATED CORRESPONDENCE)
-------
III. SERVICE AND SEWER SYSTEM ALTERNATIVES
3.1 REGIONALIZATION
This Section discusses the possibility of regionalization
of various divisions of the planning area. Each subarea is first
defined and described, as are the regionalization alternatives
proposed for each in the Facilities Plan and by subsequent review
of the Plan. A final section examines the cost sensitivity of
the chosen plan to various design philosophies.
3.1.1 Description of Planning Area
Figure III-l shows the planning area and subareas. All
of Franklin County except the extreme southeast and southwest
corners is included, along with areas to the northwest as far
as Sunbury in Delaware County. Also included is a small area
of Delaware County west of the 0'Shaughnessy Reservoir and small
portions of Licking, Fairfield, and Pickaway Counties.
3.1.2 Existing Service Area
The existing service areas for the two wastewater treat-
ment facilities serving the City of Columbus are also shown on
Figure III-l. These two plants, Jackson Pike and Southerly,
presently serve the City of Columbus as well as the communities
of Bexley, Worthington, Westerville, White Hall, Upper Arlington,
Marble Cliff, Grandview Heights, portions of Gahanna, Hilliard,
and small unincorporated areas surrounding the City of Columbus.
A 42-inch gravity sewer designed to service the areas along
the eastern edge of Griggs Reservoir and the upper Scioto River
as well as the Dublin area west of the Reservoir is presently
nearing completion. The latter area will contribute its flow
via a force main across the Reservoir south of State Route 161.
This main will continue to be used until an interceptor along
the western edge of Griggs Reservoir is constructed. All
intercepted flow will be transported to the Jackson Pike Plant
for treatment.
Also nearing completion is the interconnecting sewer
between the Jackson Pike and Southerly service areas. This
line, which varies from 150 to 156 inches in diameter
throughout the gravity portions of its length, currently
III-l
-------
LEGEND
Figure IE-1
Planning Area For
Metropolitan Columbus
I. WEST SCIOTO
2. BIG RUN
3. DARBY CREEK
4. GROVE CITY
5. MINERVA PARK
6 SUNBURY-GALENA
7. BIG WALNUT CREEK
8. ROCKY FORK
9 BLACKLICK CREEK
10. GROVEPORT
II. RICKENBACKER A.F.B.
••EXISTING SERVICE AREAS
-------
transports flow from Grove City to the Southerly Plant. Presently,
the City of Columbus has a construction contract (City Auditors
Engineer Contract Reference Number 2032) which would tie the
interconnecting sewer to the Big Run and Frank Road Interceptors
and divert these flows to the Southerly WWTP. Appendix I to
this report proposes that the interconnecting sewer be used to
transport excessive Jackson Pike flows (greater than 200 mgd)
to Southerly to avoid a 25 to 50 mgd expansion at Jackson Pike
and to utilize the full hydraulic capacity of both treatment
plants. In order to fully tie the two plants together, it is
proposed that the interceptor be extended from the Big Run and
Frank Road connections some two to three thousand feet to con-
nect to the Jackson Pike influent sewers. The estimated cost
for this extension is $1.2 million.
Approximately 12,000 acres, or 12 percent of the areas
tributary to the wastewater treatment facilities, are served
by combined sewers. Twenty-five hundred acres of this total
contribute flow to Southerly while the remainder are influent
to Jackson Pike. At the present time, there are at least three
major combined overflow points in the Southerly system, and 30
major overflows to the Scioto River in the Jackson Pike system.
OEPA reports that there are some 80-90 additional overflow
points in both systems. Present plans for the combined system
are somewhat undefined, with an ongoing sewer system evaluation
survey being conducted and plans being laid for the separation
of some key areas. Therefore, a detailed analysis and recom-
mendations of and for the combined areas are inappropriate
for this Impact Statement at this time.
However, in the interest of completeness, a preliminary
analysis and mathematical modeling of the combined sewer over-
flows was done to determine if any tentative conclusions could
be drawn. Appendix H presents the inputs and results of this
work. The major conclusions of the Appendix are:
Degradation of Alum Creek is primarily dependent
upon the quality of the combined sewer overflow,
indicating treatment may be a viable alternative.
Degradation of the Scioto River below the combined
overflows is severe even at relatively good quality
loadings (6005 < 10 mg/1) in conjunction with
all quantities of overflow modeled, indicating
the need for improvements within the sewer system
before attempting to treat at overflow points.
III-2
-------
3.1.3 Subarea Description
This Section describes and discusses each of the 11 subareas
shown in Figure III-l, and considers the feasibility of the in-
clusion of each in a regionalized system.
(1) West Scioto
This 24,300 acre unit is located in the northwestern
part of Franklin County, and is bordered on the east by
the Scioto River and on the south by the Cities of Billiard
and Upper Arlington. Also included are the Muirwoods Vil-
lage and Shawnee Hills areas of southern Delaware County.
The present population of the West Scioto area is
estimated to be 13,500 "people, and is projected to in-
crease to 31,800 by 1985, and to 42,600 by the year 2000.
(2) Big Run
The Big Run service area is also located in western
Franklin County just south of the West Scioto subarea, and
is comprised of the drainage to Hellbranch Run upstream of
U.S. Route 40. This 12,900 acre subarea is estimated to
presently contain 1,500 people, and is expected to increase
to 4,600 by 1985 and 10,400 by the year 2000. The area is
presently unsewered.
(3) Darby Creek
The Darby Creek area encompasses the remaining 28,500
acres in the western portion of the planning area. The
present population is estimated at 4,500. The largest
population center, 750 people, is the Village of Darbydale.
The population projections for this area envision 11,100
people by 1985 and 17,000 by the year 2000.
There are presently no sewers in the Darby Creek
subarea. The projected population density is only slightly
more than onehalf person per acre. The combination of
such a low density and the need for either pumping of
sewage into the Columbus service area or construction
of deeply laid sewers precludes further consideration
of this subarea as a portion of a regional plan.
(4) Grove City
The Grove City subarea is bounded on the south by
the Franklin-Pickaway County line, on the east by the
III-3
-------
Scioto River, on the north by areas presently served by
the City of Columbus sewer system, and on the west by
the Darby Creek subarea. Relatively heavy development
has taken place in and around both Grove City itself and
the Village of Urbancrest. These two municipalities have
a present total estimated population of 19,000, a value
which is expected to increase to 20,900 by 1985 and to
26,200 by the year 2000. Recently, wastewater flows
from Grove City and Urbancrest have been diverted to
the Southerly-Jackson Pike interconnecting sewer, making
further regionalization considerations academic.
Rural areas predominate south of Grove City, and
consist of approximately 16,100 acres with expected
1985 and 2000 populations of 6,100 and 12,300 respect-
ively. Due to this sparse population, the rural areas
of this subunit will not be considered further for
regionalization.
(5) Minerva Park
The Minerva Park subarea consists of 750 acres
located in the north-central portion of Franklin County.
Sewer service is presently provided by the Southerly
WWTP for the areas to the north, south, and west of
Minerva Park, with the 72-inch Alum Creek Interceptor
bounding the eastern side. Wastewater from the area is
presently collected and conveyed to the Minerva Park
WWTP, which dicharges to Minerva Lake Creek. The
existing plant is a 0.17 mgd extended aeration facility
which serves a contributory population of approximately
1,500 people. Projected populations for the total sub-
area are 3,400 by 1985 and 3,500 by the year 2000.
(6) Sunbury-Galena
The 45,000 acre Sunbury-Galena subarea is located
in Delaware and Licking Counties. It is bounded on
the north by an imaginary line just north of Sunbury,
on the east by the Hoover Reservoir watershed divide,
on the south by a line just above the Duncan Run drain-
age area, and on the west by a line one to two miles
west of Hoover Reservoir.
Homes in the area primarily use septic tanks and
leachfields for sewage disposal. The exception to this
is the Village of Sunbury, which is sewered and uses a
treatment facility which discharges to a tributary of
III-4
-------
Big Walnut Creek. Proposals to study sewerage alterna-
tives in a facilities plan for the area have been sub-
mitted. The lead entity in this endeavor is the Village
of Sunbury, with the Village of Galena and Delaware County
also participating.
The facilities plan will consider the possibility
of regionalization into the Columbus system as one
alternative for Sunbury-Galena. If regionalization is
deemed best, flow from the area would be treated at the
Columbus Southerly facility.
(7) Big Walnut Creek
The 24,300 acre Big Walnut Creek subarea is located
in northeastern Franklin County and southeast Delaware
County. It includes all the drainage to Big Walnut
Creek from Duncan Run south to the existing 84-inch
interceptor at State Route 161.
Projected populations for this area are 14,100 by
1985 and 21,300 by the year 2000. The portion of the
subarea located in Delaware County is to be included in
the facilities planning activities discussed for Sunbury-
Galena. This area was also included in the Columbus
Facilities Plan and was, therefore, retained for review
in this Environmental Impact Statement. Due to the
physical layout of this and the following two subareas
(Rocky Fork and Blacklick Creek), a regionalization
decision made for one must be implemented in all three.
(8) Rocky Fork
The Rocky Fork subarea consists of some 11,400 acres,
all of which is tributary to Rocky Fork. The Big Walnut
Creek and Blacklick Creek units form the boundaries to
the northeast and west, respectively. The Rocky Fork
subarea presently has 4,300 people, and is expected to
grow to 9,100 by 1985 and 17,800 by the year 2000. The
largest centers of population are the Villages of Gahanna
and New Albany (which is presently unsewered).
(9) Blacklick Creek
This subarea consists of 32,700 acres of the Black-
lick Creek drainage basin, and extends from the Creek's
headwaters to the existing 96-inch interceptor at Brice
Road. Portions of both Franklin and Licking Counties
are included.
Ill-5
-------
The estimated present population of the area is 27,700,
The population is projected to be 30,300 by 1985, and
41,900 by the year 2000. The heaviest population concen-
tration is found in Reynoldsburg, which had a 1970 total
of about 13,900 people. The City of Reynoldsburg operates
a contact stabilization wastewater treatment plant with
a 2.25 mgd design capacity. Present operation of this
facility reportedly requires occasional bypassing of
untreated sewage directly to Blacklick Creek.
(10) Groveport
The 5,000 acre Groveport subarea consists of the
Village of Groveport and surrounding unincorporated areas.
In 1970, Groveport had approximately 2,500 people. Most
of the present population contributes wastewater to a
0.30 mgd trickling filter facility. The Franklin County
Commissioners currently own and operate the treatment
plant for the Village of Groveport. The plant and sewer
system will be turned over to the Village when the bonds
are retired in the near future. The discharge from this
plant is to Little Walnut Creek. An expanded sewer sys-
tem could collect flow from the entire area and transport
them by gravity into the existing 96-inch Blacklick Creek
and 108-inch Big Walnut Creek Interceptors; a total ser-
vice option which is not possible with the location of
the present treatment plant.
(11) Rickenbacker Air Force Base
The Rickenbacker Air Force Base consists of some
4,200 acres. The Base is currently being served by a
1.25 mgd trickling filter plant which discharges to Walnut
Creek. In 1970, there were approximately 5,600 persons
at the Base. However, the Department of Defense has
decided to deactivate the air base making regionaliza-
tion academic.
3.1.4 Summary
The following subareas were chosen from those discussed
above as suitable for possible inclusion in a regionalized
system:
West Scioto
Big Run
III-6
-------
Minerva Park
Big Walnut
Rocky Fork
Blacklick Creek
Groveport
Rickenbacker Air Force Base(l)
Selection of a final total regional area from among these sub-
areas is dependent upon the cost-effectiveness of the inclusion
of each, as analyzed and discussed in the following section.
3.2 ALTERNATIVE COMPARISON
This section will contain a description of alternatives
within each planning subarea and a discussion of the primary
impacts and costs associated with each. Ultimately, a final
recommended plan is selected and described. (Secondary impacts
are discussed for each subarea in Chapter VII of Volume III.)
3.2.1 General
The Brookside Estates area, which was considered in the
Columbus Facilities Plan, will not be evaluated in this Impact
Statement, since its construction has been approved and com-
pleted. Construction consisted of the installation of a 30-inch
sewer that connects to the Olentangy Interceptor Sewer a few
hundred feet north of State Route 161. This plan was that
recommended by the Brookside Estates Mini-Facilities Plan.
The East Scioto area has a newly constructed 42-inch
extension of the existing 42-inch East Scioto Interceptor
from Case to Martin Roads parallel to Riverside Drive. This
system will serve the east side of the Scioto River as well as
the portion of the City of Dublin which is located on the
western side of the River. Service to the western side is
provided by a completed pump station and force main crossing
the River on the south side of Route 161. Servicing of the
western side is to continue until another means of disposal
is provided or the eastern side grows in population and
(^Reasons for including Rickenbacker Air Force Base in the
analysis are given in Section 3.2.7.
III-7
-------
requires the extra capacity of the East Scioto Sewer extension
for its sanitary flow. Because of this sewer construction, the
East Scioto area will not be considered further in this Environ-
mental Impact Statement.
Sewers for the areas to be regionalized were designed in
the Facilities plan based on ultimate population. Guidelines
proposed since the preparation of the Facilaities Plan have
recommended the use of year 2000 populations for sewer design.
Accordingly, the sewer sizes developed in the following sections
have used the slopes and peaking factors listed in the Facili-
ties Plan (with a 0.013 Manning's n) in conjunction with year
2000 population projections. Sewers specified are assumed to
flow at or near half capacity at the end of the planning period
Size and cost sensitivities to designs predicated on ultimate
populations, half capacity at year 2000, and full capacity at
year 2000 are provided in a later section of this chapter.
The quantity of dry weather sewage flow was calculated
to be approximately 90 gpcd. This flow was developed after
analyzing the Infiltration/Inflow data available for the City
of Columbus (!) .
The overall gaged infiltration from 19 existing service
areas discussed in the I/I report can be expressed in two ways:
3,580 gallons per inch-diameter mile per day, or 173 gallons per
capita per day. For ease of design computation, an allowance
for infiltration expressed in gallons per capita is desirable.
Using 200 gallons per inch-diameter mile as an allowable infil-
tration number which can be achieved in new sewers, and
assuming the ratio of 3,580 gallons per inch-diameter mile to
173 gallons per capita to hold true (20:1), a value of 10 gal-
lons per capita per day results for infiltration into newly
constructed sewers.
Having established a total estimate of 100 gallons per
capita per day (gpcd) for infiltration and sanitary flow,
the total design flow was calculated using the following
equation:
Design Flow = P2000 x 10° 9Pcd x P-F-
P2000 = Population in the year 2000
P.P. = Columbus Peaking Factor
(1)"infiltration/Inflow Analysis, Columbus Metropolitan Area
Facilities Plan" by Malcolm Pirnie, Inc., 1975.
III-8
-------
The flow calculated by this equation was then divided by 0.51,
a factor which will provide the capacity for a sewer which
will flow half full in the year 2000 d). The relationship
of average daily flow to the peaking factors selected for use in
the equation is shown in Figure III-2 (2).
Interceptor costs used in the following sections were
based on recent bids for sewer construction in the Columbus
area. Capital costs for lateral sewers and house connections are
not included in alternative comparisons, since Federal funding
for their construction will not be available except in scattered
cases meeting the requirements of Appendix G (3). other
capital costs for items such as pump stations and treatment
plants were estimated based on past experience with the struc-
tures under consideration. Operation and maintenance (O&M)
expenses were computed using actual current plant costs and
estimates of costs that will be incurred through the year 2000.
Annual O&M costs for interceptors were assumed to be equal to
0.25 percent of the initial construction cost. Any computations
involving interest used an annual rate of 6-3/8% over the period
starting in 1980 and ending in the year 2000. Service lives of
interceptors and wastewater treatment plants were assumed to be
50 and 35 years, respectively.
A study of the New Albany area, which presently experiences
water quality problems due to overutilization of septic tanks,
provided a basis for establishing a threshold for maximum
population densities allowable before interceptor construction
should be considered. New Albany currently has an estimated
population of 600 contained in an area of 400 acres. Thus, it
was assumed that when other areas with soil suitabilities for
septic tank usage similar to those in New Albany reach a
density of 1.5-2.0 people per acre, the provision of centralized
sewage treatment or interception systems should be examined in
light of the pollution problems encountered. This density
criterion was used throughout the planning area, as the great
majority of soil associations present are considered to be
marginally suitable, at best, for heavy septic tank and leach-
field usage.
(l)Appendix F provides design tables for each alternative
investigated.
(2)xaken from "Cost-Effective Analysis, Vol. One", Malcolm
Pirnie, Inc., 1975.
(3)pRM 77-8, "Funding of Sewage Collection System Projects",
U.S. EPA, June, 1977.
III-9
-------
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In the sub-areas that are projected to have 2.0 people/acre
or more within the planning period prior to construction of the
recommended intercepting sewers, it will be necessary that local-
ized facilities planning be conducted. The Village of Minerva
Park, the City of Reynoldsburg, and the Village of New Albany are
exceptions to this having already established their needs. The
localized facilities planning will determine the specific needs
for wastewater treatment facilities as well as evaluate alterna-
tive methods of wastewater treatment. The localized facilities
planning can be conducted by either the City of Columbus or
the appropriate municipality. During the above additional
localized facilities planning, the Ohio Environmental Protection
Agency's "Procedures for Archaeological and Historic Preserva--
tion" must be followed prior to the design and construction of
any recommended wastewater treatment facilities.
It should be noted that the sizes of all interceptors,
force mains, and pump stations mentioned in the following
sections are based on half-full flow in the year 2000. As
detailed design data become available, small changes in
alignment and/or sizing may be necessary. It should also be
noted that EIS statements as to interceptor sizing over a
given length may ultimately be designed more practically by
starting with a smaller diameter sewer with increases in size
up to or slightly over that specified in this document.
3.2.2 West Scioto(1)
The West Scioto subarea will contribute flow to the
Jackson Pike Wastewater Treatment Plant if tied into the
Columbus sewerage system. For the most part, this area is
presently unsewered. The exceptions are the Dublin and
Muirfield Village areas to the north which presently have
sewers and plan to tie-in temporarily to the interceptor
constructed along the east side to the Scioto. The present
population of the total area is estimated to be 13,500 people,
and is expected to increase to 31,800 people by 1985 and to
42,600 by the year 2000.
(1) Alternative Description
There are two gravity sewer alternatives under con-
sideration for servicing this area, as shown in Figures
(i)Figures depicting the routes for all subareas which were
considered in the Columbus Facilities Plan prepared by
Malcolm Pirnie, Inc. have been reproduced for this
Environmental Impact Statement with only minor changes.
111-10
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III-3 and III-4 . The first, known as the Low Level
Alternative, consists of an interceptor that travels along
the edge of Griggs Reservoir from the existing 72-inch
stub of the Scioto Interceptor to Indian Run Creek near
Dublin. The interceptor is 33,300 feet long, and ranges
from 36 to 48 inches in diameter.
The second, or High Level Alternative, connects the
same two points as the Low Level option. It differs from
the Low Level Alternative north of Tudor Ditch. At this
point, the interceptor crosses over open and residential
area to the intersection of Dublin and Schirtzinger Roads.
From this intersection northward, the interceptor follows
Dublin Road to Rings Road. After traveling west on Rings
Road for about one-quarter of a mile, the route turns north
through more open land until finally reaching Indian Run
Creek. The length of the interceptor in the High Level
Alternative is 33,800 feet, with a diameter that varies
from 36 to 48 inches.
A No Action Alternative was not considered viable,
since increasing pollutant loads upon the area's Crosby-
Brookston and Milton-Ritchey-Miamian soil associations
through continued use of septic tank and leach field
systems could result in contamination of Griggs Reservoir,
which is presently used as a potable water supply.
(2) Primary Impacts
Short-term primary impacts of the Low Level Alterna-
tive would largely be due to the erosion caused by the close
proximity of interceptor construction to Griggs Reservoir
and the crossing of ten streams or ditches. Levels of
suspended solids and turbidity can be expected to tempor-
arily increase in these watercourses. The Low Level
Alternative also traverses 22,700 feet of steep slopes
and 1,600 feet of the James Thomas Park. Because of the
type of land use close to the Resrvoir, this Alternative
also traverses 21,900 feet of wooded area.
The long-term effects of the Low Level Alternative
are associated with the purchase of easements through
private yards and the removal of large trees. Most of
the interceptor route is within a flood plain, and is
frequently across stream and ditch outlets. These con-
ditions will require raised manholes along with 5,400
feet of aerial sewer, creating a permanently adverse
aesthetic appearance.
III-ll
-------
EXISTING
EAST SCIOTO
INTERCEPTOR
MALCOLM
PIRNIE,
INC
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
SCIOTO RIVER
SERVICE AREA
LOW LEVEL ALTERNATE
FIGURE
m-3
-------
EXISTING
EAST SCIOTO
INTERCEPTOR
MALCOLM
Tti PIRNIE,
LJfl INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
SCIOTO RIVER
SERVICE AREA
HIGH LEVEL ALTERNATE
FIGURE
m-4
DEFIANCE
-------
The High Level Alternative, which calls for 16,500
feet of sewer along Dublin Road, would create a short-
term adverse impact by disruption of traffic. Dublin
Road is used by commuters going to and from the City of
Columbus, and presently has two schools and several
churches and residential areas located along it. Another
short-term adverse impact is involved in the construction
of the proposed interceptor through 6,400 feet of steep
slopes with 12 stream and ditch crossings. This alter-
native route also crosses the same 1,600 feet of the
James Thomas Park as that in the Low Level Alternative.
The main long-term impact resulting from the High
Level Alternative is the 1,300 feet of interceptor which
must be aerial and will create an adverse impact upon
the aesthetics of the area.
Both alternatives have local short-term adverse
impacts due to construction, such as noise, air quality,
and temporary aesthetic degradation. Both alternatives
have the beneficial impact of the elimination of most
septic tank systems which could possibly contaminate
ground water if continued and increased usage was permitted,
The High Level Alternative would require most of the homes
on the east side of Dublin Road to tie into the intercep-
tor by pumping, with some continuing to use individual
septic tank systems. The Low Level Alternative would
collect all sewage flow from this area.
(3) Phasing
Figure III-5 shows population densities for the West
Scioto subarea for both High and Low Level Alternatives.
All interceptor sections below Manhole 3 may be needed
by 1980 due to both the densities indicated in the Figure
and the need to protect Griggs Reservoir from possible
contamination. Additional facilities planning will assess
the situation of the sub-area and determine the need for
the interceptor sections. Between Manholes 2 and 3, the
density is low, indicating no immediate need for construc-
tion. The City of Dublin lies above Manhole 2, and cur-
rently pumps sewage over Griggs Reservoir into the East
Scioto Interceptor.
(4) Costs
Phasing considerations point toward the cost-
effectiveness on a present worth basis of constructing
a permanent pump station and parallel 12-inch force main
111-12
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6.0
FIGURE m-5
DENSITY TRENDS FOR THE
WEST SCIOTO AND BIG RUN SUBAREAS
Manholes Code
Beginning to#2 O
#2 to #3 x
#3 to #4 A
#4 to #5 *
#5 to #6 D
1985
1990
1995
2000
SCIOTO RIVER INTERCEPTOR
(HIGH a LOW LEVEL ALTERNATIVE)
6
5
2 3
o>
Q.
£ 2 0
M
c
o
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
*4 to #5 *
#5 to #6 D
1985
1990
1995
2000
BIG RUN INTERCEPTOR
-------
across Griggs Reservoir, since the interceptor sections
above Manhole 3 will not be required until after the
planning period.
The capital cost of the pumping station and additional
force main is about $413,000 with an equivalent annual O&M
cost of $28,800. This cost is common to both alternatives.
The remaining capital cost of the Low Level ($2,825,000) is
associated with the gravity interceptor. The capital cost
of the High Level Alternative serving the same area is only
$2,206,000. On a present worth basis (including salvage),
the Low Level Alternative amounts to $3,227,000, a value
some 20% above the $2,697,000 attributable to the High
Level Alternative.
(5) Summary and Further Considerations
A summary of West Scioto data and cost results is
provided in Table III-l.
The costs and primary impacts for the West Scioto
area regionalization favor the High Level Alternative.
Because of the large difference in costs and the less
serious nature of the associated primary impacts, the High
Level Alternative is the selected plan for the West Scioto
area.
The Environmental Impact Statement for the Delaware
County area (1) presented a plan which called for the
upper reaches of the Scioto River basin within Delaware
County to contribute flow to the City of Columbus' sewer
system, a plan which would increase the year 2000 popula-
tion projections by about 15,000 people. To allow for this
option without the need to parallel interceptors and
undergo dual construction impacts, a larger interceptor
than that proposed for the High Level Alternative would be
required. The increased sizes and costs for this modifica-
tion are compared to the original alternative in Table
III-2.
"Final Environmental Impact Statement, Olentangy Environ-
mental Control Center and Interceptor System", for the
Delaware County, Ohio Board of Commissioners, Prepared by
the U.S. EPA, Region V, July 1976.
111-13
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Table III-l
Alternative Summary for the West Scioto Subarea
Alternatives
Item Low Level High Level
Length of Sewers (feet) 33,300 33,800
Type of Land Traversed (feet)
Woodland 21,900 12,200
Open Space (rural) 100 4,600
Stream Corridor 6,400 4,100
Steep Slopes 22,600 6,400
Parks and Recreation 1,600 1,600
Reservoir Shoreline 26,900 6,400
Residential 3,700 4,300
Highway Right-of-Way 3,000 16,500
Stream Crossings 10 12
Highway Crossings 4 24
Costs (Thousands of Dollars)
Capital (1980) $ 3,238 $ 2,619
Capital (2000) 1,550 1,421
Annual O&M (1980-2000) (1) (2)
Present Worth $ 3,227 $ 2,697
varies from $24,200 in 1980 to $55,100 in the year
2000.
varies from $22,600 in 1980 to $53,500 in the year
2000. Does not include O&M for pumpage of flows from
homes unable to reach the interceptor by gravity.
111-14
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Table III-2
Proposed Modification to the High Level Alternative
for the West Scioto Subarea
Original Modified
Length of Sewer (feet) Size size
7,100 36" 42"
6,600 36" 42"
9,800 36" 42"
3.900 36" 42"
6,400 48" 48"
Pumping Station (Peaked Flow) 4.5 mgd 9.0 mgd
Cost (Thousands of Dollars)
Capital (1980) $2,619 $2,981
O&M (2000) 1,421 2,173,
Present Worth 2,697(1) 3,139^
(!)0&M varies from $22,600 to $53,500 in 1980 to 2000.
(2)0&M varies from $38,200 to $100,000 in 1980 to 2000,
111-15
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Thus, for an 18 percent ($446,000) increase in present
worth cost, the option of serving the Scioto River area
within Delaware County can be maintained. An annual equiv-
alent cost of $21 per person per year would result for
this plan using the present population, a figure which
reduces to $7 per person per year for the year 2000
population. Prior to implementation of the recommended
alternative, localized facilities planning must be com-
pleted in the Delaware County, Scioto Basin to determine
the needs for the planning period.
3.2.3 Big Run
The 12,900 acre Big Run subarea is located in western
Franklin County, and is comprised of the Hellbranch Run drain-
age basin upstream of U.S. Route 40. The flow from this area
will be transported to the Jackson Pike WWTP if connection is
made to the City of Columbus' sewer system. The present popu-
lation is estimated at 1,500, and is expected to increase to
4,600 by 1985 and 10,400 by the year 2000.
(1) Alternative Description
The general soil association within the region is
the Crosby-Brookston-Lewisburg. This association is
characterized by a high seasonal groundwater table and
low permeability. These conditions prohibit heavy use
of septic tank systems, indicating that as population
increases, sewer service should be provided. The type
of soil present does not permit a viable No Action
Alternative.
Alternative A calls for areawide regionalization.
As shown on Figure III-6, this system requires 33,000
feet of interceptor construction along Hamilton Ditch,
starting approximately one mile north of the Roberts Road
crossing and ending with a connection to the existing
54-inch Big Run Interceptor at Galloway Road. The pro-
posed interceptor would vary in diameter from 18 to 27
inches. This is the only regionalization alternative
deemed viable for this area.
(2) Primary Impacts
The alignment of the interceptor will result in
two stream crossings and five highway crossings. The
type of land which will be affected is mainly open or
grassland. Adverse short-term impacts may result due
111-16
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MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG RUN FIGURE
INTERCEPTOR Dl-6
-------
to the close proximity of the interceptor route to Big
Run for some 25,000 feet. Short-term impacts resulting
from noise, air pollution, and aesthetics are not judged
to be severe due to the open space and grasslands which
will generally separate construction activities from
heavily populated areas.
(3) Phasing
The population density increases shown on Figure
III-5 for the Big Run area illustrate that most of the
interceptor sections should not be built during the
planning period. The exception to this is the section
between manholes 4 and 5, which may be needed by 1995.
(4) Costs
The capital cost of Alternative A is $2,200,000,
with an associated annual O&M cost of $2,500 (between
1995 and 2000). These values, along with salvage and
phasing considerations, represent a present worth of
only $140,000.
(5) Summary
Table III-3 provides a summary of alternative data
and costs for the Big Run subarea.
Table III-3
Alternative Summary for the Big Run Subarea(1)
I tern
Length of Sewers (feet) 33,000
Type of Land Traversed (feet)
Open Space (rural) 33,000
Stream Corridor 25,000
Residential 0
Stream Crossings 2
Highway Crossings 5
Costs (Thousands of Dollars)(!)
Capital (1995) $ 1,008
(2000) $ 1,192
Annual O&M (1995-2000) 3
Present Worth $ 140
Does not include the individual treatment unit costs
necessary under a phased construction plan.
111-17
-------
Population projections point toward a fairly heavy
growth in areas surrounding Interstate 70 close to the
City of Columbus. A more detailed analysis of this area
suggests that sewer service may be needed by 1985. There-
fore, a modification to the Big Run alternative proposed
in the Facilities Plan is recommended.
This modification entails providing sewer service
to a 1,350 acre area with a population projected to be
4,100 by the year 2000. This area can be served by two
trunk sewers tying into the existing Columbus system,
one along Feder Road and one along Renner Road, in order
to serve areas south and north of 1-70, respectively.
The primary impacts of these trunk sewers are minor,
since they travel along .highway right-of-ways or through
open farmland and lightly residential areas. The total
capital cost for the construction of 7,200 feet of 18-
inch diameter sewer along Renner Road and 7,900 feet of
15-inch diameter sewer along Feder Road is about $770,000,
It should be noted that these sewers can only serve the
two areas described, and cannot be extended, using a
gravity system, any further west within the Big Run
subarea. This modification results in an annual cost
of $17 per person per year, for the year 2000 popula-
tions. Figure III-6 has included the routes of these
proposed extensions.
Prior to implementation of the recommended alterna-
tive, localized facilities planning must be completed
to determine the needs of this segment of the Big Run
subarea.
3.2.4 Minerva Park
The Minerva Park subarea is located in the north-central
portion of Franklin County. Wastewater treatment is presently
provided by the Columbus Southerly WWTP for the areas to the
north, south, and west of Minerva Park. The Alum Creek Inter-
ceptor forms the eastern boundary. Minerva Park's present
wastewater treatment plant, which discharges to Minerva Lake
Creek, is a 0.17 mgd extended aeration facility. The present
estimated population is 1,500 people. The projected popula-
tions for this area by the years 1985 and 2000 are 3,400 and
3,500 respectively.
111-18
-------
(1) Alternative Description
Two alternatives were considered for serving the
Minerva Park subarea. The Interceptor Alternative shown
in Figure III-7 is one in which an interceptor would be
constructed from the Minerva Park WWTP in an easterly
direction to a point on the 72-inch portion of the existing
Alum Creek Interceptor. The flow would be treated at the
Southerly WWTP. The proposed interceptor will be about
3,900 feet long, and will vary from 12 to 15 inches in
diameter. An extension will continue upstream of Minerva
Lake Creek with approximately 900 feet of 12-inch sewer.
A 20-foot permanent right-of-way has been purchased and
the design of the interceptor has been completed as per
the recommendations of the Facilities Plan. Plans have
progressed to such an extent that a portion of the inter-
ceptor crossing Westerville Road has already been installed
as part of a highway reconstruction project.
The second, or Plant Alternative, proposes expansion
and improvement of the existing treatment plant. By the
year 2000, a 0.6 mgd plant will be necessary. Required
additions will be built adjacent to the old plant on land
presently used for farming. Effluent requirements for a
0.6 mgd plant at this location will probably be quite
stringent. Costs summarized at the end of this section
have assumed design release levels of 8 mg/1 8005, 8 mg/1
SS, 1.0 mg/1 ammonia nitrogen (summer), and a minimum of
5.0 mg/1 of dissolved oxygen at all times. Due to the
large population increase projected by 1985, the plant
should be built by 1980 with full capacity installed for
the wastewater flow in the year 2000.
It has been reported that the effluent from the WWTP
adds nutrients to and depletes oxygen from the relatively
small flow in Minerva Lake Creek. .It was estimated that
the present flow from the WWTP is about one-third of the
creek's dry weather flow. These existing conditions do not
permit consideration of a No Action Alternative.
(2) Primary Impacts
The short-term impacts due to construction of the
Interceptor Alternative would be the degradation of surface
water quality from increases in turbidity due to construc-
tion activities along 4,200 feet of stream banks and at
three stream crossings. Aquatic biology would be hampered
by the increase in turbidity and by the area destruction
caused by work activities in or near the stream. Woody
111-19
-------
SCALE IN FEET
0 1000 2000 3000
MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
MINERVA PARK
INTERCEPTOR
ALTERNATE
FIGURE
ffl-7
-------
vegetation is sparse along the proposed route, thereby
minimizing the effect of any removal required. The inter-
ceptor mainly traverses open fields and farmland, with no
structures occurring along the proposed route. This
situation will reduce adverse noise, aesthetic, and air
quality impacts. Traffic disruption and public inconveni-
ence is expected to be minimal, since no nouses occur along
the route and only one road, which already has a portion of
the interceptor constructed beneath it, would be crossed.
A short section of proposed interceptor will pass beneath
railroad tracks. The 900-foot branch in the Interceptor
Alternative requires some 350 feet of construction through
steep slopes, a situation which will cause adverse short-
term impacts.
Long-term beneficial impacts will mainly be found in
the improvement of water quality in the Minerva Lake Creek
due to the elimination of the Minerva Creek Plant. The
elimination of the plant will have further beneficial
impacts by improving local aesthetics, decreasing manpower
costs, energy commitment, and land requirements.
Long-term adverse impacts resulting from retention
of the treatment plant are the commitment of more manpower,
energy, and land due to the needed expansion by 1980. The
retention of the WWTP close to growing residential communi-
ties could increase impacts from odor, noise and aesthetics,
(3) Phasing
Phasing through the use of projected densities was
not necessary for this subarea since the combination of the
large population growth expected by 1985 and the probable
stringent permit release levels for a WWTP in the area
require interceptor or treatment plant construction by
1980.
(4) Costs
The capital cost for the Interceptor Alternative is
$380,000, with an associated annual operation and main-
tenance cost of $1,000. For a true comparison, the O&M
should include the cost of treating the 0.6 mgd from the
Minerva Park area at the Columbus Southerly plant. When
this consideration is included, (along with salvage value)
a total present worth for the Interceptor Alternative of
$542,000 is derived.
111-20
-------
The capital cost for the Plant Alternative (excluding
land costs) is estimated to be $2,070,000. The costs for
operation and maintenance of the proposed 0.6 mgd plant are
estimated as approximately $400/mg. Total present worth of
the Plant Alternative is then $2,325,000, assuming construc-
tion takes place by 1980.
(5) Summary
A tabular summary of data and costs for Minerva Park
is provided in Table III-4. The selected plan for this
subarea is the Interceptor Alternative. This selection was
made primarily to minimize the long term impacts associated
with operating and maintaining a local treatment plant and
because of the large difference in capital and O&M costs
between the Plant and interceptor Alternatives. Construc-
tion impacts of the Interceptor Alternative may be somewhat
severe, but they will be short-term and will occur only
once. A cost of $32 per person per year results using
present population, whereas using the year 2000 population
results in a cost of $14 per person per year for the
Interceptor Alternative.
Localized facilities planning need not be completed
prior to implementation of this alternative since the needs
have been adequately identified and evaluated.
3.2.5 Big Walnut Creek, Rocky Fork, Blacklick Creek
The three individual subareas (Big Walnut Creek, Rocky Fork,
Blacklick Creek) that are described in the following sections
must be taken as a single unit in any regionalization alternative
analysis. Three possible regionalization systems, designated as
A, B and C, were proposed in the Columbus Facilities Plan. These
will be reviewed in the following paragraphs along with another
alternative (D) which proposes only partial regionalization of
the three subareas during the planning period. Figures III-8
through 12 show the routes of the five alternatives investigated.
(1) Alternative Description
1. Big Walnut Creek
The Big Walnut Creek subarea is located in north-
eastern Franklin County and southeastern Delaware
County. This area presently has an estimated popula-
tion of 6,000. The population is expected to increase
111-21
-------
Table III-4
Alternative Summary for Minerva Park Subarea
Alternatives
Item Interceptor Plant
Length of Sewers (feet) 4,800 0
Type of Land Traversed (feet)
Woodland 1,500 0
Open Space (rural) 3,300 0
Stream Corridor 4,200 0
Steep Slopes 350 0
Agricultural 0 5 acres
Stream Crossings 3 0
Highway Crossings Already Constructed
Costs (Thousands of Dollars)
Capital (1980) $ 380 $ 2,070
Annual O&M (1) (2)
Present Worth $ 542 $ 2,325
varies from $24,300/year in 1980 to
$32,300/year in 2000.
(2)
v 'O&M varies from $32,300/year in 1980 to
$51,100/year in 2000.
111-22
-------
•(ROCKY FORK
I INTERCEPTOF
MALCOLM
PIRNIE,
INC
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE A
FIGURE
m-8
DEFIANCE
-------
I ROCKY FORK
INTERCEPTOR
MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE B
FIGURE
m-9
-------
MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE C
FIGURE
m-io
DEFIANCE
-------
MALCOLM
PIRNIE,
INC
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE D
FIGURE
DEFIANCE
-------
MALCOLM
7KI PIRNIE,
Jfl INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE SUB B
FIGURE
DI-12
-------
to almost 14,100 by 1985 and 21,300 by the year 2000.
If regionalized into the Columbus sewerage system,
flow from this subarea will be treated at the Southerly
WWTP.
One of the major concerns within the Walnut Creek
area is the protection of Hoover Reservoir, which is
used as a potable water supply. If population growth
is as predicted, heavy use of septic tanks and leach-
fields will occur if sewers are not provided. The
local soils are mainly of the Bennington-Pewamo
Association, and are unacceptable for septic tank
systems.
Alternatives A and D would involve the construc-
tion of a 36-inch interceptor over 28,000 feet. The
proposed interceptor route parallels the eastern edge
of Hoover Reservoir and Walnut Creek. Service would
be instituted from the existing 84-inch interceptor at
State Route 161 northward to the Lake of the Woods
area.
Alternative B envisions an interceptor which
begins at Duncan Run and follows Rocky Fork to Central
College Road. The interceptor route then runs west-
ward to Walnut Creek where it turns to the south to
ultimately connect to an existing 84-inch interceptor,
which transports the flow to the Southerly WWTP. The
proposed interceptor varies in size from 18 to 36
inches over a length of 40,000 feet.
Alternative C will involve the construction of
an interceptor which is the same length and follows
the same route as that in Alternative A but which
would serve a smaller area. Due to this decrease in
service area, the diameter of the proposed interceptor
is reduced, and will vary from 30 to 36 inches. In
this Alternative, some of the subarea will be served
by an extended Rocky Fork Interceptor, as discussed
in the next section.
2. Rocky Fork
The Rocky Fork subarea is located in the north-
eastern portion of Franklin County, encompassing some
11,400 acres. The present population for this sub-
area is about 4,300 people, and is expected to
increase to 9,100 by 1985 and to 17,800 by the
year 2000.
111-23
-------
At the present time, the surface waters in and
around the Village of New Albany are heavily polluted
during low flows. Specifically, Rose Run, Sugar Run,
and Rocky Fork are heavily impacted by point and non-
point releases from individual septic tanks and leach-
fields. This situation again eliminates consideration
of a No Action Alternative.
Alternative A consists of an interceptor running
parallel to Rocky Fork for some 33,700 feet. The
diameter of this proposed interceptor varies from
24 to 36 inches. Service will be provided to the
Rocky Fork drainage area from just south of Granville
Road to the Village of Gahanna, which presently is
included in the City of Columbus' sewer system. The
proposed Rocky Fork Interceptor will tie into the
existing 84-inch Walnut Creek Interceptor near the
confluence of Walnut Creek and Rocky Fork.
Alternative B consists of an interceptor which
varies in diameter from 24 to 36 inches as it traverses
some 36,800 feet along Rocky Fork to a point just
north of Havens Corners Road. The route then turns
southeast running across country until reaching the
proposed 36-inch Blacklick Creek Interceptor. The
point of connection to the Blacklick Creek Interceptor
is approximately one-quarter mile south of the inter-
section of Taylor and Reynoldsburg-New Albany Roads.
Alternative C for the Rocky Fork subarea consists
of an interceptor 46,100 feet long which varies in
diameter from 18 to 36 inches. This proposed inter-
ceptor would begin near the Rocky Fork, approximately
one-quarter mile south of the Franklin-Delaware County
line. The route would parallel Rocky Fork on the
eastern side until reaching the same location north
of Havens Corners Road proposed in Alternative B.
The Alternative B route is followed from this point
on to the proposed 36-inch Blacklick Creek Interceptor.
Alternative D utilizes 8,000 feet of 8-inch
force-main and 10,500 feet of 12-inch gravity sewer.
This sewerage system is designed to collect flows
only from the New Albany area and transport them to
the existing Big Walnut Creek Interceptor. The
remainder of the Rocky Fork area will not be included
in a regional system until at least 1995.
111-24
-------
The cost of building a treatment plant in the
New Albany area was also investigated using a base
population of approximately 20,000 people, and is
summarized in Table III-5 along with the pump station
and force main costs involved in Alternative D. The
pump station-force main system is shown to be half
as expensive as the treatment plant option.
A modification to the lower section of the
interceptor proposed for the Walnut Creek subarea
may be necessary. The portion of this unit which
is in Delaware County will be included in a Facili-
ties Plan to be undertaken shortly by entities
within Delaware County. It is suggested that the
final design size for this interceptor be deter-
mined by the Facilities Plan.
During the comment period, the City of Columbus
expressed concern of the Draft EIS's Alternative D
for the Rocky Fork Basin for not utilizing a section
of sewer already constructed below Morse Road. The
Final EIS considered the City's proposed alternative
as shown in Figure 111-13. The alternative would
utilize the existing 15 to 21-inch sewer with an
extension of approximately 1,000 feet of 12-inch
gravity sewer connecting to an 8,000 foot 8-inch force
main. The pump station would be located near the
intersection of Route 62 and Morse Road. An 18-inch
interceptor follows Route 62 northward into the
Village of New Albany comprising an estimated length
of 12,000 feet.
A table comparing sizes, lengths, and costs of
the original Alternative D for the Rocky Fork area
and the alternative proposed by the City for ser-
vicing the same area is presented in Table III-6.
As shown by the table, the original Alternative
D for the Rocky Fork area is some 14% less expensive
than the alternative proposed by the City.
The primary impacts associated with each alter-
native are relatively small in difference, in that
they both utilize a pump station and 8,000 feet
of force main. The City's alternative, however,
is some 6,000 feet shorter when everything is con-
structed .
111-25
-------
Table III-5
Treatment Plant Costs vs. Pump Station
Costs in the New Albany Area
Treatment Plant Pump Station
Capital Cost
Treatment Plant $2,070,000
Pump Station - $ 170,000
Interceptor - 710,000
Total $2,070,000 $ 880,000
Present Worth
Treatment Plant
(capital) $1,810,000
(O&M) $ 990,000
Pump Station (capital) - $ 170,000
(O&M) - 110,000
Interceptor (capital) - 590,000
(O&M) - 20,000
Southerly Treatment
Plant (O&M) - 420,000
Total $2,800,000 $1,310,000
111-26
-------
MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK FIGURE
SERVICE AREA m-13
ALTERNATE D-H
-------
Table III-6
City vs. Draft EIS Rocky Fork Alternative
Proposed City Alternative
Facilities
Pump Station
1-8-inch Force Main
1-12-inch Interceptor
1-18-inch Interceptor
New Construction(l)
Time
of Con-
struction
1980
1980
1980
1980
1980
TOTAL
PRESENT WORTH = $1,465,000
Length
(ft)
8,000
1,000
12,000
25,200(2)
46,200
Construc-
tion Cost
$105,000
156,000
75,000
508,000
660,000
$3,504,000
($/yr)
26,500
400
200
1,300
6,700
Original Draft EIS Alternative
Facilities
Pump Station
1-8-inch Force Main
1-12-inch Interceptor
New Construction^9)
Time
of Con-
struction
1980
1980
1980
1980
TOTAL
PRESENT WORTH = $1,290,000
Length
(ft)
8,000
10,500
33,700
52,200
Construc-
tion Cost
$105,000
156,000
480,000
3,360,000
$4,101,000
($/yr)
26,500
400
1,200
8,400
(1) New Construction is gravity sewer as proposed in Alterna-
tive A for the Rocky Fork area.
(2) Sections 1-2 and 2-3 of the sewer proposed under the original
Alternative D are not considered to be necessary since a nearby
gravity section was already constructed in 1980.
111-27
-------
The secondary impacts are also considered to be
similar except that the City's alternative constructs
more length of gravity sewer at an earlier period in
time, possibly inducing earlier growth into the area.
Therefore, the alternative for the Rocky Fork
area as proposed by the City was disregarded from
further consideration. This was determined on the
basis that the impacts were considered to be similar
and the costs favored the original Alternative D as
proposed in the Draft EIS.
3. Blacklick Creek
The proposed Blacklick Creek Interceptor will
extend 47,700 feet from just south of the Penn
Central Railroad Bridge crossing of Blacklick Creek
to Brice Road where it will connect to an existing
96-inch interceptor. This length and route are the
same for all alternatives. The only difference
between alternatives is in the proposed pipe size
due to the varying wastewater flows intercepted
from the areas to the north of the Blacklick Creek
subarea. The Blacklick Creek Interceptor route in
all but Alternative D includes approximately 4,600
feet of spur line which will continue upstream along
Blacklick Creek. Service will be provided by this
spur line to a relatively small area on the east
side of the Creek.
Alternative D calls for 11,100 feet of 24-inch
gravity sewer and 5,700 feet of a 16-inch force main.
This system is designed to collect the sanitary flow
from the Reynoldsburg area and transport it to the
existing Big Walnut Creek Interceptor by way of
Route 256 and Livingston Avenue. The remainder of
the Blacklick Creek area is to be served by indi-
vidual treatment units. Interceptor construction
will be necessary by 1990 for sections #3 to #5,
as shown on Figure III-8 in Alt. A.
The present population within the subarea is
estimated at 27,700. This is projected to increase
to 30,300 by 1985 and 36,200 by the year 2000. The
major center of population is the City of Reynolds-
burg, which is presently served by an overloaded
contact stabilization treatment facility. Since
111-28
-------
expansion of this plant is site-limited and its
continued operation unattractive economically(1),
all alternatives considered have included Reynolds-
burg's flow in the Blacklick Creek Interceptor.
Table III-7 lists the different interceptor lengths
and sizes for each alternative for the Big Walnut, Rocky
Fork and Blacklick Creek subareas. Also provided in this
table is the proposed construction date for each system.
The lower section of the Big Walnut Creek interceptor
will be required by 1980, since most of the future growth
is projected to occur in this area. The remaining section
or sections for all the Big Walnut Creek alternatives will
be constructed up to twenty years later.
Due to the need for providing sewer service to the
New Albany area, all alternatives call for providing sewer
service to New Albany. The 18-inch line proposed in the
Facilities Plan for Alternative C was found to not be
required during the planning period. Populations in the
lower portion of the subarea are not projected to increase
rapidly, and early construction of an interceptor may cause
secondary growth impacts. Therefore, a cost comparison
is presented later in Table III-8 (as Sub-alternative B)
to determine whether an interceptor should be built
through this area by 1980 or if service to the upper
portion of the subarea should be provided by means of a
12-inch force main. The force main would be constructed
from the proposed interceptor westward along Morse Road
to an existing 15-inch sewer. The pump station and
force main would be constructed immediately, and would
remain in service until the capacity of the existing
15-inch sewer is reached. At such a time (assumed to
be 1985 in this analysis), the remaining 28,300 feet of
36-inch interceptor will be constructed.
(2) Primary Impacts
1. Big Walnut Creek
The Big Walnut Creek subarea will suffer the
same environmental impacts with Alternative A, C,
or D. The short-term primary impacts are traffic
Blacklick Creek Area Mini-Facilities Plan, Columbus
Metropolitan Area Facilities Plan by Malcolm Pirnie, Inc
Page 46.
111-29
-------
Table III-7
Interceptor Lengths and Sizes for the Big Walnut Creek,
Rocky Fork, and Blacklick Creek Subareas
Subarea
Alternative A
Big Walnut Creek
Rocky Fork
Blacklick Creek
Alternative B
Big Walnut Creek
Rocky Fork
Blacklick Creek
Subalternative B
Rocky Fork
(1)
Length
(feet)
19,000
9,000
28,000
3,500
5,000
25,200
33,700
7,700
5,000
35,000
47,700
3,000
30,000
7,000
40,000
3,500
5,000
28,300
36,800
47,700
3,500
5,000
6,200
28,300
43,000
Size
(inches)
36
36
24
27
36
21
27
36
18
27
36
24
27
36
4,600
3,100
11,000
29,000
18
30
36
42
Construction
Date
(Year)
2000
1985
1980
1980
1980
2000
2000
1980
24
27
12 F.M.
36
2000
2000
1985
1980
1980
1980
2000
1980
1980
1980
1980
1980
1980
1985
111-30
-------
Table III-7 - Continued
Interceptor Lengths and Sizes for the Big Walnut Creek,
Rocky Fork and Blacklick Creek Subareas
Subarea
Alternative C
Big Walnut Creek
Rocky Fork
Blacklick Creek
(1)
Length
(feet)
19,000
9,000
28,000
19,300
8,500
28,300
56,100
4,600
3,100
5,000
16,000
19,000
47,700
19,000
9,000
28,000
8,000
10,500
3,500
5,000
25,200
52,200
9,600
11,200
7,700
5,000
35,000
64,500
These values replace those in Alternative B for Rocky
Fork
P.M. = Force Main
Alternative D
Big Walnut Creek
Rocky Fork
Blacklick Creek
Construction
Size Date
(inches) (Year)
30
36
18
27
36
18
30
36
42
42
36
36
8 FM
12
24
27
36
16 FM
18
21
27
36
2000
1985
2000
1980
1980
2000
1980
1980
1980
1980
2000
1985
1980
1980
1995
1995
1995
1980
1980
2000
2000
2000
111-31
-------
disruption and the effects of construction in residen-
tial areas. The proposed route will traverse several
thousand feet of steep slopes and wooded areas which
may cause both short- and long-term adverse impacts.
Due to construction near streams and Hoover Reservoir,
including three major stream crossings, temporarily
severe erosion and siltation of these waters may
result. Another long-term adverse aesthetic impact
of these alternatives will be caused by the need for
approximately 500 feet of aerial sewer in order to
cross a ravine south of the Lake of the Woods area.
Alternative B for Big Walnut retains the lower
portion of the interceptor proposed in Alternatives
A and C. This 7,000 foot length includes the steep
slopes and wooded area mentioned above. Above this
portion, the interceptor route is along Central
College Road, parallel to the western side of Rocky
Fork. This area is mainly open grassy or cultivated
land, with most wooded areas occurring within 20 to
50 feet of the stream.
The long-term benefit derived in all alterna-
tives will be the protection of surface and ground
water quality from degradation caused by continued use
of inadequate individual and centralized wastewater
treatment systems.
2. Rocky Fork
Short-term impacts to the Rocky Fork subarea in
Alternative A are primarily due to erosion and tur-
bidity caused by the close proximity of construction
to the stream and the several creek crossings required,
including one across Walnut Creek. Destruction of
trees and vegetation will occur at stream crossings,
through a wooded area south of Morse Road, and in an
area above Sugar Run. Most of the remaining land
traversed is agricultural, with residential areas
disturbed only within the City of Gahanna. Traffic
disruption is expected to occur since the interceptor
route crosses several roadways. A public park, which
consists mostly of cleared grassland, is along the
route of the Rocky Fork interceptor in Alternative A.
The interceptor would also cross through a few areas
near Rocky Fork which have steep slopes.
111-32
-------
The long-term beneficial impact of all alter-
natives for the Rocky Fork subarea is the central
collection of sewage, thereby avoiding use of indi-
vidual disposal systems which release to the generally
nonreceptive area soils. (The septic tank and leach-
field systems presently in use around New Albany are
reported to already contribute to surface water
pollution.)
In Alternative B, the Rocky Fork subarea is to
be served by extending the interceptor to the proposed
36-inch Blacklick Interceptor. This new section
eliminates Alternative A route problems such as the
crossing of Walnut Creek, most of the affected resi-
dential area, and the park. The bulk of the different
construction route for Alternative B is through
agrarian areas.
The primary impacts associated with the construc-
tion of the pump station and force main required for
Subalternative B focus on the commitment of energy,
materials, and manpower required for construction
that will be phased out fairly early in the planning
period. The force main will "be constructed along
S.R. 161, and will cause some minor traffic disrup-
tion. The construction of this 6,200 feet of 12-inch
main will add two more road crossings and three more
stream crossings. The main reason for acceptance of
this section of the alternative is the delayed con-
struction of some 28,300 feet of 36-inch interceptor
in the southern portion of the Rocky Fork subarea.
Alternative C for the Rocky Fork area is an
extension of Alternative B. The basic route is the
same, but instead of ending below Sate Route 161, the
interceptor continues northward to approximately one-
quarter mile of the Franklin-Delaware County line.
Primary environmental impacts will be the same as
with Alternative B, with the addition of four highway
crossings, two pipeline crossings, and the construc-
tion of some 19,300 feet of interceptor through open
and cultivated areas.
The major primary impacts associated with
Alternative D (apart from the ongoing localized
impacts from construction of individual treatment
systems) are caused by construction of the 18,500
feet of sewer and force main for the interception
111-33
-------
of the New Albany waste flow. The force main (8,000')
is completely within highway right-of-ways near open
farmland and lightly residential areas, a situation
which will cause some traffic disruption. The route
is through some 900 feet of wooded area and 600 feet
of steep slopes. The route involves three stream
crossings and four highway crossings. Erosion could
result from construction at the stream crossings.
Final construction in 1995 will result in the same
impacts as those noted for similar sections proposed
in Alternative A.
3. Blacklick Creek
The primary impacts to the Blacklick Creek sub-
area are the same for Alternatives A, B, and C, since
only the sewer size varies. The proposed interceptor
route would cross the eastern side of Blacklick Woods
Metropolitan Park. The Park contains a 55 acre State
Nature Preserve, which should be protected from any
construction damage. The proposed interceptor route
through the Park is about a quarter mile from the
Nature Preserve, but care should be taken during
construction so as not to disturb the Preserve in any
way. Contact and permission must also be obtained
from the proper agencies in regards to crossing the
Blacklick Metropolitan Park.
In a letter from ODNR^), the Park was identi-
fied as having been developed with Land and Water
Conservation Fund Act money. This funding restricts
the future use of the Land under Section 6(f) of the
Act. It has been established by ODNR that: "Granting
control or partial control of land within the Park for
a sewer line would constitute a Section 6(f) conflict.
Any requrest for a conversion of land use must first
be submitted by the Park District to this Department
(ODNR) for review and approval. The conversion request
must also be reviewed by the Heritage Conservation &
Recreation Service and meet the prerequisite for
approval of a Section 6(f) conversion request before
final approval by the Secretary of the Interior."
Additional facilities planning is required to address
the Section 6(f) conflict and to evaluate gravity
sewer and force main alternatives which bypass the
Park.
(1) See attachments to this Appendix.
111-34
-------
The principal long-term beneficial impact of the three
alternatives is in the improvement of water quality in
Blacklick Creek which will result from the elimination of
the Reynoldsburg WWTP and several other inadequate smaller
treatment plants.
During the planning period, Alternative D collects
flow only from the Reynoldsburg area through a 20,200
foot gravity sewer and force main system. The route
crosses Blacklick and Big Walnut Creeks once each along
with 17 highway crossings (including Interstate 270).
The type of land traversed is mainly residential with
the exception of 800 feet of open grassy areas which have
about 400 feet of steep slopes. The route will be entirely
within the highway right-of-way. Primary impacts expected
are due to the short-term surface water quality degrada-
tion from construction activities beneath or near the
two creeks, the possible erosion caused by construction
on steep slopes, and traffic disruption, primarily on
Livingston Avenue. The construction of Sections #3 and
#5 shown on Figure III-8 should begin in 1990, and the
impacts noted for Alternative A will again be applicable.
(3) Phasing
1. Big Walnut Creek
Figure 111-14 illustrates the population densi-
ties for the Big Walnut Creek alternatives. In all
cases, the projected population densities (apart from
the section just below the Hoover Reservoir) are below
1.0 person/acre during the planning period. The sec-
tion below the Reservoir may require construction by
1985 if the population growth occurs as predicted.
2. Rocky Fork
Figure 111-15 indicates that no interceptors for
this subarea should be constructed until 1995, with
the far upstream sections of each probably not required
during the planning period. However, Alternatives A,
B, and C must have all sections from manhole 2 to the
connection with the existing interceptor constructed
by 1980 due to the immediate need of transporting
sewage away from the New Albany Area. The provision
of the force main in Alternative D delays the need for
interceptor construction below New Albany until 1995.
111-35
-------
6.0
FIGURE m-ti-
DENSITY TRENDS FOR THE
BIG WALNUT SUBAREA
Manholes
Beginning to#2
#2 to #3
Code
O
X
1985
1990
1995
2000
BIG WALNUT INTERCEPTOR (ALTERNATIVES A a C)
6.0
§ 5.0
S. 4.0
o
n 3 o
0
Q
1.0
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 £
1985 1990 1995 2000
BIG WALNUT INTERCEPTOR (ALTERNATE B)
-------
FIGURE ffl-15
6.0
5.0
_ 4.
£
2
^^ ™ '
>
DENSITY TRENDS FOR THE
ROCKY FORK SUBAREA
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
1985
1990
1995
2000
ROCKY FORK INTERCEPTOR ( ALTERNATIVES A 8 B)
6.0
§ 5.0
a. 4.0
w
c
o
Sao
a.
£20
c
e
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
#4 to #5 *
1985
1990
1995
2000
ROCKY FORK INTERCEPTOR (ALTERNATE C)
-------
3. Blacklick Creek
Figure 111-16 illustrates that the only portion
of the Blacklick Creek Interceptor which must be
built immediately is that which collects and trans-
ports the waste flow from the Reynoldsburg area to
the Southerly treatment plant. Additional facilities
planning to address the Section 6(f) conflict and to
evaluate force main and gravity sewer alternatives in
the Blacklick Creek subarea is required before a final
decision can be made.
(4) Costs
The costs presented in Table III-8 show the total
capital costs for each subarea alternative broken into the
proper time frame.
Table III-8 shows that Alternative A, at $15,710,000
has the lowest capital cost; while Alternative D has the
highest, $19,510,000. The cost of the force main variation
of Alternative B is higher than the nonforce main Alterna-
tive by $320,000. This is due to an increase of $170,000
for the force main construction and $150,000 for the con-
struction of a prefabricated pumping station with an assumed
life of 20 years. However, it should be noted that this
cost difference is reversed on a present worth basis due
to the delaying of portions of the interceptor construction.
(5) Summary
Table III-9 provides a summary of each alternative
in regards to primary impacts and cost.
Alternative D is shown to be the most cost-effective
on a present worth basis, followed by Alternative A, which
is 28 percent higher. Since Alternatives B, Sub. B, and C
are all much greater in present worth than Alternative D,
they were considered as not cost-effective. Alternatives
A and D both provide service to the Big Walnut Creek,
Rocky Fork, and Blacklick Creek areas by independent sewer
systems. In other words, the cost-effective alternative
will involve service to each basin separately (something
Alternatives B, Sub B and C cannot do). For this reason,
a detailed present worth cost analysis was performed for
Alternatives A and D for each individual service area as
follows:
111-36
-------
6
FIGURE HI-16
DENSITY TRENDS FOR THE
BLACKLICK SUBAREA
Manholes Code
Beginning to#2 O
#2 to #3 X
#3 to #4 A
#4 to #5 it
1985
1990
1995
2000
BLACKLICK INTERCEPTOR (ALTERNATIVES A8C)
6.0
5 5.0
4.0
o
0.
3 0
*2 0
Manholes Code
Beginning to #3 O
#3 to #4 X
to #5 A
1985
1990
1995
2000
BLACKLICK INTERCEPTOR ( ALTERNATE B)
-------
Table III-8
Interceptor Costs for the Big Walnut Creek,
Rocky Fork, and Blacklick Creek Subareas
Subarea
Alternative A
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Alternative B
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Subalternative B
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Alternative C
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Alternative D
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Construction Costs, $1,000
1980
$
3
4
$8
$
4
6
$10
$
4,
$5,
$
4
5
$ 9
$
2
0
,360
,920
,280
0
,280
,160
,440
0
970
720
690
0
,350
,140
,490
740(1)
,660
1985
$1,
$1,
$1,
$1,
$1,
3,
1,
$6,
$1,
$1,
$1,
3,
4,
720
0
0
720
330
0
0
330
330
630
440
400
720
0
0
720
720(2)
360 ii\
920 (4)
2000
$3,
2,
$5,
$5,
$5,
$5,
$5,
$3,
1,
$5,
$3,
2,
670
0
130
800
510
0
230
740
510
0
230
740
960
790
230
980
670
0
040
Total
$5
3
7
$15
$
S
4
6
$17
$
6
4
6
$17
$
5
6
5
$17
$
5
4
9
,390
,360
,050
,800
,840
,280
,390
,510
,840
,600
,390
,830
,680
,140
,370
,190
,390
,100
,620
$ 3,400
$10,000
(3)
$5,710 $19,110
(1)
(2)
(3)
(4)
Includes capital cost of pump station(s).
Construction in 1995.
Construction in 1985 and 1995.
Construction in 1990.
111-37
-------
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Alternative A
Capital Present Worth
($1,000) ($1,000)
Big Walnut Creek 5,390 985
Rocky Fork 3,360 2,847
Blacklick Creek 6,960 4,199
TOTAL 8,051
Alternative D
Capital Present Worth
($1,000) ($1,000)
Big Walnut Creek 5,390 985
Rocky Fork 4,100 1,290
Blacklick Creek 9,620 4,034
TOTAL 6,309
On a present worth basis, the least costly alternative
would be a mixture of Alternatives A and D for Blacklick
Creek and Rocky Fork (Big Walnut Creek is the same in both
alternatives). Alternative D is slightly higher in capital
cost for the Rocky Fork service area, but is significantly
less than Alternative A on a present worth basis. This
present worth difference along with its allowance for
flexibility in future decision-making and lessening of
possible secondary impacts makes Alternative D the recom-
mended plan for the Rocky Fork Area.
In the Blacklick Creek Area, Alternative A was thought
to be the recommended plan, since it is less than Alterna-
tive D in capital costs and close on a present worth basis.
The implementability of a force-main alternative has been
characterized as extremely difficult by local agencies and
officials in the Blacklick area, and would not allow the
abandonment of several package plants which will be picked
up by the gravity interceptor of Alternative A. Yet, the
new Section 6(f) conflict requires a rethinking of all
alternatives for Blacklick during localized facilities
planning. The force main may yet be the alternative of
choice for reasons of feasibility or cost when the Park
issue is resolved.(D
(1) An Assessment of costs of going through the park was
made bv Metro Parks and is attached to this Appendix.
111-39
-------
3.2.6 Groyeport
The Groveport subarea consists of approximately 5000 acres.
Route 33 near Blacklick Creek makes up most of the unit's northern
boundary, while the eastern edge lies just east of George Creek.
Walnut Creek and Swisher and Saltzgaber Roads form the southern
and western boundaries, respectively. The only existing sani-
tary sewer system serves the City of Groveport. Sewage is
treated at a 0.30 mgd trickling filter installation which cur-
rently discharges to Little Walnut Creek.
(1) Alternative Description
The Groveport area population is presently estimated
at about 4,000, and is expected to increase to 6,500 by
1985 and to 11,600 by the year 2000. This projected in-
crease in population, coupled with the varying suitability
of the local soils to septic tank and leachfield treatment
systems, precludes further analysis of a No Action Alter-
native for this subarea.
Service to the developing portions of the Groveport
area cannot be entirely provided by a gravity system while
totally utilizing the existing wastewater treatment plant.
Since it discharges to Little Walnut Creek near the Rick-
enbacker Air Force Base, it was assumed that eventually
both releases will have the same effluent limitations.
The proposed 30 day average release levels for the Air
Force Base are 8 mg/1 BOD5, 8 mg/1 suspended solids,
1 mg/1 ammonia nitrogen (summer), and 1 mg/1 of total
phosphorus.
Three regionalization alternatives will be con-
sidered for this subarea: a plant alternative and two
interceptor alternatives (shown in Figures 111-17 and
18). The treatment plant alternative would upgrade and
expand the existing facility to 1.7 mgd. This alterna-
tive will also require the construction of a gravity
sewer to handle the 1.2 mgd average flow coming from
the area northeast of the plant near Route 33.
The two interceptor alternatives also utilize a
"northeast interceptor" which will parallel Route 33 for
some 5,000 feet to provide service to the northern portion
of Groveport. This 15-inch interceptor will connect to a
96-inch section of the existing Blacklick Creek Interceptor
on the eastern bank of Blacklick Creek near Route 33.
111-40
-------
*~ ' '
-------
-------
Interceptor Alternative A differs from Alternative
B in the manner of interception of flows from the
southern portion of the area. Alternative A includes
an interceptor branch which starts at Rager Road and
travels westward along the Chesapeake and Ohio Railroad
to a point just south of the 90 degree turn in Ebright
Road. Here the interceptor crosses to the north, and
follows Ebright Road into the main interceptor at
Hendron Road. This 14,100 foot branch will be 24 inches
in diameter.
The main interceptor in Alternative A collects
flow from the area near the wastewater treatment plant.
From this point, the route crosses a few streets within
the City, turns in a northwestern direction, and follows
an intermittent stream to Big Walnut Creek. After
crossing Big Walnut Creek, the interceptor will tie
into a 108-inch section of the existing Big Walnut
Creek Interceptor. The proposed line is some 17,500
feet in length, and ranges in diameter from 18 to 27
inches.
The main interceptor in Alternative B traverses
the same route as that in Alternative A, but ranges in
size from 18 to 30 inches. Alternative B differs by
the inclusion of two branch interceptors. The East
Branch connects to the main at Hendron Road as in
Alternative A, but is only 15 inches in diameter and
5,600 feet long, running parallel to Ebiight Road. The
other (Canal) branch starts near Rager Road and initially
runs westward along the Chesapeake and Ohio Railroad.
It then turns south, following the old Ohio Canal route
until connecting to the main interceptor close to the
intersection of Hamilton and Rohr Roads. The Canal
Branch Interceptor will be 24 inches in diameter for
its entire length of 11,800 feet.
(2) Primary Impacts
The Plant Alternative will involve long-term
adverse impacts due to the ongoing commitment of man-
power, materials, land, and energy required for the
upgrading and expansion of the Groveport WWTP. The
retention of the WWTP close to growing residential
areas could result in adverse impacts due to odor,
noise, and aesthetic degradation.
111-41
-------
The northeast interceptor parallel to U. S. Route
33 is common to all three alternatives. It will be
constructed through either cleared land or farmland,
with little adverse primary impacts expected. The
route of the main branch of the Groveport Interceptor
is also common to Alternatives A and B. Most of the
11,000 feet of the main interceptor travels through
open farmland, occasionally crossing some residential
backyards. Four road crossings, including a proposed
tunnel under Route 665, will occur along this section
of the interceptor. Crossing of Big Walnut Creek will
result in short-term surface water degradation due to
erosion and turbidity. The remainder of the interceptor
length will involve about 1,000 feet of roadway construc-
tion along Lambert Avenue and the crossing of Rohr Road
in order to intercept flow from the present wastewater
treatment plant.
All road crossings (except the proposed tunneling
under Route 665) are expected to cause unpleasant
short-term impacts in regard to noise, air quality, and
aesthetics.
The interceptor proposed in Alternative A for the
southern portion of the subarea will collect flow from
an elementary and a junior high school. Most of the
interceptor route traverses open farmlands, with the
exception of the school property and the single crossing
of Ebright Road, which may cause some temporary traffic
disruption.
Alternative B includes the East Branch and Canal
Branch Interceptors. The East Branch traverses the
same route as the southern interceptor of Alternative
A, but is only 5,600 feet long, terminating prior to a
crossing of Ebright Road. Again, little impact is
expected from construction through the school property
and the cleared farmland. The Canal Branch starts at
the existing treatment plant and proceeds along Rohr
and Wirt Roads, eventually crossing Groveport Road to
meet the main interceptor. This is the only construction
in or along a roadway, with the exception of the cros-
sing of Rager Road at the uppermost end of the inter-
ceptor. Traffic disruption and inconvenience is expected
to occur in these areas for short periods of time.
111-42
-------
Construction along Wirt Road passes the Groveport
Log House, which is listed on the National Register of
Historic Places. No other historic place is known to
be in the area.
After crossing Groveport Road, the interceptor
route follows the old Ohio Canal right-of-way until
reaching the Chesapeake and Ohio Railroad. A number of
homes and large trees exist along the Canal. Many of
these trees will have to be moved, and construction in
this area will negatively impact local residents in
terms of noise, air pollution, and aesthetic degrada-
tion.
At the intersection of the Chesapeake and Ohio
Railroad, the interceptor route follows the southern
side of the railroad tracks, traversing open farmland
and cleared land until crossing the tracks at Rager
Road by means of a tunnel. Little adverse primary
impacts are expected to occur as a result of this last
section of interceptor construction.
(3) Phasing
Figure 111-19 shows the population densities
served by the two interceptor alternatives for the
Groveport subarea. These Figures indicate that the
northeast interceptor need not be constructed until
about 1995, but that the main branch of the interceptor
should be constructed by 1980. Besides the heavy
densities served, another reason for construction of
the main interceptor by 1980 is to intercept and transport
flows from the present Groveport treatment plant site.
The East Branch in Alternatives A and B may be
be required by 1990, and the Canal Interceptor in
Alternative B may be needed by 1985.
(4) Costs
The capital cost for an upgraded and expanded
plant for the City of Groveport which is able to meet
average summer month release standards of 8 mg/1 BOD, 8
mg/1 SS and 1 mg/1 ammonia nitrogen, is estimated to be
approximately $3,680,000. The capital cost for the
northeast interceptor is $180,000, bringing the total
capital cost of the Plant Alternative to $3,860,000.
The operation and maintenance cost for the plant is
estimated at $350/mg, while the annual 0 & M for the
northeast interceptor is $440.
111-43
-------
FIGURE m-19
DENSITY TRENDS FOR THE
GROVEPORT SUBAREA
6.0
^ 4.0
M
5 3.0
o
0
t 2.0
>>
Manholes Coda
East Branch O
Main Branch X
Northeast Branch A
1985 1990 1995 2000
GROVEPORT INTERCEPTOR (ALTERNATE A)
1985 1990 1995 2000
GROVEPORT INTERCEPTOR ( ALTERNATE B )
Manholes Code
East Branch O
Canal Branch X
Main Branch A
Northeast Branch *
-------
Capital costs for Interceptor Alternatives A and B
are estimated as $2,260,000 and $2,050,000, respectively.
The O&M costs are $5,600 per year for Alternative A, and
$5,100 per year for Alternative B. Treatment costs at the
Southerly plant have been included in Alternatives A and B
for comparison purposes.
(5) Summary
A summary of interceptor lengths, primary impacts,
costs, and present worths for the three alternatives are
provided in Table 111-10.
The selected plan for the Groveport subarea is Alter-
native A. This option costs more than Alternative B on
a capital basis, but, due to phasing of sections of inter-
ceptors, the present worth of A is far less. Alternative A
calls for less interceptor length and involves fewer envi-
ronmental impacts than Alternative B. The Plant Alternative
is higher than either interceptor plan in terms of capital
costs, O&M costs, and present worth, and commits more
long-term resources. Alternative A involves a dollar
per person per year cost of $41 using the present popula-
tion, or $14 per person per year using the projected 2000
population.
Localized facilities planning should be conducted,
including an infiltration/inflow analysis, to determine
needs prior to implementation of the recommended alter-
native.
3.2.7 Rickenbacker Air Force Base
The Rickenbacker Air Force Base encompasses some 4,200
acres, and is served by an existing 1.25 mgd trickling filter
installation. Currently, this facility receives only sanitary
wastewater, and discharges effluent to Little Walnut Creek via
an outfall sewer. There are two other small treatment plants
on the Base which serve a golf course and a trailer park. Plans
call for the abandoning of both small facilities in the near
future.
The Department of Defense has decided to deactivate the
airbase. Prior to the deactivation decision, an engineering
firm had completed the design of a 14-inch force main that
follows Alum Creek Drive. This force main would tie into the
Big Walnut Interceptor at MH No. 40 instead of MH No. 30.
111-44
-------
Table 111-10
Alternative Summary for the Rickenbacker
Air Force Base Subarea
Alternatives
Interceptor
Item Plant A B
Length of Sewers (feet) 0 18,200 19,200
Type of Land Traversed
(feet)
Woodland 0 300 0
Open Space (Rural) 0 15,200 15,900
Residential 0 2,700 3,300
Highway R.O.W. 0 18,200 16,400
Stream Crossings 033
Highway Crossings 056
Costs (Thousands of Dollars)
Capital (1980) $1,500 $1,318 $1,140
Annual 0 & M (1980-2000) 100.8 52.3 51.8
Present Worth $2,435 $1,670 $1,517
111-45
-------
The following analysis, although completed on alternatives
different from the designed alternative, is included in the EIS
for the following reasons:
To show that the designed alternative is similar
to Alternative A, and that the designed alternative
has environmental impacts that have been evaluated
with other alternatives.
To allow immediate construction of the designed
alternative if the base reactivates and Federal funds
are requested for the construction.
(1) Alternative Description
The Waste Allocation Report for the Scioto River Basin
suggests that the summertime average monthly effluent
limitations imposed on the Rickenbacker treatment plant
should be 8 mg/1 BOD, 8 mg/1 SS, 1 mg/1 ammonia nitrogen,
and 1 mg/1 total phosphorus. Since these proposed limita-
tions are not presently being achieved, the No Action
Alternative was not considered to be viable.
Three alternatives were analyzed for this subarea,
including the retention and upgrading of the treatment
plant and two gravity interceptor alternatives. The
interceptor alternatives are shown in Figures 111-20 and
111-21.
The route of Interceptor Alternative A, similar to
the designed alternative, does not actually enter the Air
Force Base, initiating at a point just above the Base where
Route 665 turns to the northeast. At this tie-in point,
the interceptor will be some 12 feet deep, enabling easy
connection from almost any part of the Air Force Base. The
interceptor initially travels westward along Route 665 to
Alum Creek Drive. The proposed route then follows Alum
Creek Drive northward to Bixby Road, at which point it
continues along Bixby to Reese Road near Walnut Creek.
The interceptor will then tie into the Big Walnut Creek
Interceptor at Manhole 30. The proposed sewer is to be 24
inches in diameter throughout its entire length of 18,200
feet.
The interceptor route of Alternative B begins at the
same point as Alternative A. However, the interceptor
proposed in this Alternative continues along Route 665
until it reaches Lockbourne Road. At this point it travels
111-46
-------
-------
-------
northward along Lockbourne for some 2,000 feet, and then
runs eastward until tying into manhole 16 of the existing
108-inch Big Walnut Creek Interceptor. The proposed inter-
ceptor is again 245 inches in diameter for its entire
length of 19,200 feet.
The above sizing took into consideration the fact that
the Air Force Base will be the only area served by this
interceptor. Therefore, its design assumed full flow in
the year 2000, using the Air Force estimated average flow
of 0.8 mgd over the entire planning period.
(2) Primary Impacts
The primary impacts associated with the Plant Alterna-
tive are the future commitments of manpower, material, and
energy required for the upgrading and operation of the
facility.
The most significant primary impact of Alternative A
is the disruption of the small residential area included
in the interceptor route along Route 665. Along Alum
Creek Drive, the route is mainly through open farmland, and
interceptor construction can be accomplished with minimal
traffic disruption. The interceptor will travel along the
southern side of Bixby Road in order to avoid the heavily
wooded areas to the north. The agricultural land on the
south side of Bixby Road continues for the remainder of the
route until the existing 108-inch Big Walnut Creek Inter-
ceptor is reached. Tunneling will be required within this
final portion in order to cross the Norfolk and Western and
Chesapeake and Ohio Railroads.
The primary impacts of the route proposed in Alterna-
tive B are associated with the disruption of the residential
area near Route 665 where the interceptor begins-, and with
the required construction through wooded areas along Lock-
bourne Road and Big Walnut Creek. Most of the remainder
of the affected area is open farmland. A tunnel is also
required for this alternative for crossing the same two
railroads mentioned in Alternative A.
(3) Phasing
No density plot is provided for this subarea since no
growth is expected to occur during the planning period. Due
to the need for abandoning or improving the present treat-
ment plant to meet stringent effluent discharge requirements,
111-47
-------
the interceptors for either regionalization alternative
considered should be constructed by 1980.
(4) Costs
The costs associated with the Plant Alternative are
for construction ($1,500,000), and operation and main-
tenance ($350/mg). The total present worth of this plan,
including salvage values, is $2,435,000.
Alternatives A and B require capital expenditures of
$1,318,000 and $1,140,000, respectively. Annual operation
and maintenance costs are $3,300 for Alternative A, and
$2,900 for Alternative B. The operation and maintenance
expenses incurred at the Southerly treatment plant due to
the flow from the Base must also be included for a true
comparison of the plant and interceptor alternatives on a
present worth basis. Construction on the Base and routing
of flows to the tie-in point of each Alternative is re-
garded as an internal matter, and costs have not been
included in this analysis.
(5) Summary
Table III-ll gives a summary of the primary impacts
and costs for the three alternatives.
Alternatives A and B entail more primary impacts
than does the Plant Alternative. The Plant Alternative
does involve a long-term commitment of resources and will
require double the O&M cost of either interceptor alterna-
tive. This cost-effective analysis performed using a
24-inch interceptor illustrates that a regionalization
alternative, whether it be A or B, is the preferred method
of handling flow from the Air Force Base.
The Base has prepared its own preliminary economic
analysis and conveyed the information in a letter dated
October 21, 1977. The salient comments are present below.
Currently, an engineering firm is designing the
sewage connection system. The preliminary design
calls for a 14-inch force main (route shown on
Figure 111-20) ro a 21-inch gravity line (route
shown on Figure 111-21). The exact size of the
line will be decided upon after further analysis.
111-48
-------
Table III-ll
Alternative Summary for the Rickenbacker
Air Force Base Subarea
Alternatives
Interceptor
Item Plant A B
Length of Sewers (feet) 0 18,200 19,200
Type of Land Traversed
(feet)
Woodland 0 300 0
Open Space (Rural) 0 15,200 15,900
Residential 0 2,700 3,300
Highway R.O.W. 0 18,200 16,400
Stream Crossings 033
Highway Crossings 056
Costs (Thousands of Dollars)
Capital (1980) $1,500 $1,318 $1,140
Annual O & M (1980-2000) 100.8 52.3 51.8
Present Worth $2,435 $1,670 $1,517
111-49
-------
The economic analysis comparing the upgrading and
operating of the on-base plant to the construction
of a connection line to the City of Columbus has
been revised using the new proposed user rates.
Results of this analysis showed the present worth
of a plant alternative to be $7.8 million dollars;
while the cost of a force main alternative was
$5.4 million. (These costs assumed an annual
inflationary rate of 8 percent. Ignoring infla-
tion, the costs are reduced to $5.9 million and
$3.2 million, respectively.) The analysis shows
that the connection to the city system is more
economical.
The environmental assessment concerning the
connection to the City of Columbus, forwarded by
our letter of 18 August 1977, is applicable to
either a gravity line or to a force main. Either
system, if selected, would be designed and con-
structed with a capacity to serve the base only,
and would be routed along the right-of-way of an
existing roadway.
The City of Columbus has agreed to accept the base's
wastewater as noted in their letter to U.S. EPA on
1 March 1977.
Two additional comments should be made concerning the
regionalization of the AFB. The first is that, as shown on
Figures 111-20 and 111-21, the routes proposed by the Air
Force are similar to those proposed by the EIS and therefore,
similar primary impacts would be expected to result. The
exception to this is the portion of the route proposed by
the AFB for the gravity alternative which crosses Blacklick
Creek, a crossing not found in the EIS alternative.
The second comment concerns the fact that no secondary
impacts are anticipated to result from any regionalization
scheme since the interceptor line would carry only flows from
the Rickenbacker AFB.
3.2.8 Sensitivity Analysis
Analyses were performed to show the size and cost differences
between designs based on ultimate population, on interceptors
flowing half full in the year 2000, and on interceptors flowing
full in the year 2000. Table 111-12 shows the slopes, sizes,
111-50
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and costs of the chosen alternatives for each subarea as well as
the sensitivity of the design concept of sizing each interceptor
at half capacity in the year 2000.
The cost difference between designs using half full by 2000
and full by 2000 vary from 3% to 24%, with the average and
median variation around 18%. This demonstrates that, on the
average, an 18% increase in cost will permit twice as much
intercepted flow at design conditions.
Table 111-13 shows the comparison of ultimate density versus
the projected design density for the year 2000. The table shows
that most of the areas are at or less than 25% of their ultimate
density by the year 2000, making designs based on an ultimate
population concept uneconomical for the Columbus area.
111-53
-------
Table 111-13
Year 2000 vs. Ultimate Densities Per Subarea
(1)
Subarea
West Scioto
Big Run
Minerva Park
Big Walnut Creek
Rocky Fork
Blacklick Creek
Groveport
Rickenbacker A.F.B.
Subarea not in Facility Plan
Population Density
EIS Facility Plan
Year 2000 Ultimate
2.0
0.9
5.3
1.
1,
0
8
1.1
2.6
1.0 - 1.3
10-20
4-4.6
7-24
4
8
6-10
7.4
(1)
111-54
-------
COLD; "'i
}•;:)' .S J.'Ky^
POI'DL/Vi ION
TRAFFIC
ZONE
2423
2422
2421
2420
2419
2418
2501
3402
3403
3404
3405
3406
3407
3408
3409
3410
3411
3412*
3413
3414*
3415
3416
3417*
3418
3502*
3505*
3507*
4409
TOTAL COUNTY
1.250 M
MORl'C 10/76
PROJECTIONS
TOTAL
TRAFFIC
ZONE
527
432
994
636
1413
2082
1962
85
2927
2283
1187
7069
2730
0
1130
4944
5533
3952
633
2922
2731
1863
3798
4167
4042
3974
883
4200
SERVED
IN
TRAFFIC
ZONE
527
432
994
636
141
645
784
85
2927
2283
1187
2121
2730
0
1130
4944
5533
3952
633
2601
0
0
1785
1083
3597
1590
530
966
TOTAL COUNT/
1. 130 J-!
• — ~ — - —
HIS 2/73
PROJECTIONS
TOTAL
TRAFFIC
ZONE
465
381
877'
561
1-246
1836
1727
75
2582
2014
1047
6235
2408
0
997
4361
4880
3486
558
2577
2409
1643
3350
3675
3557
3497
777
3704
SERVED
IN
TRAFFIC,
ZONE
465
381
877
561
124
569
690
75
2582
2014
1047
1871
2408
0
997
4361
4880
•_ 3486
5*58
; 22C.M
0
0
]574
955
3165
1309
4 66 |
852
""" " '" "A~ /
TOTAL COUNTY
1.025 K
MORPC.S/2.V7Q
PROJECTIONS
TOTAL
TRAFFIC
ZONE
266
203
360
201
525
740
1727
53
479
920
202
5140
2133
0
479
3864
2261
3622
500
3137
2420
905
3964
2641
4857
5447
! 3469
990
SERVED
IN
TRAFFIC
ZONE
266
203
360
201
52
229
690
53
479
920
202
1542
2133
0
479
3864
2261
3672 !i
500 I
2792
0
0
1063
687
4.122 fi
2179
20M2 J
228
Traffic zones" showinq irxcrcxascr- in population under
revise,! projections.
-------
Ohio Department of Nature Resources
OFFICE OF OUTDOOR RECREATION SERVICES
Fountain Square ; Columbus, Ohio 43224 • (614) 466-4974
RECEIVED
Mr. John McGuire, Administrator APR 2 31979
U.S. Environmental Protection Agency
Region V ^^ REGION 5
230 South Dearborn Street OFFICE of REGIONAI
Chicago, Illinois 60604 ADMINISTRAT-'
RE: Wastewater Treatment Facilities for the Metropolitan Area, Columbus,
Ohio; Proposed Blacklick Creek Interceptor
Dear Mr. McGuire:
An inquiry has been made by your Ohio Facilities Planning Staff as to
whether construction of the above cited interceptor sewer through Blacklick
Woods Metropark, Rey'noldsburg, Ohio, would result in a Section 6(f) conflict
of the Land and Water Conservation Fund Act.
Under two separate projects, Blacklick Woods Metropark has been developed
with Land and Water Conservation Fund monies. Granting control or partial
control of land within the park for a sewer line would constitute a Section
6(f) conflict.
Any request for a conversion of land use must first be submitted by the
Park District to this Department for review and approval. The conversion
request must also be reviewed by the Heritage Conservation & Recreation Ser-
vice and meet the prerequisite for approval of a Section 6(f) conversion
request (see attached) before final approval by the Secretary of the Interior.
If you have any questions or need any additional information please do
not hesitate to contact my office.
/ ,
£ana>r G: Olson, Chiel
Office of Outdoor Recreation Services
DGO:sjd
Attachment
cc: Frank D. Jones, HCRS
> Edward F. Hutchins, Metro Parks
su.)sjft.^ Dayton Robbins, City of Columbus
/,. , t. Gene Wojcik, U.S. EPA
Greg Smith, Ohio EPA
JAMES A. RHODES, Governor • ROBLRT W TEATER, Director • DONALD G OLSON, Chief
-------
As prerequisites for approval of any 6-f conversion request, it
should be determined that:
1. JLL1 practical alternatives to the conversion have
been evaluated and rejected on sound bases.
2. The fair market value of the property to be converted
has been established and that the property proposed for
substitution is of at least equal fair market value.
a. Generally this will necessitate a review of
appraisals prepared in accord with Part 675.2.5
for both the property proposed to be converted
and that recommended for substitution. However,
at the discretion of the Regional Director, a
State certification that appraisals of both
properties are acceptable and reveal that the
replacement property is of at least equal fair
market value as that of the property to be
converted can be accepted. Exercising this
authority should be consistent with the State's
review responsibilities with respect to donation
appraisals.
b. Property improvements will be excluded from all
fair market value consideration for properties
to be substituted. Exceptions are allowable
only in those cases where property proposed for
substitution contains improvements which directly
enhance its outdoor recreation utility.
3.. The property proposed for replacement is of reasonably
equivalent usefulness and location as that being converted.
Dependent upon the situation and at the discretion of the
Regional Director, the replacement property need not provide
identical recreation experiences or be located at the same
site provided it is in a reasonably equivalent location.
It must, however, be administered by the same political
jurisdiction as the converted property.
4. The property proposed for substitution meets the eligibility
requirements for fund-assisted acquisition in the Manual.
The replacement property must constitute or be part of a
viable recreation area. It should be also noted that public
land may not be used for substitution unless it meets the
acquisition criteria of Manual Part 670.1.8K.
5. All necessary coordination with other Federal agencies has
been satisfactorily accomplished.
-------
6. The guidelines for environmental evaluation enumerated
in Manual Part 650 have been satisfactorily completed
and considered by the Service during its review of the
proposed 6{f) (3) action. In cases where the proposed
conversion arises from another Federal action, final
review of the State's proposal shall not occur until
the Region is assured that all environmental review
requirements related to that other action have been
met.
7. Clearinghouse review procedures set forth in Manual
Part 660.1.ID have been adhered to if the proposed
conversion and substitution constitute significant
changes to the original Land and Water Conservation
Fund project.
8. The proposed conversion and substitution are in accord
with the SCORP.
9. Staff consideration of the above points reveals'no
reason for disapproval and the project files are so
documented.
-------
Metro Parks
999 Park Road • P.O. Box 29169 • Columbus, .Ohio 43229 • 614/891-0700
Board of Park Commissioners Director-Secretary
Michael B. Karr Edward F. Hutchins
Everett H. Krueger Deputy Director
Robert M. Zollinger, M.D. John A. Metzker
February 5, 1979 •:_-• '^
**'' ~~n
Mr. Dale Leucht ~I1' "~ : j
Water Quality Planning Branch -'-- J
USEPA Region V -^ -.
230 South Dearborn Street *- ^
Chicago, Illinois 60604 . ^ <
Dear Mr. Leucht: ; ~ '
C _= :~
I am writing to you about the impacts of the Blacklick interceptor sewer'.'line, alf pro-
posed in the Columbus Metropolitan Area Facilities' Plan, on Blacklick Woods Metro-
politan Parh. While I realize that it is late in the decision-making process for this. !
must point out that we were only made aware'in mid-December of 1978 of what the ap-
proved route might be. On December 19, Mr. John Metzker, Deputy Director of the
Metropolitan Park District accompanied Messrs Gregory Smith and Robert Monsarrat of
the Planning Division of Ohio EPA on a tour of those areas of the Park through which
the pipeline would pass. In bringing these impacts to your attention it is not our
intention to cause further delay to the already protracted planning for this needed
correction of the Reynoldsburg area's water pollution problems; however, the im-
pacts on Blacklick Woods Metropolitan Park will be extensive and, consequently will
have serious detrimental effects on the recreational activities of the 565,000 people
who use the Park throughout the year and the 65,000 people who use the Golf Course
during its seven- to eight-month season. We feel, regardless of the time factor,
serious consideration must be given to mitigating, if not avoiding, these impacts.
The pipeline will cross two major portions of Blacklick Park, the Golf Course, as
alluded to above, and a natural area. We do not consider the impacts to one to be
greater or less than to the other. The Golf Course is, in actuality, two courses, an
18-hole par-72 course and an 18-hole par-59 course. As the pipeline enters the Park
it will divide the greens and fairways 13, 14, 15 from the par-59 course and then will
drop south across the par-72 course crossing eight fairways and probably two greens,
thus eliminating eight holes from it and separating fairways 12 and 15 from the un-
damaged remaining eight holes. There is the additional matter of disruption of the
complex sprinkler system and the effects of digging on two 26-inch wells. The impact
may be analyzed in three ways: damage to the course, loss of revenues, disruption
of recreation.
Our landscape staff and the course professional estimate that it will take a minimum
of two years for the damaged fairways and greens to be restored to their pre-
construction state. Our best estimate of the costs for repairing the direct damages
is $15,000 per damaged hole, or a total of $400,000. However, the greatest monetary
losses will result from the lost greens fees, currently running $351,000 per year.
We have been advised that the time the Park's impacted areas will be unavailable for
use will be the better part of a year, since the construction company will have to
use the pipeline right-of-way as its major access between Livingston Avenue, the
Park's northern boundary, and Interstate 70, its southern boundary.
BLACKLICK WOODS HIGHBANKS f^T^] BLENDON WOODS SHARON WOODS
SLATE RUN CHESTNUT RIDGE ViS2§/ BATTELLE (DARBY CREEK)
INN1SWOOD GARDENS \^:.,c
-------
If the course is unplayable for one season, it will take three years for the number of
players, 65,000, who last played the course over the season to reach that number
again. However, whether the course can be returned to playability with only one
season's loss is dependent on when the construction begins and how long the area is
used for construction, so two season's loss is not improbable. Two seasons' loss
would require five years for return of the original number of players, thus, without
taking inflationary factors into consideration, income losses to the Park District would
run between 1 million and 1.5 million dollars. Added to this figure would be the costs
of maintenance of those portions of the course not directly impacted by the construc-
tion during that period and full maintenance after construction. Those costs are
$273,000 per year. If the courses are out of commission for two seasons, the im-
mediate add-on to the loss of fees would be $546,000, with a pro-rata add-on for
every year until the greens fees offset these costs. The effect of the lost net gain
shown between a year's income from greens fees over course maintenance costs would
be felt throughout the Park System since it is used to cover maintenance costs in other
areas because tax-generated funds are inadequate for these purposes.
The recreational loss from construction on the Golf Courses is not limited to golf. During
the winter, a complete winter sports program of skiing, sledding and skating is con-
ducted here and with the access lost from Livingston Avenue, that program also would
be lost to the public.
South of the Golf Course the pipeline will cross a natural area which was just opened
to the public last year. It had been closed for over 20 years, after being cleared
of former farm buildings, so that it could recover vegetation ally and be reoccupied by
wildlife. It is appropriate to point out here that the primary function of the Metro-
politan Parks is to provide non-consumptive, no-harvest, natural area recreation
365 days a year which, translated into operations, requires the careful nurture of
balanced ecosystems. The opening of this natural area followed the completion in the
fall of 1978, at a cost of $90,000, of combined jogging and bicycle trail which can also
be used for Nordic skiing in winter. The pipeline will bisect the lower loop of this
trail, but more damaging to the area will be the impact on the 20-year recovery of
vegetation and wildlife habitat. The construction alone will undo 20 years of slow
natural recovery, but that will be compounded by the prolonged use of the right-of-
way. The effects of machinery noise and concentrated human activity will be dis-
ruptive to the wildlife both in this area and in a more delicate and critical area im-
mediately to the west.
The natural area complex based on this delicate ecosystem -was dedicated as a preserve
under Ohio's Natural Area Preservation statutes. The central feature of this complex
is a mature eirn-ash-swamp forest association. A pond was constructed to increase
habitat diversity; a nature interpretation center, whose primary feature is concealed
viewing of wildlife through one-way glass walls, was constructed, together with a
nature trail and boardwalk through the swamp. The total cost was $230,712. The
natural diurnal and periodic migration of wildlife—deer, foxes, and birds—into this
area is dependent on their freedom of circulation between this area and that through
which the pipeline and right-of-way will pass. It is that circulation and migration
upon which the nature center and trail system depend for their attraction to and use
by park visitors. There is no doubt, in our judgment, that the disruption of the area
to the east of this dedicated natural area will have a major and moderately long-term
negative effect on the natural area and its recreational use.
While the monetary impacts to the Park's Golf Courses and natural areas will be
-------
substantial, the greatest losses will be in the disruption of carefully nurtured natural
areas and wildlife habitat and the deprivation of recreational opportunities for sub-
stantial numbers of people. In light of these impacts, which are far from being short-
range, on Blacklick Woods Metropolitan Park, we would encourage you to give definitive
consideration to using the alternate route for the pipeline which lies to the east of the
Park and Blacklick Creek along State Route 256 or to one that would proceed west
along Livingston Avenue beyond the western boundary of the Park.
Sincerely,
Edward F. Hutchins
Director-Secretary
EFH:akw
cc: Regional Director, Heritage Conservation
and Recreation Service
Chief, Division of Recreational Services, ODNR
Chief, Natural Area Preservation Section, ODNR
Director, Region V, USEPA
-------
APPENDIX DD
REVISED APPENDIX B:
MATHEMATICAL CHARACTERIZATION OF THE
SCIOTO RIVER BELOW COLUMBUS
-------
APPENDIX B
MATHEMATICAL CHARACTERIZATION
OF THE SCIOTO RIVER BELOW COLUMBUS
-------
APPENDIX B
MATHEMATICAL CHARACTERIZATION
OF THE SCIOTO RIVER BELOW COLUMBUS
B.I INTRODUCTION
The computer is a valuable tool in the systems analysis
approach to comprehensive studies involving stream modeling
and alternative evaluation in the development, use, and
management of water resources. This study has used a basic
dissolved oxygen water quality model to define the impact of
point wastewater releases from the Jackson Pike and Southerly
wastewater treatment facilities upon the oxygen resources of
the Scioto River under a variety of low flow regimes.
Effluent loadings were adjusted so as to establish a final .
load allocation for any modeled pollutant such that a viola-
tion of the applicable water quality standard is avoided.
Ideally, this provides an optimum situation because the
receiving stream can now be used as a final treatment device
to the extent that its capability is not taxed to the detri-
ment of the natural environment and indigenous aquatic
species.
Obviously, any attempt at future prediction is fraught
with difficulty and plagued with controversy. Indeed, the
capability for mathematical sophistication via the computer
far exceeds the fundamental knowledge needed to establish
reasonably correct input parameters. The reader should
remember that a mathematical model gives only correct
relative results with constant input parameters. Specific,
finite results are a desired goal but are rarely achievable.
B.2 DISSOLVED OXYGEN MODEL
Detailed mathematical analysis of the Scioto River
revolves around a simplified dissolved oxygen profile. The
basic program was produced by the Texas Water Development
Board and titled "DOSAG"(U. This water quality model was
then modified by the Georgia Environmental Protection Division
to allow the incorporation of a different method of calculating
reaeration and to drop flow augmentation considerations.
Simulation of Water Quality in Streams and Canals
DOSAG-1, Texas Water Development Board (1970).
-------
The mathematical model was further refined to incor-
porate instream sheet oxygen demands and assets and reaction
rate attenuation as a function of dissolved oxygen concentra-
tion or attainment of a set background ultimate carbonaceous
oxygen demand. The final form of the dissolved oxygen model
is given below.
D =
where DQ = Initial dissolved oxygen deficit (mg/1)
LQ = Initial ultimate carbonaceous oxygen demand
(mg/1)
No = Initial ultimate nitrogenous oxygen demand
(mg/1)
D = Dissolved oxygen deficit (DO saturation - DO
stream) at any time t (mg/1)
KI = Carbonaceous decay coefficient (days'1)
K2 = Reaeration coefficient (days"1)
K3 = Nitrogenous decay coefficient (days"1)
t = travel time, days
BD = Sum of in-stream sheet demands and assets
(mg/day/SF)
d = stream depth (ft. )
28.3 = Liters/cubic feet
The following sections describe the development and background
thinking that went into the establishment of the input
parameters for the model and the waste load allocation
activities.
B.3 TEMPERATURE CONSIDERATIONS
The temperature adjustments for
given below:
Kir K3 and BD at any T/ °C = 1
K2 , K3 and BD are
and BD at 20°C (1.05)T~20
K2 at any T, °C = K2 at 20°C (1.02)T"2°
-------
These adjustments are well documented in the literature and
represent no deviation from the current state of the art.
Temperatures under low flow conditions in the Scioto
will likely be relatively high due to the three cooling
water releases in and below the City of Columbus. Two of
these, Ohio State (not presently operating) and the Columbus
Division of Electricity plant, are above Jackson Pike, while
the third, Columbus and Southern Ohio Electric Company, is
below Southerly. This bracketing of the facilities being
modeled pointed toward use of the maximum permissible stream
temperature stated in the Ohio Water Quality Standards, 32°C.
The use of this high a temperature will probably remain
valid even after the closing of the present City Division of
Electricity plant. Plans currently call for the replacement
of this facility with another coal and refuse-fired production
unit just below Jackson Pike (pending voter approval), a
move which will likely continue to produce elevated stream
temperatures.
Winter model runs were also conducted for the same
segment of the Scioto River. The stream temperature utilized
in this effort was 12°C, a value which again reflects conditions
resulting from releases <5f cooling water.
B.4 INSTREAM OXYGEN DEMANDS AND ASSETS
The BD term in the dissolved oxygen model represents
the cumulative effect of algal photosynthesis, algal decay,
and the oxygen demand associated with any benthic deposits.
The first would represent a stream asset, and the other two
would be demands.
Algal photosynthesis is, first of all, nutrient depen-
dent. After that, a favorable habitat for algal replication
is needed. Algal replication and, in turn, photosynthetic
oxygenation, are dependent upon sunlight as an energy source.
Where algal photosynthesis occurs algal decay is an inevitable
corollary. A field sampling program will usually measure a
stream condition exhibiting the maximum net influence of
algal photosynthesis since it is most often conducted in the
daylight hours. Only those samples taken near dawn will
measure the maximum net impact of algal decay on the oxygen
resources of the stream. Quantitatively, it is not known if
the net 24 hour impact of photosynthesis and decay is
positive or negative. Therefore, it was assumed in this
study to be self-canceling.
-------
The benthic oxygen demand is highly variable, since it
reflects the accumulation of both natural organic debris
(such as leaves in the fall), organic settleable solids
discharged from point wastewater sources, and the naturally
developed sediment load from nonpoint sources. The cumula-
tive impact of these considerations is further reduced to
the intangible by storm frequency and intensity as well as
stream velocity.
For the purposes of the modeling effort, it was assumed
that both of the dischargers were achieving a minimum of
secondary treatment equivalency with no settleable solids in
their effluent. It was further assumed that the seven
consecutive day, ten year low flow regime would precede the
fall season and its attendant leaf litter in the streams.
These assumptions allowed the use of a zero or insignificant
benthic demand in all modeling runs.
B.5 REACTION COEFFICIENTS
B.5.1 Reaeration Coefficient (K2)
The escape coefficient concept established by Tsivoglou
and his co-workers is gaining wide acceptance in stream
modeling work for a definition of the reaeration coefficient.
The reported relationship is of the form:
Ah i
K2 = C —r (base e, days"1)
where: C = escape coefficient, ft."1
Ah = change in stream bed height, ft.
t = time of travel, days.
Historic convention had been to use a constant C of 0.05
throughout the entire flow range with an upward adjustment
for clean streams (up to 0.07) and a downward adjustment for
grossly polluted streams (down to 0.02). However, a later
publication by Tsivoglou and Neal^1' has further refined
this relationship to reflect changing values of C with
stream flow. This study recommends using an escape coef-
ficient (at 20°C) of 0.05 when stream flows are in excess of
25 cfs. This value was used in all simulation runs.
(1) Tsivoglou, E.G., and Neal, L.A., Tracer Measurement
of Stream Reaeration - III. Predicting the Reaeration
Capacity of Inland Streams, 48th Annual WPCF Conference,
Miami Beach, Florida (1975).
-------
In this modeling effort, the Ah value was established
using 7.5 minute USGS quadrangles and establishing a repre-
sentative stream slope through a measured distance and
reported contour lines. The change in elevation was then
calculated from the slope over the stream reach. Slope on
the Scioto from Columbus to Circleville is fairly uniform,
with values ranging from 2.1 to 2.3 feet per mile.
B.5.2 Carbonaceous and Nitrogenous Decay Coefficients
and K3)
The establishment of correct KI and 1(3 inputs for
mathematical characterization of a receiving stream is one
of the most controversial aspects of river modeling and
waste load allocation. Most historic modeling efforts have
incorporated K^ and K3 rates corresponding to those observed
in a standard laboratory BOD determination. Studies by
Havens and Emerson (!) (2> incorporating field derived K rates
have indicated that laboratory values may significantly
underquantify actual instream deoxygenation characteristics
due to the static nature of the BOD test itself. The values
selected as input parameters for the mathematical analysis
in this study represent a composite of the rates measured by
Havens and Emerson in streams carrying elevated concentra-
tions of oxygen demanding materials. These rates, as shown
below, are adjusted as a function of velocity in a very
rough approximation of the in-situ measurements. (It is
probable that they truly vary as a function of both stream
depth and velocity, i.e., a total mixing function.)
Velocity KI K3
(fps) (days-1, base e, 20°C)
<0.6 0.6 0.3
>1.0 6.0 3.0
>0.6 to 1.0 straight line transition
(1) Water Quality Assessment and Basin Modeling - Rocky
River and Tinkers Creek, prepared for the Three Rivers
Watershed District by Havens and Emerson, Ltd. (1974) .
(2) Water Quality Assessment and Low Flow Analysis -
Muskingum Watershed, prepared for the Ohio EPA by
Havens and Emerson, Ltd. (1976) .
5
-------
The critical velocities are those where instream settling
(<0.6 fps) and instream scour (>JL.O) are believed to dominate,
Laboratory rates are, generally speaking, approximately
an order of magnitude less than the corresponding field
rates found in the above referenced studies. As a general
rule, it can be safely stated that a laboratory rate will be
the lower limit of field rates experienced under any stream
condition(1). Accordingly, modeling runs were conducted at
rates one tenth and one-half the above tabulated values in
order to "envelope" probable stream conditions and to demon-
strate model rate sensitivity. Rate coefficients of one-
half of the above tabulated values are considered to be the
most probable for the river under the design conditions.
B.6 REACTION RATE ATTENUATION
B.6.1 Dissolved Oxygen
The dissolved oxygen model is only intended to char-
acterize the stream's reaction under aerobic conditions. In
recognition of this situation and the fact that aerobic
organism activity will become attenuated under low dissolved
oxygen conditions, it was necessary to reduce the deoxygena-
tion coefficients associated with carbonaceous and nitro-
genous stabilization. A review of several readily available
references,(2)(3)(4)indicated that carbonaceous stabilization
rates begin to slow at dissolved oxygen levels on the order
of 0.5 mg/1. Similarly, nitrogenous or nitrification rates
begin to slow at a dissolved oxygen concentration of about
1.5 mg/1.
(1)"DO Workshop", Federal EPA sponsored Symposium: Rate
Constants for Surface Water Modeling, San Francisco,
California, April, 1977.
(2) Eckenfelder, W.W., and O'Connor, D.J., Biological
Waste Treatment, Pergamon Press, New York, N.Y. (1961).
(3) Process Design Manual for Nitrogen Control, U.S. EPA
Technology Transfer (1975).
(4) Hopwood, A.P., and Downing, A.L., Factors Affecting
the Rate of Production and Properties of Activated
Sludge in Plants Treating Domestic Sewage,Institute
of Sewage Purification, 5, 3 (1961) .
-------
Figure B-l shows the rate attenuation employed in the
water quality model. The model utilizes the calculated
dissolved oxygen at the end of each subreach (each reach is
divided into ten equal subrcaches) to set the appropriate
attentuation factor/ if applicable, for Kj^ and K^ in the
subsequent subreach.
This adjustment alone would make the dissolved oxygen
model limited to aerobic waste stabilization. The predicted
rate shutdown upon calculation of zero dissolved oxygen
means that the oxygen demanding load will now start to
accumulate as new downstream loads are introduced into the
stream. Since this load accumulation will act to further
suppress modeled stream recovery, any predicted recovery can
be totally eliminated when the input is large. In recogni-
tion of this fact, a further refinement of the model in-
corporated a velocity dependent anaerobic decay function of
the carbonaceous load when extremely low (<0.1 mg/1) levels
of dissolved oxygen are anticipated. Figure B-2 provides a
comparison of this anaerobic adjustment with the usual
aerobic equation.
B.6.2 Background Carbonaceous Load
A background carbonaceous load attenuation consider-
ation is based upon the observation that some fraction of
the ultimate carbonaceous load (Lo) is not readily bio-
degradable, and thus is stabilized at a much lower rate.
The computer handles this by using a reaction rate one-
hundredth of the normal value when a preset background
ultimate carbonaceous load is calculated at the end of each
subreach. A background LO of 3 mg/1 was utilized in all
modeling runs.
B.7 PHYSICAL STREAM CHARACTERISTICS
B.7.1 Flow Relationships
Many models of streams start with Manning's equation
for velocity of liquids in open channels:
1.5 p2/3ql/2
V ~ ~N~ R S
where N = Mannings n
R = hydraulic radius, ft.
S = slope, ft./ft.
-------
ore.
-fto
Vor VC^
N— CAR BONACEOUS
-NITROGENOUS (K3)
K,)
2.0
DISSOLVED OXYGEN, mg/jj.
-------
6.0
4.0
2.0
0.2
AEROBIC
•ANAEROBIC
0.6 J.O
Velocity, fps
1.4
-------
This equation can be solved by trial and error in the
computer for a satisfying depth and velocity with a known
flow. The major difficulty of using this technique is that
it is dependent upon correct Manning's n and stream width
assumptions for the flow regime under consideration. Since
the detailed measurements and observations necessary to
properly define these parameters were not possible in this
study, it was thought to be preferable to attempt to define
only the stream velocity of the Scioto River in the modeled
segments. Characterization of the velocity bypasses inter-
mediate estimates of physical parameters associated with a
stream, since velocity is the result of a given physical
stream reach experiencing a given flow at a calculated
slope. Several methods were employed to estimate reasonable
instream velocities for this study.
The first technique employed for velocity estimation
was a -statistical correlation of stage discharge relation-
ships provided by the United States Geological Survey for
gaging stations within the study area. Equations of the
form y = aQb can be developed from this data, with y equal
to velocity, width, or depth such that the expression for
hydraulic continuity (Q = VA) is satisfied. Data obtained
in this manner in the study area is, to a large extent, site
specific, since many stations experience upstream flow
regulation; a phenomena which precludes the application of
coefficients and exponents derived to other stream points
which are similar physically but nonregulated.
Only three stations on the Scioto were within the
modeled portion of the River: the USGS gage at Columbus (RM
27.0), a point between Shadeville and Southerly (RM 16.5),
and at U.S. Route 22 in Circleville (RM 0.0). Coefficients
relating stream flow to velocity at these points are 0.381,
0.009, and 0.055, respectively. Exponents on flow were
found to be 0.232, 0.646, and 0.379, respectively.
Estimates of stream velocities in the Scioto River have
also been made by the Ohio Environmental Protection Agency
as a part of their 303e waste load allocation responsi-
bilities. Values were obtained through a mathematical
technique which adjusted a measured set of cross sectional
data to predicted low flow cross sections and their at-
tendant stream velocities.
-------
Cross sectional measurements were also taken by con-
sultants to the State of Ohio in 1962 as a part of a flood
plain study for the Columbus area. Using the mean daily
flow at the USGS Scioto River at Columbus gage on the dates
of each measurement, a rough approximation to the stream
velocity can be made. Table B-l lists both the Ohio EPA and
the 1962 velocity estimates as a function of Scioto River
mile along with the predicted velocity at stream points
where the coefficient and exponent method is applicable.
The flow input for the treatment plants under the OEPA and
gaged approximations cause overall flow in the stream to be
near that noted in 1962, which was at somewhat higher back-
ground values with a lower plant input.
Table B-l reveals a consistent velocity trend - a
relatively slow stretch below Jackson Pike after which the
River speeds up and gradually tapers off to a fairly steady
velocity. A visual survey of USGS maps and the Scioto
itself indicated likely points for these general velocity
regimes to exert themselves due to either natural or arti-
ficial considerations acting upon channel geometry and side
conditions. Again, in an effort to envelope actual future
conditions, model sensitivity runs were conducted at velocities
+33 percent of the predicted values.
B,8 FLOW INPUTS
Effluent flows from the two Columbus wastewater treat-
ment facilities were assigned the (1995) dry weather values
attributed to them in the Environmental Assessment of the
Columbus Metropolitan Area Facilities Plan. Jackson Pike
was modeled at 100 million gallons per day (mgd), while
Southerly was modeled at 85 mgd. Other present wastewater
releases in the planning area were not modeled, since they
will most likely be contributory to one of the larger plants
by the design year. The proposed Delaware County plant on
the Olentangy River is the exception to this, and is assumed
to contribute its design flow to the stream above the study
area. Cooling releases to the Scioto River are assumed to
be an intake and once through arrangement, with no net
stream flow addition or subtraction.
Background stream flows are unusually hard to define
for the study area due to the regulated nature of many of
the streams. The Scioto River is especially affected by
regulation and withdrawals for water supply.
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At least three low flow regimes on the Scioto below
Columbus are possible and can be supported by some form of
documentation. One flow assumption would be that the Scioto
River above the Olentangy actually goes dry due to the
withdrawals experienced, and that the Olentangy flows are
those dictated by the low flow release schedule from the
Corps of Engineers dam at Delaware Lake, as follows:
Period Discharge, cfs
July 1-10 10
July 11-20 25
July 21-31 35
August 1-20 40
August 21-31 35
Sept. 1-Oct. 31 20
Minimum Release 5
Communications with the USGS have indicated that a flow
regime which incorporates the minimum release from.Delaware
Lake in conjunction with a zero flow in the Scioto above the
Olentangy is in fact far more severe statistically than the
usually modeled low flow that persists for 7 days with a ten
year recurrence (7-10)(!).
Another possible low flow regime is that which was used
by the OEPA in arriving at their waste load allocations for
the Columbus treatment facilities. This value, 18.2 cfs,
attempted to strike a balance between the minimum permissible
reservoir release and the normal low flow discharge schedule.
The USGS also maintains a computerized file for each of
their stream gaging stations which will permit the calculation
of a 7-10 (or any other statistically significant) flow.
Since upstream regulation was instituted, the 7-10 flow
reported to exist just above the Jackson Pike facility is
122 cfs. This value seems high, and model sensitivity runs
were made to show whether or not such a flow would cause a
significant difference in load allocation conclusions.
Flows from streams tributary to the Scioto were input
on the basis of a USGS - specified 7-10 low flow or on a
cfs/square mile transfer of those flows to similar streams
on a direct drainage area ratio basis.
(1)Personal Communication, Richard Swisshelm, Ohio District,
USGS.
-------
Wintertime flows were arrived at by analyzing seven
consecutive day cold weather low flows which have actually
been recorded at the Scioto River at Columbus USGS gage over
the past ten years. A value of 222 cfs, which was observed
in January, 1971, was selected as representative of a low
wintertime flow regime. This is not to be confused with a
cold weather statistically correct 7-10 low flow - it is
merely intended to provide an approximation to such a value.
Table B-2 provides a summary of significant inputs to
the stream model in terms of river mile. The velocities and
deoxygenation coefficients tabulated are those at the median
and probable field conditions, respectively. Deoxygenation
rates are base e at 20°C. The listed reaeration rate is
that which results from a median velocity consideration.
B.9 WASTE LOAD ALLOCATION
National Pollutant Discharge Elimination System (NPDES)
permits have been issued to both of the Columbus wastewater
treatment plants. Limitations significant to a simplified
stream modeling effort are those on dissolved oxygen (6.0
mg/1 average), BODs (8 mg/1 monthly average), and NH3~N (1.0
mg/1 summer and 2.5 mg/1 winter monthly averages). These
values correspond to the Ohio EPA definition of BACTEA (Best
Available Control Technology Economically Achievable).
Since DOSAG operates on the basis of ultimate BOD (Lo) and
ultimate nitrogenous demand (No), an adjustment to the NPDES
permit values was required. In accordance with past Ohio
EPA practice, Lo was defined as 1.5 x 6005 and No as 4.0 x
NH3-N. These release levels, along with an effluent DO of
6.0 mg/1, were used as a starting point for all model runs.
Table B-3 provides a summary of stream response to
effluent loadings from Jackson Pike and Southerly at NPDES
permit release levels. Model sensitivity to upstream flow,
stream velocity, and deoxygenation coefficients is tabulated;
as is the seasonal variation in the stream response to the
applied load. Figures B-3 and 4 provide a visual representa-
tion of the DO profile in the Scioto River for the various
sensitivity runs in summer and winter, respectively.
Two striking facts may be observed from a perusal of
the Table and Figures. The first of these regards the
"tightness", or lack of significant variation exhibited by
the DO profiles under the various sensitivity runs. Such a
phenomena indicates that many of the uncertainties associated
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with the prediction of the parameters which were allowed to
vary are relatively insignificant. Even the parameter which
showed the greatest sensitivity, deoxygenation rates, produces
a summer minimum DO below Jackson Pike which is still slightly
below 5.0 mg/1 at the lowest rate investigated.
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NPDES release levels is the small variance of stream DO at
the end of each run at Circleville (6.02 mg/1 - 6.53 mg/1
summer). Since Circleville is the next significant discharger
of wastewater in the Scioto River basin, such a reduced
upstream DO and instream pollutant load (in relation to
current conditions) will allow allocation requirements at
this facility to be established without regard to stream sag
problems caused by the Columbus releases.
Overall, the output obtained for summer conditions
would indicate that the decision is proper to require the
Columbus facilities to upgrade to their final NPDES levels
rather than to levels which are predicted to maintain present
water quality standards. Despite probable continued dissolved
oxygen violations below each release, conditions in the
Scioto will improve immensely. Evidence has indicated a
slowing of deoxygenation rates in streams that undergo
substantial load reductions - a fact which points to the
need for detailed observation and sampling of improved
stream conditions before passing judgement on any water
quality maintenance release levels.
Winter stream response upon receipt of NPDES allowable
loads were modeled to determine the impact of the higher
nitrogen releases allowed under nitrogenous stabilization
rate limiting conditions resulting from colder temperatures.
Again, violations or near violations of instream DO levels
were shown on four of the six sensitivity runs, with only
greatly reduced deoxygenation rates allowing the stream to
carry the release loads without noticeable impact. Instream
oxygen levels at Circleville are uniformly high under all
modeled winter conditions.
Although the decision to require the present NPDES
release levels from the Columbus plants appears to be sound,
some indication of probable allocations to achieve water
quality standards is also in order. Table B-4 presents
the allocated values for the various sensitivity runs in
both summer and winter for the Jackson Pike facility. Table
B-5 provides the same information for Southerly.
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Summertime modeling runs for Jackson Pike indicate the
high degree of treatment required at this facility under all
conditions. Releases of nitrogenous oxygen demand are
reduced to zero under all but the least stringent (10%) rate
condition. Such an effluent limitation would require substan-
tial additional processes at the facility, such as a break-
point chlorination and dechlorination capability. Equally
significant costs would be involved in reducing the carbona-
ceous load to the levels tabulated, which approach background
stream concentrations.
Winter conditions at Jackson Pike indicate that it is
possible to release levels of nitrogenous demand equal to or
greater than that specified by the cold weather permit
requirement in all runs. Carbonaceous levels are more
variable, with two runs indicating the need for more stringent
control than the NPDES limits, and one allowing release up
to a secondary treatment equivalency. Differences in allowable DO
release levels tabulated are intended to take advantage of
higher oxygen solubility at lower temperatures, with effluent
DO values of 6.0 mg/1 indicating no need for post-aeration
at the plant.
Summertime allocations for the Southerly treatment
facility (Table B-5) are less stringent than those for
Jackson Pike under all modeled conditions. Nitrogenous
releases are never required to be less than permit values,
while carbonaceous levels vary from 6 to 12 mg/1 for eight
of the ten conditions investigated.
Winter conditions allow nitrogenous releases to increase
substantially from Southerly, with two of the five modeled
runs limited by instream ammonia toxicity rather than oxygen
demand and sag. Instream nitrogen levels were assumed to be
toxic in accordance with the 1972 EPA Water Quality Criteria
which sets an upper limit for un-ionized ammonia of 0.02
mg/1. The total ammonia exhibiting this un-ionized fraction
will vary depending upon temperature and pH conditions. If
one assumes a wintertime pH of 7.5 and a stream temperature
of 12°C, toxic conditions will exist when the total nitrogen
demand exceeds 14 mg/1. Carbonaceous winter allocations are
always equal to or less stringent than NPDES requirements,
with reduced deoxygenation rates again allowing higher
release levels.
-------
A few modeling runs, which are not tabulated, were also
done to see whether or not it would be advantageous to treat
a portion (50%) of the Jackson Pike flow at Southerly.
Results consistently indicated little, if any change, in
release requirements at Jackson Pike, while forcing Southerly
to obtain more stringent effluent levels due to the combination
of higher process flow and lower upstream dilution. It was
concluded that such a treatment and release scheme would offer
no overall benefits in terms of either environmental quality
or cost savings.
The results of the modeling indicate that the following
release levels are appropriate for maintenance of stream quality
below the Columbus wastewater releases:
Table B-6
Required Release Levels (mg/1)
DO
Summer:
Jackson Pike 6.0 4 0
Southerly 6.0 9 4
Winter:
Jackson Pike 8.8 12 14
Southerly 6.0 30 40
Facilities design activities summarized elsewhere in this
Impact Statement were predicated on these effluent levels.
28
-------
Jl
United States Department of the Ertt^
GEOLOGICAL SURVEY f _£:rs— —-*"*~. _
Water Resources Division MCM—"-,,:!? __
975 West Third Avenue1 CT— ^s^.^
Columbus, Ohio 43212 '-^
May 10, 1978
ID]
Mr. David L. KlunzingJ
Havens and Emerson, li
Bond Court Building
1300 East 9th Street
Cleveland, Ohio "11^^ & EMERSON, INC.
Dear Mr. Klunzinger: CLEVELAND
'This is in response to your letter of April 26, 1978. Hope-
fully, we can clarify some of the apparent confusion regard-
ing the flow at Station 03227500, Scioto River at Columbus,
Ohio.
The flow measured and published at most U.S.G.S. gaging
stations including Station 03227500, is the water flowing
past the actual gage control. The low-water control for
a gage is always somewhat downstream from the gage structure.
If the amount of water flowing past the gage control can
be accurately measured, the gage record is considered good.
That flow record is then utilized in any flow frequency
analysis which is conducted for that station. Please note
that the frequency analysis is not dependent upon the source
of water passing the gage control. It is important, however,
that the record be homogeneous. As an example, for a regulated
stream only record collected after regulation was initiated
should be used rather than using record collected both before
and after regulation was initiated.
An adjustment of any. flow characteristic for the effects
of frequency characteristics of inflows or diversions can
be quite difficult. This is especially true for low-flow
characteristics. The inflow or diversion record must be
available and must be subjected to a frequency analysis
if it is to be accurately used as an adjustment to the low-
flow characteristic derived from the regular flow record
Only flow values of identical recurrence interval should
be added or subtracted. If as an example, the 7-day, 10-
year low-flow of a station was 200 cfs and the 7-day, 10-
year low-flow of an inflow upstream from that station was
50 cfs, the adjusted low-flow could be calculated to be
150 cfs. If, however, the 50 cfs was an estimated mean
inflow rather than a 10-year recurrence interval value, it
should not be utilized with much confidence as an adjustment
factor.
-------
The primary reason for the lack of confidence is that the
inflows or diversions would probably be at their greatest
difference or deviation during a significant period of drought,
It is my understanding that the flow at the Scioto River
at Columbus gage station does include flow from the Frank
Road Treatment Plant but does not include the flow from
the Shadeville Treatment Plant. A discharge measurement
was made on the Scioto River above the influence of the Frank
Road Treatment Plant and another discharge measurement was
made on the same day at the control for the gage, which
is below the influence of the sewage effluent from the Frank
Road Treatment Plant. Those two measurements were made
on July 22r 1978. The flow above the influence of the Frank
Road Treatment Plant was 57 cfs. The flow downstream from
the Plant effluent at the gage was 213 cfs.
We hope that this clarifies the flow statistics at the Scioto
River at Columbus gage. If you have any further questions,
please do not hesitate to contact us.
Sincerely yours,
Arthur 0. Wgstfall
Acting District Chief
FVS/jw
-------
APPENDIX EE
COLUMBUS METROPOLITAN
AREA GROWTH POTENTIAL
1977-1985
-------
DEVELOPMENT COMMITTEE FOR GREATER COLUMBUS
TWO HUNDRED EAST TOWN STREET COLUMBUS, OHIO 43215 614/221-7871
September 7, 1978
STEERING COMMITTEE
Dr. Edward Q. Moulton
Chairman
Arthur J. Scott
Chairman-Elect
Robert H. Potts
Treasurer
John C. Gallucci
Secretary
Ralph H. Anderson, Sr.
William H. Anderson
Richard Bere
Lou Briggs
A. Charles Brooks
A. G. Cochran
David S. Cook
W. Arthur Cullman
Mark G. Feinknopf
Charles VJ. Fullerton
Jerome J. Hackman
Charles G. Hammond
Will He-Herman
George W. Hockaden
H. James Holroyd
Joseph P. Jester
Harold Jett
Richard Luecht
John G. McCoy
David R. Patterson
James W. Phillips
Samuel Porter
Harley Rouda
Fredfic L. Smith
H. Clifford Taylor
Phillip W. Tefft
Richard L. Tu'lly
Charles G. Vath
Edward F. Wagner
Willis C. Welch
Ralph R. Widner
Wairon J. Ciemean
Director
original: Water-
SEP^"
£PA REGION. 5
OFFICE OF REGIONA'
'
Mr. Valdas Adamkus
Acting Regional Administrator
Region V
United s'tates Environmental Protection
Agency.
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Adamkus:
I appreciated receiving a copy of your letter of
August 29, 1978 to Mayor Moody concerning the Environ-
mental Impact Statement for the Columbus Sewer System
Plan .
We Vvt-re very pleaded that Mr. Wojcik could spend
some time on August 23rd with us and discuss further
the concern which was generated by the document en-
titled Columbus Metropolitan Growth Potential, 1977-
1985. I't did appear that there was some conflict be-
tween points made in our presentation on August 8, 1978
at our meeting in Chicago and the projections -indicated
in the Growth Potential document.
I think interpretation of the Growth Potential docu-
ment has been unfortunate. It represents some planner's
concept of what will happen in a time span which is rela-
tively short as related to years of service for our area-
wide sewer system and, "importantly, it reflects opinions
of City of Columbus planners, not those who do the plan-
ning for suburban communities. It would only be natural
for the City of Columbus to want all new development to
take place inside its boundaries and such a document as
we are considering would reflect that.
During our meeting with Mr. WojciK it was suggested
that in other Federal programs there has been a precedent
here in Ohio for over 25 years when there is a difference
of opinion on typo and/or sfize of facilities built for
local communities on Federal projects. Whenever, the
local community felt it was justified to build a larger
size or different type of facility than -the Federal a^oncy
would approve, an estimate was made for both plans and
Federal participation limited to that amount which wou.o
have been eligible under their criteria. This has boon
done many times in many projects throughout tho '•»••»*.«» l>
Ohio and seems to be completely rational; tho 1
-------
Mr. Valdas Adamkus
Acting Regional Administrator
Region V
United States Environmental Protection
Agency
September 7, 1978
Page No. Two
agency does not participate financially beyond that which
they feel is justified and the local community has the
freedom of decision on what they believe will be needed
for the future.
If City officials are so confident they are right
and are willing to bear the additional cost this, indeed,
seems to be a. reasonable and equitable arrangement.
We are fully aware of the limitations a Federal agency
has in applying criteria and standards for a wide range
of conditions which exist in different states and in differ-
ent systems. We realize the reluctance of Federal agencies
to deviate from standard procedures but we feel strongly
tlxat application of their programs should permit flexibility
when local governments demonstrate local conditions differ
from other areas.
If we can furnish any other information.or assist in
resolving this issue we would be glad to do so. Thank you
for your consideration of our position.
Sincerely,
J. Cremean
.utive Director
WJC/lb
cc: Dr. Edward Q. Moulton
A. G. Cochran
Mayor Tom Moody
Robert Parkinson
Jack N. Huddle
Dayton Robbiris
William Habig
-------
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-------
Mayor Tom Moody
Department of Development
LeVeque Tower
50 West Broad Street
Suite 401
Columbus, Ohio 43215
Director N. Jack Huddle
614-222-7763
October, 1978
To The Citizens of Columbus
The Department of Development respectfully submits the second annual Growth
Statement for the City of Columbus.
This planning report is not a no-growth statement nor does it state where growth
should or should not occur. Rather, it is an appraisal of where and to what extent
growth is most likely to occur and discusses those factors that affect growth or may
alter growth in the future. The value of the growth statement is that it attempts
to define the total impact of various aspects of growth rather than discuss each
factor individually. The statement brings together Federal policies, national growth
trends and local decisions or peculiar practices which will shape future metropolitan
growth.
The purpose of this report is twofold. First, it is an attempt to identify and discuss
issues that may affect the future growth of the Columbus Metropolitan Area. The
statement provides long term projections of population changes and household
formations and an inventory of underdeveloped land. These facts along with the
characteristics of growth will provide an information base for functional planning
activities such as sewer, water, parks, and transportation planning. Secondly, the
growth statement provides a framework for preparing and processing the Capital
Improvements Program. This program is a schedule of public physical improvements
for the City of Columbus over a six year period. The schedule of programs is based
on need, priorities, and the City's financial standing. The growth statement will
identify the long term needs and thereby influence priorities for funding projects.
Because this report is associated with the Capital Improvements Program, it is
updated and published annually. The constant updating will provide a current
barometer reading of changing conditions and their potential long term implica-
tions. If you have questions or comments regarding this report, please contact
Lin Carver at 222-8172.
Very truly yours,
N. JACK HUDDLE, DIRECTOR
DEPARTMENT OF DEVELOPMENT
\
-------
COLUMBUS METROPOLITAN AREA
GROWTH POTENTIAL
1978 - 1985
October, 1978
The preparation of this report was financed in
part through a Comprehensive Planning Grant
from the Federal Department of Housing and
Urban Development, under the provisions of
Section 701 of the Housing Act of 1954, as
amended.
-------
TABLE OF CONTENTS
I. INTRODUCTION
Local Policies Determine Distribution of Growth 2
Columbus Growth Has Been Unique 3
II. GROWTH POTENTIAL OF COLUMBUS METROPOLITAN AREA
Geographical Limits 5
Capacity of Existing Development Area. 7
Capacity of Expanded Planning Area 9
Population and Household Projections 13
Annexation Activity 19
Accommodating Growth 19
III. "UNKNOWNS" AFFECTING GROWTH
School Desegregation 22
Future Energy Supply Is Uncertain 22
Dangerous Precedent Being Set By U.S.E.P.A 23
IV. GROWTH PROJECTIONS
Active Growth Areas 25
Limited Growth Areas 30
V. SUMMARY STATEMENT
Regional Goals 33
Opportunities 33
Summary of Recommendations 36
-------
INTRODUCTION
The essence jf the first growth statement of the City of Columbus, Columbus Metropolitan
Area Growth Potential 1977-1985, was that current growth characteristics are significantly
different from those generally experienced during the previous twenty-five years and that
the City of Columbus, as well as other communities, may have to make adjustments in order
to accommodate these changes. The conclusion of the first growth statement was that the
anticipated lull in growth at least for the next few years provides an opportunity for the
City of Columbus to concentrate on improving the quality of existing development.
The primary objective of the second annual growth statement is to update information provided
in the first statement with particular emphasis on the geographical distribution of population
and household growth for the year 2000; unfortunately, similar figures are not available for
1985. This document is to provide a framework for the preparation of the 1979-1984 Capital
Improvements Program. The projections and growth characteristics ideally should be for 1985.
However, because of the low growth rates anticipated through 2000 and the fact that many
functional planning activities require a planning period of ten to twenty years prior to con-
struction, the year 2000 geographical projections should provide a reliable indication of
future development needs. Because this.report is the prelude to the annual Capital Improve-
ments Program, it will be updated and published annually. In anticipation of bond issues to
finance future capital improvements being submitted to the voters of Columbus in November
of 1979 or 1980, a comprehensive growth statement will be issued prior to July 1979.
It was stated in the first growth statement that one of the most significant factors that could
alter Columbus' future growth characteristics was the impact of federal policies, particularly
those of the U.S. Environmental Protection Agency relative to the City's sanitary sewer system.
In early 1978, the U.S.E.P.A. published its Environmental Impact Statement (E.I.S.) on the
City's Metropolitan Facilities Plan and the worst of the City's fears were realized. The
U.S.E.P.A., prompted by the fact that it finances 75% of major sewer projects at the local
level, is not only dictating many aspects of the upgrading and development of the sewer
system, but is also using the expansion of the sewer system as a means of directing local
growth. While this action has proven to be highly provocative and is obviously a dangerous
precedent, much of the problem has been a lack of public understanding of development
objectives and policies for the metropolitan area. This void must be considered as partially
the cause for the U.S.E.P.A. in going as far as it did in superimposing its own development
objective on the E.I.S.
It is the intent of these growth statements to clarify the position of the City of Columbus and
provide a vehicle by which the City will not only identify its future growth characteristics,
but also propose policies the City should pursue in order to accommodate changes in growth.
An underlying assumption of these statements is that the best way to counter and minimize
unnecessary federal influence is to publicly state on a regular basis the City's development
objectives. This approach should provide a consistent and current basis for evaluating all
growth and development related programs, thereby providing a much stronger basis to influence
federal decisions which affect local development.
The Columbus Metropolitan Facilities Plan is a twenty year capital improvements
program for upgrading and expanding the city's sewer system.
1
-------
The publication of Hie E.I.S. highlighted some general misunderstandings about growth at
the local bvel and the means by which local growth can or cannot be manipulated. The
following discussion of the nature of Columbus' growth should provide a better understanding
of how functional planning can impact on or accommodate growth.
Local Policies Determine Distribution of Growth
There is a distinction that must be made concerning growth. First, there is the overall
growth, or growth potential/ of the metropolitan area (Mid-Ohio Region). This growth
refers to the overall change in population or economic growth over time. This overall
growth is primarily determined by national and regional (east north central economic
region) trends. The components of change, whether it be net natural increases or net
migration resulting in population changes or unemployment changes reflecting overall
economic growth, are primarily subject to national and regional trends. In the case of
population, for example, it is highly unlikely that Columbus, regardless of how attractive
it is as an individual community, can continue to grow substantially if the region as a whole
is in a decline. Therefore, generally speaking, the trends at the national and regional
levels will have the greatest impact on overall growth.
The second aspect of growth to be considered is the distribution of local growth within the
metropolitan area. While it is true that there are several factors that contribute to urban
growth patterns including such abstractions as "area attractiveness" and quality of schools
which are based on individual value judgements, it is virtually impossible for an area to
urbanize without the availability of sewer, water and transportation facilities. Local
officials cannot control natural amenities of an area nor an individual's value judgements;
but, they can and do determine which area gets what facilities and when. In fact, most
factors that a potential urban dweller would evaluate when considering an area of a
community in which to live are the direct result of the availability of an urban service
provided by local government and comes about as a result of the availability of the
traditional "growth shapers", transportation, water and sewer facilities (the relative
importance of these three is discussed on page 5). Therefore, local attitudes concerning
the geographical distribution of growth and local policies concerning the availability of
these basic facilities is of prime importance in the distribution of growth. The importance
of local decisions is obvious from the fact that the success of Columbus' growth, as compared
to other central cities, during the past twenty years is directly attributable to the city's
geographical expansion through annexations. This expansion was the result of local policies
on annexation and utility line extensions that were discussed extensively in the last year's
growth statement. ^
n
The U.S. Census Bureau has divided the country into economic divisions and regions.
Columbus is located in the east division of the North Central Region. The North Central
and Northeast Regions are often referred to jointly because of their similar economic
problems relative to competition with the "Sunbelt" states.
3
Department of Development, City of Columbus, Columbus Metropolitan Area Growth
Potential, T977-1985, November, 1977, p. 1.
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Columbus' Growth Has Been Unique
Columbus has received considerable attention during the past few years at the state and national
levels concerning its recent evidence of growth. Columbus has been identified as "the healthiest
of all Ohio's major urban areas and healthier than most of the nation's 85 largest cities. ^
Most recently, Columbus has been singled out as "bucking" a statewide trend of population
decline as well as "leading the Pack" among 13 major midwest cities in terms of growth.**
Equally significant is Columbus' absence from lists of "cities in trouble." Columbus is not
identified as a city in trouble by at least six different sets of criteria summarized in an article
published by the Academy For Contemporary Problems. °
In terms of the socioeconomic well being of cities, Columbus has fared even better when compared
to other large metropolitan areas across the nation and is consistently better off than any of the
north-central and northeastern cities. This point is emphasized by a research exercise conducted by
the National Planning Association which categorized the 40 largest cities as either (1) declining
and vulnerable, (2) declining but basically healthy, and (3) growing. ' Columbus was the only
city within the northeast and northcentral economic regions that was listed as a growing city.
The basis for these reports vary considerably. However, they are generally related to the fiscal
well being of the city or they are an analysis of census related population figures that apply to
the entire Standard Metropolitan Statistical Area (SMSA). For example, the comments referring
to Columbus bucking the statewide trend of population decline is a survey of growth from 1970-
1976 of 13 SMSA's in the Midwest with population over 750,000; this survey is based on the
latest U.S. Census figures issued in December, 1977. It should be noted that although the
Columbus S.M.S.A. (which contains the five counties of Delaware, Fairfield, Franklin, Madison,
and Pickaway) experienced the highest net growth in population during this time period, it also
experienced a loss of 3,400 residents as a result of migration; Franklin County alone suffered a
loss of 22,200 residents as a result of migration. Previous estimates by the Census Bureau shows
Columbus experiencing significant losses through migration which exceed natural gains due to
favorable birth to death rates. The accuracy of these figures depicting losses due to migration
are considered highly questionable by local officials. As a result of this concern, local agencies
have jointly developed their own estimates which are discussed on page 14 of this report. These
local estimates also show losses due to migration since 1974, however, it is not as extensive as
that shown by census information. Regardless of the figures used, there does appear to be a
leveling off of local growth as a direct result of regional and national trends, the difference in
figures lies in the estimate as to when the growth began to level off.
4
Curtin, Michael, "City Healthiest of 7 in Ohio, Study Reveals". The Columbus
Dispatch, February 22, 1977.
~* Staff Writer, "Columbus Bucking Ohio Trend of Shrinking Metropolitan Areas."
The Columbus Citizen Journal, January 1, 1978
6 Stanley, David I., "Cities in Trouble," Academy for Contemporary Problems,
December, 1976.
7 Ibid p. 4.
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When compared to the balance of the S.M.S.A., Columbus as a central city begins to show
some weaknesses. A "hardship index" prepared by the Brooking's Institute, for the purpose of
comparing cities based on "long term socioeconomic decline," indicates that Columbus is not
much better off than most other central cities in its ability to compete with its suburban areas.
It also ranks relatively high in average annual operating expenditures (for the years 1973-
1974) and in the number of local government employees per 1,000 residents, two criteria that
are characteristics of declining central cities with fiscal problems. While it is highly debatable
that these criteria are meaningful measures of a city's fiscal well being, they do serve to high-
light the fact that Columbus' potential growth problems may be directly related to intraregional
movement and thereby associated more with local policy decisions.
These qualifications are being made in order to place Columbus' future growth potential in
perspective, which is a primary focus of this report. The fact that local policies are instru-
mental in the distribution of local growth makes it necessary that we understand the significance
of where growth is occurring locally. Hence, the clarification of Columbus' growth versus
growth of the S.M.S.A. Equally significant is an understanding that Columbus' growth has
been an exception to the rule. It apparently has not conformed to the growth patterns of the
north-central and northeast economic regions. While this is encouraging, it also raises the
issue as to how long Columbus can continue to "buck these trends." It is the conclusion of this
report that Columbus can anticipate a positive growth rate over the next twenty years although
it will be significantly lower than that experienced during the fifties, sixties, and early
seventies. This lower growth rate occurring in combination with a georgraphical area several
times larger than the area in question in the early 1950's, will result in development charac-
teristics significantly different than those encountered in the previous twenty years. These
chainging characteristics must be considered in decisions concerning future capital improve-
ments and fiscal policies.
Several policy decisions will be made in the near future concerning such issues as the region-
alization of the sewer system, annexations, bond issues for financing future capital investments,
changes in utility rates and energy conservation. Many of these factors can, as in the past,
work as disincentives to the redevelopment of Columbus' innercity. Given the fact that the
future growth of Columbus is somewhat at the whim of national trends and a declining regional
economy, it is imperative that Columbus exercise considerable caution in these future decisions
which affect the distribution of local growth.
Columbus' greatest challenge, as the central city of a large metropolitan area, is to maintain
a positive growth rate and remain fiscally healthy in an otherwise statewide declining economy.
The ma|or emphasis of this report is on the physical growth and development of the City of
Columbus. However, it is becoming more and more evident that the nature and extent of
urban growth has its greatest impact on the fiscal well being of the city and thereby the quality
of life it can provide its residents. Therefore, much of the discussion of the implications of
physical growth will, out of necessity, be in terms of fiscal impacts. Whereas this statement
concerns itself more with the geographical distribution of growth and the ability of the city to
physically accommodate this growth, future statements, in anticipation of capital improvements
bond issues, must address the fiscal implications and the city's ability to afford growth.
o
Growth for the purpose of this report refers to residential growth and, therefore, the physical
expansion of the Columbus Metropolitan Area to accommodate population increases (increases
in households). The use of the terms "growth and development" refer to development of an
urban character: residential subdivisions of a density in excess of one dwelling unit per acre.
-------
GROWTH POTENTIAL OF THE COLUMBUS METROPOLITAN AREA
Traditionally, there have been three factors that promote or allow development to occur
on an urban scale: transportation, water, and sewer facilities. The freeway system within
the Columbus Metropolitan Area is for all practical purposes complete and, therefore, will
have little additional impact on development distribution over the next twenty-five years.
The two remaining freeway proposals, SR 315 and IR 670, are the result of existing develop-
ment or anticipated growth that will occur for the most part regardless of the availability
of these facilities. Arterials, within the surface street system, are generally not constructed
or upgraded until development is well underway and the resulting traffic justifies their need.
Consequently, the role of transportation (accessibility) in determining the location and
intensity of future growth is somewhat limited.
The water system also plays a lesser role in determining growth because of the City's policy
to relate it to the availability of sewers. ? The supply of water will not limit growth through
the year 2000. However, the cost of providing water will have an impact on growth although
the impact will probably not be felt until after 1985.
Hence, for the purpose of this statement, an initial discussion of the growth potential of
Franklin County can be accomplished through an analysis of the existing and proposed service
areas of the City's sewer system.
Geographical Limits
There are no major physical barriers limiting the geographical expansion of the Columbus
Metropolitan Area. There are, however, practical limits that should be used in discussing
the potential for the future development of Columbus. These limits are defined by the
drainage areas (watersheds) of six major streams that approximate the boundaries of Franklin
County. These boundaries, the expanded planning area delineated in Figure 1, are also
the designated planning area for the Columbus Metropolitan Facilities Plan (201 Facilities
Plan), a twenty year capital improvements program for updating and expanding the City's
sewer system, prepared for the U.S.E.P.A. in. accordance with P.L. 92500. The U.S.E.P.
A. finances 75% of the major sewer projects at the local level; future projects will be
financed in accordance with the final 201 Facilities Plan.
These boundaries reflect the two major constraints to Columbus' geographical expansion:
economic realities and political considerations. The designated planning area recognizes
the infeasibility of expanding to the east beyond the Blacklick Creek watershed and to the
west beyond the Hellbranch-Darby Creek watershed. The cost of building pumping stations
or additional treatment facilities as part of the Columbus system cannot be justified at this
time.
Department of Development, The City of Columbus, Development Policies Statement,
December, 1973, p. 6.
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The fact that the northern boundary of the planning area basically follows the county line
recognizes the limited potential of annexing into another county; it is also an acknowledge-
ment of the 201 facilities planning program in southern Delaware County. In the south-
eastern portion of Franklin County, there is a third 201 facilities planning effort (Canal
Winchester - Pickerington Facilities Plan) that complicates the possibilities of expanding
political jurisdictions beyond the Franklin County line.
The planning area of the Columbus 201 Facilities Plan, therefore, defines practical geo-
graphical limits within which to discuss the potential growth of the Columbus Metropolitan
Area.
Once the planning area is designated, it is possible to determine the capacity of the area
to accommodate future growth. In order to place Columbus' growth potential in perspective,
the approach herein is to consider the present potential for accommodating growth based on
existing utilities, in the ground or otherwise committed, referred to as the existing develop-
ment area and then project a reasonable growth potential for the expanded planning area
shown on Figure 1.
Capacity of Existing Development Area
The existing development area consists of those areas where sewers are existing or committed
through a legally binding agreement, if and when such service is needed. The existing
development area is delineated in Figure 2 and consists of the serviced and unserviced
portions of the City of Columbus and the incorporated suburban municipalities under contract
with Columbus and the unincorporated areas that lie within these contract areas. The
twenty suburban municipalities identified in Table 1 have contracted with the City of
Columbus which has agreed to accept and treat the flow of sewage generated within these
contract areas. The serviced portion of Columbus and suburban municipalities is that defined
by the Infiltration/Inflow Analysis Report which is part of the Columbus Metropolitan Area
Facilities Plan. '" The remaining incorporated area of all municipalities is assumed to be
underdeveloped with the capacity for intense development of an urban character. The
remainder of the development area, the unincorporated portions of the sewer contract areas,
is guaranteed sewer services upon annexation to a municipality. It is assumed that these
areas are undeveloped.
Malcom Pirnie, Inc., Infiltration/Inflow Analysis, Columbus Metropolitan Area
Facilities Plan, July, 1975, Plate I.
-------
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THIS ANALYSIS ASSUMES THAT THE EXISTING DEVELOPMENT AREA IS PRESENTLY
GUARANTEED THE NECESSARY FACILITIES THAT WOULD ALLOW, AND INDEED
PROMOTE, MORE INTENSE DEVELOPMENT THAN WOULD BE POSSIBLE IN AN
UNINCORPORATED, NONCONTRACT AREA.
Tables 1 and 2 provide a breakdown of the developed and underdeveloped acreage within
each of these sub areas. The resulting figures are conservative estimates and an accurate
representation of the degree of development that exists as of April, 1976. The results
indicate the availability of 187.5 square miles of underdeveloped land in our defined
existing development area of the Columbus sewer system. Seventy-eight (78.1) square
miles of underdeveloped land exist within the City limits of Columbus; approximately
31 .25 square miles are within the serviced area defined by the Infiltration/Inflow Analysis
report. Thirty-nine (39.1) square miles remained undeveloped within the suburban corpo-
ration limits, and there are an additional 70 square miles within the sewer contract areas
that are yet to be incorporated.
There are several observations that can be made concerning this undeveloped land. First,
with the exception of Westerville, all suburban municipalities, not already surrounded
by Columbus, have sufficient land in the contract areas to at least double their present
size. The fact that Westerville has "urbanized" approximately 80% of its incorporated area
is indicative of its rapid growth rate over the past decade. Secondly, there is an even distri-
bution of undeveloped land throughout the analysis area (development area). Of the incorpo-
rated undeveloped land, approximately one-third is within Columbus' serviced area, one-third
is in the recently annexed areas, and one-third exists within the suburban incorporated areas
which for the most part has been recently annexed. Third, in the unincorporated areas,
the contract areas (acreage) vary in size in proportion to the current size of the particular
communiiy: the bigger the municipality, the bigger the contract area for expansion
purposes.
IN SUMMARY, FROM THE STANDPOINT OF AVAILABLE LAND, THERE APPEAR TO BE NO
RESTRICTIONS OR LIMITATION ON ANY PARTICULAR MUNICIPALITY OR GEOGRAPHICAL
AREAS AS FAR AS FUTURE EXPANSION POSSIBILITIES WITHIN THE EXISTING DEVELOPMENT
AREA.
Capacity of Expanded Planning Area
The expanded planning area, as defined earlier, approximates the boundaries and area of
Franklin County. The area within which the Columbus Metropolitan Area can reasonably
expect to expand, then, is in the vicinity of 500 square miles. This expanded planning
area is an increase of about 234 square miles (180%) over the previously discussed develop-
ment area. Table 3 breaks this land area down on a sewer interceptor basis which reflects
possible extensions of the sewer system as proposed by the facilities plan. There is some
overlap between the existing contract areas and the proposed expansion areas as shown by
Figure 3. Therefore, Table 3 distinguishes between those portions of the watershed (expansion
area) that fcil within contract areas and the remaining land in the designated area.
-------
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Table 2
Undeveloped Land By
Subareas of Urban Area
Subarea Square Miles
Columbus 78.1
Serviced 31 .2
Unserviced 46.9
Suburban Municipalities 39.1
Serviced
Unserviced
Contract Areas 70.3
Unincorporated
Totals 187.5
Source: Update and expansion of undeveloped land data presented in the
appendicies of the Infiltration/Inflow Analysis/ Columbus Metropolitan
Area Facilities Plan through an analysis of 1976 Aerial Photographs of
Franklin County.
11
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In addition, there is a significant amount of unincorporated land that does not fall within
these interceptor areas. This land is available for rural development or subject to annex-
ation to Columbus and thereby available for urban development. Either way it will accom-
modate some degree of development. The figure in Table 3 represents the land necessary to
account for the remainder of the acreage within the 550 square mile expanded planning area.
AGAIN THE MAJOR OBSERVATION THAT CAN BE MADE IS THAT THE EXPANDED
PLANNING AREA IN NO WAY RESTRICTS OR FAVORS ONE AREA OF THE COUNTY
OVER ANOTHER.
Table 3
Square Miles In
Expanded Planning Area
Interceptor
Service Area
Big Walnut
Rocky Fork
Blacklick North
Blacklick South
Groveport
Southwest
Big Run
Scioto West
Scioto East
Brookside
Subtotals
Remaining
Unincorporated Area
Total Square
Miles
32.81
17.86
25.00
26.16
8.20
44.74
20.20
38.02
7.42
3.90
224.31
Square Miles Within
Existing Contract
Areas
2.34
8.48
10.54
8.20
31.25
7.42
2.34
70.57
Total Area
Square Miles Beyond
Contract Areas
30.47
9.38
25.00
15.62
44.74
20.20
6.77
1.56
153.74
78.13
231.88
Source: Environmental Assessment, Columbus Metropolitan Area Facilities Plan.
Table 40, Population and Area Data, Page 169, July 1976.
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POPULATION, HOUSEHOLDS AND HOUSING
The Year 1974 Was A Critical Point In Local Growth
Some progress has been made during the past six months in clarifying the population picture
in the Mid-Ohio region. The major problems associated with projecting future population were
the lack of understanding of what has happened at the local level since the 1970 census and
the need for a reliable estimate of the current population. To remedy this situation, a task
force composed of representatives of the Mid-Ohio Regional Planning Commission, the Columbus
Area Chamber of Commerce, the O.S.U. City and Regional Planning Department, the City
of Columbus, and the Ohio Department of Transportation was formed to develop a methodology
for estimating local population. The findings of this Population Task Force suggest that dramatic
changes in the demography of Columbus and Franklin County have occurred since 1970.
As Table 4 below illustrates, the population of Columbus in January 1978 was 581,664 and the
population of Franklin County was 904,175. Although these figures indicate a 7.8 percent
and a 8.5 percent increase since the 1970 census in Columbus and Franklin County, respec-
tively, an examination of the yearly changes in population demonstrates that most of these
increases occurred between April 1970 and January 1974.
Table 4 Population and Household Estimates, 1970-1978
City of Columbus and Franklin County
City of Columbus
Franklin County
Date of
Estimate
April 1960
April 1970
Jan. 1971
Jan. 1972
Jan. 1973
Jan. 1974
Jan. 1975
Jan. 1976
Jan. 1977
Jan. 1978
Population
471,316
539,677
540,601
551,289
558,669
573,252
575,100
576,935
578,338
581,664
Households
142,378
173,056
174,949
181,663
186,820
195,395
198,909
202,522
206,082
209,641
Population
682,962
833,249
846,308
861,811
878,885
896,850
899,975
897,058
901,640
904,175
Households
200,763
259,321
265,662
275,007
284,123
295,376
300,811
304,347
309,765
315,182
Source: Franklin County 1975 Population Estimates and Methodology, prepared by a
joint committee composed of representatives from the Columbus Department
of Development, the Mid-Ohio Regional Planning Commission, the Columbus
Area Chamber of Commerce, the C.S.U. City and Regional Planning Depart-
ment, and the Ohio Department of Transportation, Revised November 21, 1977.
13
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The City of Columbus grew by 33,575 people between April of 1970 and January 1974
(average: 8,953 people per year) and by only 8,412 people between 1974 and 1978
(average: 2,103 people per year). Similiarly, Franklin County increased by 63,601
people between April 1970 and January 1974 (average: 16,960 people per year) and by
only 7,325 people between 1974 and 1978 (average: 1,831 people per year). The dramatic
change in local growth patterns is further illustrated in Figure 3 which charts annual
changes in growth indicators for all of Franklin County.
10- -
0
Numbers.
in 1000*.
-3-i
Population Chanoe
Household Chame
Bui IH inn Perm!ts:
units authorized
119701 119711 |1972| |1973| 11974 | 119751 119761 119771
Figure 3 Indicators of Growth Franklin County 1970-1977
Source: Franklin County 1975 Population Estimates and Methodology, November 1977.
Thus, 80 percent of the growth in Columbus and 90 percent of the growth in Franklin County
between 1970 and 1978 occurred in the first half of this period. Only 20 percent and 10 percent
of this increase in Columbus and Franklin County, respectively occurred after 1974. It is obvious,
then, that 1974 was a critical point in local population change. An examination of the compo-
nents of population change (births, deaths, and migration) shows that net migration was the deter-
mining factor of the area's net growth as the net natural increase has been stable since 1970.
Prior to 1974 both Columbus and Franklin County experienced a net inmigration, but after 1974
both experienced a net outmigration resulting in a similar pattern for net population change
(Figure 4).
It is also evident from these figures that Columbus has, at a minimum, kept pace with county
growth and has even increased when county population showed an absolute decline. Between
1975 and 1976, for example, Franklin County had an absolute decrease of 2,917 people while
the City of Columbus grew by 1,835 people.
14
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4 Net Natural Increase
Net Population Change
Net Migration
numbers 1970
in 1000't
1971
1972 1973 1974 1975 1976 1977
Figure 4 Components Of Population Change, Franklin County 1970-1977
Source: Franklin County 1975 Population Estimates and Methodology, November 1977.
Household Growth Has Not Leveled Off As Sharply
Population increases in both the City of Columbus and Franklin County declined after 1974.
Household increases, although following a similar trend, did not level off as sharply. While
the population of Columbus increased by an average of 2, 103 persons per year between 1974
and 1978, households increased at an average of 3,562 households per year during this same
period. The high rate of household growth in relation to population growth is primarily a
reflection of changing living patterns as indicated by a declining average household size.
Declining household size, a characteristic of national as well as local trends, is partially a
function of the falling birth rate, reflected in the decreasing average numbers of persons under
18 years old in households and the increasing proportion of one and two person households as
reflected by the increasing numbers of people who choose to live alone, the increasing numbers
of people who have postponed marriage, the increasing numbers of divorced people and the
increasing proportion of persons over age 65.
Local Forecasts Show Area Growth
The significance of these demographic changes in Columbus and Franklin County lies in the
implications which may be drawn for both long and short-term growth projections.
In the long-run, even under optimistic assumptions about the growth of local employment,
declining fertility rates, as reflected in the U.S. Census series II forecasts, will somewhat
limit the potential of population and household growth in the Columbus and Franklin County
area. Although recent projections by Battelle Memorial Institute suggest that Franklin
-------
County's population will remain relatively stable over the next 22 years, the Population Task
Force has established a more optimistic, interim forecast of 1,025,800 people in Franklin
County by the year 2000 (Figure 5). This interim forecast assumes an average annual rate of
growth of 0.57 percent, a substantial increase over the 0.20 percent average annual rate of
growth experienced in the County between 1974 and 1978. If both birth and death rates
follow recent trends, the 0.57 percent average annual growth rate implies continued out-
migration, but at a rate below that experienced during the 1974-1978 period. In fact, the
forecast would imply an average increase in Franklin County's population of 5,528 people
per year for the next 22 years.
1100
10001
1970 1974 1978
Figure 5 Population Trends And Year 2000 Forecast
Source: City of Columbus, Department of Development
In the short-run, through 1985, the increases in total households relative to a stabilized
population, reflected in a declining household size, should continue the demand for new
construction and rehabilitation of housing units. The demand for new housing units in the
City during this period should be accompanied by an equal demand for utility hook-ups such
as sewer, water, gas and/or electricity and telephone. Consumption of these services, how-
ever, can be expected to decline slightly as the number oT people per household declines.
A straight line breakdown of the household forecast by five year increments, based on the
year 2000 control totals of 396,500 and 264,200 for the county and city, are shown in
Table 5 and Table 6. These forecasts indicate a reduced, but steady rate of household
growth which will continue the demand for new housing construction in Columbus and Franklin
County.
-------
Table 5 Population and Household Forecast, 1978-2000
City of Columbus, Ohio
Year
1978
1980
1985
1990
1995
2000
Total Household
Households Size
209,641 2.64
214,600
227,000
239,400
251,800
264,200
2.59
2.46
2.40
2.39
2.38
Population in
Households
553,452
555,814
558,420
574,560
601,802
628,600
Population in
Group Quarters
28,212
28,300
28,800
30,000
30,000
30,000
Total
Population
581,664
584,114
587,220
604,560
631,802
658,600
Table 6
Year
1978
1980
1985
1990
1995
2000
Population and Household Forecast, 1978-2000
Franklin County, Ohio
Total Household
Households Size
315,172
322,574
341,054
359,534
378,014
396,500
2.76
2.71
2.58
2.52
2.51
2.50
Population in
Households
869,875
874,176
878,919
906,026
948,815
990,800
Population in
Group Quarters
34,300
35,000
35,000
35,000
35,000
35,000
Total
Population
904,175
909,176
914,919
941,026
983,815
1,025,800
Household Growth Creates a Demand for New Housing
Net household growth between 1978 and 1985 is forecast to average 2480 and 3696 house-
holds per year for Columbus and Franklin County respectfully. The net demand for housing
is estimated to be 2,730 new units in Columbus and 4,071 new units in Franklin County as
a whole each year for the next seven years (Table 7).
?7
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Table 7 Basic Factors in New Housing Production, 1978-1985
Columbus and Franklin County, Ohio
City of Columbus Franklin County
Total
Units
17,360
17,360
1,747
19,107
Single-
Family
7,482
818
8,300
Multi-
Family
9,878
929
10,807
Total
Units
25,872
25,872
2,625
28,497
Single
Family
14, 178
1,412
15,590
Multi-
Family
11,694
1,213
12,907
A. Household Growth
B. Tenure Split 1
2
C. Replacement Factor
D. Net Demand
E. Average Annual
Demand 2,730 1,186 1,544 4,071 2,227 1,844
Based on 1974-1978 new construction averages
f\
Based on normal losses of 0.1% per year
The impact of changing demographic conditions in Columbus and Franklin County can be seen
in the related forecast of new housing demand. If the assumptions guiding the forecast are
realized, the average annual demand for new housing construction will be below that experienced
between 1970 and 1973 and even below that experienced between 1974 and 1977 (see Table 8), the
period of low construction activity.
Table 8 Units Authorized by Permit and Demand Forecast
Columbus and Franklin County, Ohio
City of Columbus Franklin County
1970--73 1974-'77 1978--85 1970--73 1974--77 1978-'8i
Total Permits
Avg. Annual
Demand Forecast
Avg. Annual
35,476
8,869
12,846
3,212
19,107
2,730
48, 149
12,037
19,067
4,767
28,497
4,071
18
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Annexations Increase City's Size By 5 Square Miles
Through the first half of 1978, the City of Columbus has increased its geographical area
one and a half (1 1/2) square miles, from 174.5 to 176.1 square miles. An additional
4.7 square miles (3000+ acres) has been approved for annexation to Columbus by the County
Commissioners and it is anticipated that these annexations will be accepted by City Council.
Thus, by the end of the third quarter of 1978, the geographical area of the City of Columbus
will be in excess of 180 square miles.
These figures represent a significant upswing in the number of annexation applications as
well as number of acres over the previous two years. This increase in activity probably
reflects the recovery from the economic recession experienced from 1974 through 1976.
One of the largest annexations in several years, the Hartman Farms, is located in south central
Franklin County, an area that was previously defined as a relatively inactive growth area.
This annexation is the culmination of many months of preparation and ground work with little
significance associated with the timing. It is not anticipated that the area will pick up
significantly in development activity through 1985 as a result of this annexation or any
other activity in the area.
The most interesting and significant development relative to annexations occurred in the north-
eastern portion of the city and county, an area previously defined as an active growth area.
The annexation activity in the northeast, which included two relatively large annexations in
the vicinity of 500 acres each, does not reflect a sudden development potential in Columbus;
rather they are reactions to an attempt to contain urban expansion in this area. Residents of
Plain Township initiated a referendum, which appeared on the June ballot, that would permit
the City of New Albany to pursue the annexation of the remaining unincorporated area within
Plain Township. The referendum was narrowly defeated. This effort and its near success
indicate a desire by many residents in the vicinity of New Albany not to take on an urban
character. Therefore, the probability of the entire sewer contract area of New Albany
experiencing urban development through the year 2000, as previously thought, is somewhat
remote. Figure 6, defining active growth areas, has been revised to reflect that annexation
potential through 1985, and development potential through the year 2000 will be limited to
west of New Albany Road.
Accommodating Growth
The ability of the existing and anticipated city limits to accommodate growth is extensive.
Based on the methodology utilized by the MORPC report entitled "Potential Residential
Development: Columbus and 20 Adjacent Municipalities," and updating the information to
reflect the Columbus corporate limits of 180 square miles (refer to the previous section) and
the enclosed population projections, it can be shown that there is now sufficient residential
acreage available to accommodate growth through the year 2030. Similarly, on a metro-
politan basis the updated information presented in this report indicates that the existing
development area could accommodate projected growth through the year 2025. The existing
development area is therefore, capable of accommodating over 50 years of anticipated growth.
19
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Considering the expanded planning area as the future metropolitan or urban area and applying
the above methodology, there could be in excess of 164 square miles (105,000 acres) that
would develop residentially. This acreage would accommodate conservatively 1,500,000 people.
It is difficult at this point in time, based on current growth patterns, to perceive when, if
ever, Franklin County will reach a population of 1,500,000.
21
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"UNKNOWNS" AFFECTING GROWTH
There are three other major factors that may have a substantial impact on the future growth and
development patterns of the City of Columbus: the Columbus school desegregation suit, the
"energy crisis", and federal policies. The full impact of these issues is unknown at this
point. However, it is the purpose of this report to anticipate and account for any impacts
that may occur to the greatest extent possible.
School Desegregation
There will be some impact on the City's growth potential within the first five years of the
implementation of the school desegregation plan. The possible impacts consist of: a more
pronounced outmigration from the inner city; less new development (filling-in) of the
inner city; and a lessening of property values of the inner city. Therefore, we should anti-
cipate a temporary increased outmigration from the inner city. This migration should be
tempered by the increased costs of housing in suburban areas, thereby further reducing the
mobility and housing opportunities of middle income families, reinforcing a trend that
already exists. The temporariness of this shift is also due to the initial uncertainty of the
desegregation plan. Within a reasonable period of time the situation should stabilize at
which time this issue will have a minimal impact on demographic trends in Franklin County.
THEREFORE, THE DURATION AND INTENSITY OF THE IMPACT OF THE DESEGREGATION
PLAN WILL BE TEMPORARY AND LIMITED.
Future Energy Supply Is Uncertain
The most confusing factor continues to be the potential impact of the "energy crisis" on
growth of the Columbus Metropolitan Area. One certainity, however, that can now be
anticipated, is the heavy involvement of federal and state government. The City of Columbus
recently submitted an application for a federal grant in order to, among other things, define
the nature of the energy crisis in Central Ohio and to determine what, if any, action can be
taken by local governments to adjust to potential energy impacts.
The Columbus Metropolitan /rea has encountered various energy related problems during the
past few years. In addition to the effects of the international oil embargo, this area has
witnessed shortages and interruptions in the supply of natural gas and electricity. The
results have varied from inconveniences to residential homes to permanent loss of jobs and
future employment opportunities. It is assumed that such interruptions and shortages will
continue to be experienced in the future. It is further assumed that these "energy crises"
have a lasting impact on the region's economy. A recent study published by the Academy
for Contemporary Problems concluded that the loss of manufacturing and associated employ-
ment opportunities was primarily due to a high death rate of firms and the inability to replace
these firms, rather than an actual migration of firms to the "sunbelt." ^ It appears that the
Jusenius, Carol L. and Ledebur, Larry, The Migration of Firms and Workers in Ohio,
1970-1975, Academy of Contemporary Problems, p. 14
22
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shortages and interruptions in the supply of natural gas and electricity over the past few
years has been instrumental in an excessive death rate of industries. The availability and
cost of energy may be a major factor in the lack of establishing new industries. The energy
crisis, then, appears to have an existing impact on economic growth and employment
opportunites.
Therefore, energy, its availability, accessibility, and cost, is a key factor in local growth.
On a regional basis, the supply is the major energy problem as the overall growth of the
metropolitan area is dependent upon national and regional trends. Within the metropolitan
area cost is very significant in the spatial distribution of development which in turn has
tremendous implications on requirements for capital improvements and city services.
It is anticipated that the cost of energy will continue to rise. This increased cost will,
within five to ten years, have significant impacts on the pattern of development in the
metropolitan area. First, the shortage will continue to limit the growth potential for the
Mid-Oh'o region resulting in a continuation of the lower growth rates through the year
2000. Second, the increased costs of transportation (automobile) will discourage continued
wide spread low density residential patterns while encouraging "filling-in" of the existing
urban area. Third, the increased cost of utilities will make it substantially more expensive
to maintain a residence in the rural areas of the county.
Dangerous Precedent Being Set By U.S.E.P.A.
The policies of the Federal government continue to be the one element that could have
the most significant impact on local growth, at least in the immediate future. Federal
policy is the one factor that can have a significant impact on both national trends that
influence local growth potential and the distribution of growth at the local level. The
publication of the U.S.E.P.A.'s Environmental Impact Statement (E.I.S.) emphasized the
potential level of involvement that could be expected of the Federal government. The
U.S.E.P.A. has obviously chosen to use the fact that it pays for 75% of the major sewer
projects in the Columbus Metropolitan Area to attempt to manipulate local development
and growth. This is not only a dangerous precedent, but it is based on a highly question-
able study.
Generally, the summary of secondary impacts of the E.I.S. reflect the characteristics of
Central Ohio's existing and anticipated growth. The most significant point is the final
assumption which states that, "The ability of the area's economy to support additional
popularion and the adequacy of water supplies may be more significant determinants of
population growth and development patterns than availability of public sewer services." '
The fact is that the sewer system as well as the water distribution system will have little
if any impact on the region's growth potential. It could, however, significantly affect
the distribution of future growth. With this recognition, the E.I.S. proceeds to use the
U.S.E.P.A., Region V, Draft Environmental Impact Statement, Wastewoter Treatment
Facilities for rhe Metropolitan Area, Columbus, Ohio, February, 1978, p. VII-2.
23
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expansion of the sewer system as a means of manipulating local growth. This is being
done with a minimal understanding of the local area's economy (economic growth potential)
and with very selective and arbitrary concerns about why growth should or should not
occur in any particular subarea.
The population and area densities are the most serious shortcomings of the E.l.S. relative
to the secondary impact analysis. The population control figure of 1.11 million is acceptable
as being "within the range" of population control figures being used by this statement
for the Columbus Metropolitan Area. However, the breakdown of this control number by
the eleven subareas is highly questionable. First, there is no documentation as to how
they accomplish this breakdown. It is apparently, at best, a guess. Secondly, these
subarea estimates are inconsistent with the disaggregation of population presented in this
document. The most obvious area of concern is in the Blacklick watershed subarea. The
E.l.S. relates to the entire watershed whereas the Facilities Plan basically programmed a
sewer for only the southern half. It is important to realize that there is a significant
difference between the northern half and southern half of the watershed relative to growth
potential. The year 2000 population projection of 41,800 presented in the E.l.S. is
comparable with the allocation used by this document. However, over 90% of the
projected population falls within the southern portion of the Blacklick watershed, from
Reynoldsburg on downstream. The resulting densities for the lower half, then would be
in excess of 2 persons per acre which appears to be a critical criterion used in the E.l.S.
to justify a sewer line. This report identifies southeast Columbus as a major growth area
over the next twenty years, particularly that portion of the Blacklick watershed downstream
of Reynoldsburg. It is the conclusion of this report that the best alternative for providing
immediate relief for Reynoldsburg is a continuation of the Blacklick interceptor as proposed
in the Facilities Plan; this approach will also address the long-term needs of southeast
Columbus.
The most significant point that should be made is that the City of Columbus is in a position
to make the best determination as to the potential and location of its future growth. The
local concern is for as comprehensive an understanding and anlysis as possible. Specifically,
at the local level, Columbus must consider the concerns of various other Federal programs
from HUD, Department of Energy, Department of Transportation, etc. In addition, there
are several additional local forces and issues that must be considered, the least of which are
the impacts of a school desegregation suit and the long term fiscal implications of providing
a wide spectrum of services in addition to the sewer system. The U.S.E.P.A. through this
E.l.S. has expressed a concern for only a few aspects of growth, some of which are questionable
such as the urbanization of agricultural land. It is also highly questionable that the heavy
reliance upon a centralized sewer system at very low densities (2 persons/acre) is consistent
with energy conservation and growth management objectives.
In conclusion, there appears to be considerable doubt as to the reliability of the E.l.S.
secondary impact analysis. Based on this concern, the tone of the E.l.S. that a Facilities
Plan should be used by a Federal agency to manage local growth is highly suspect and
inherently dangerous. The City of Columbus is far more capable of determining and dealing
with its own growth potential. Considerable thought should be given to the implications of
this very fundamental relationship between the Federal Government and local jurisdictions.
24
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GROWTH PROJECTIONS
The intent of this section is to identify where growth is presently occuring and likely to
continue through 1985 in order that the City can properly plan its capital improvements.
The projections and recommendations pertain only to the City of Columbus and areas
within which it is likely to experience annexation pressures.
Active Growth Areas
THE GROWTH AREAS OF THE COLUMBUS METROPOLITAN AREA THROUGH 1985
WILL CONTINUE TO BE IN THE NORTHERN PORTIONS OF THE COUNTY AND
SOUTHEAST COLUMBUS.
Development in the northwest and southeast will primarily occur within the Columbus city
limits (Refer to Figure 7). Northeast development will center around Westerville and
northeast Columbus. By 1985, development will shift almost entirely to the City of Columbus.
Westerville, with no apparent intent to expand its city limits, is rapidly utilizing its
developable land. This fact in combination with the "anti-urban development" atmosphere
of Plain Township necessitates that urban development occur within the City of Columbus.
It is anticipated, therefore, that significant annexation pressure will continue in the area
between S.R. 161 and Central College Road west of New Albany. The City recently
rezoned 100 acres of land in the vicinity of S.R. 161 and Hamilton Road to accommodate
a future regional shopping center. This was an effort to establish similar zoning previously
held in the county thereby protecting the area's future commercial development potential.
Development of this regional facility is not anticipated for several years until sufficient
residential growth warrants such a facility. Extensive residential growth within Columbus'
city limits beyond the outerbelt (1-270) is not anticipated before the mid 1980's.
The key to actual development of land within the Columbus City limits is the availability
of sewers. The anticipated growth in the area can be easily accommodated by the first
phase of the Rocky Fork interceptor as proposed by the Columbus Metropolitan Facilities
Plan. This phase would also accommodate anticipated annexations in the area as well.
The southeast continues to show a great deal of promise for developmert activity in the
future. Major rezoning activity is occuring in the area which will support development
for several years into the future. Initial development will primarily consist of single
family units. The area, with extensive flood plain areas resulting in permanent open space
and excellent accessibility via the freeway system and major arterials, lends itself to
multi-family, medium density development. The major question relative to future multi-
family development is the area's location relative to downtown and other employment
centers.
25
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Table 9 presents a summary of population and dwelling unit '* growth for the year 2000 on
a planning area basis which in turn are grouped by quadrants. The figures shown are only
for those portions of the planning areas that fall within the Columbus city boundaries
anticipated for the year 2000 (Figure 8). A characteristic of these figures that is immediately
apparent is the impact of the reduced household size. While every planning area shows
growth or maintains the existing number of dwelling units, nearly a third of the planning
areas (eight) reflect an actual loss in population. Thus, many of the developed areas of
the inner city, while not experiencing an overall loss in total dwelling units will experience
substantial losses in population. The hardest hit areas are the near north and near east
sides which are the most intensely developed.
There are some figures in Table 9 that are in conflict with other statements in this document.
Planning Areas 7 and 26 stand out as being exceptionally high and tend to distort the overall
growth picture at the quadrant and county levels. Presently, there is very little development
activity on the west side and particularly in these two planning areas. It is the contention
of this statement that the west and particularly the southwest portions of the city will remain
relatively inactive through 1985 and probably through the year 2000. One explanation for
these high figures is that the control totals for the county and city (1,025,000 and 658,600
respectively) may be excessive
The combination of the above two factors also distorts the relative growth potential on a
quadrant basis. The southwest quadrant is shown gaining a substantially higher percentage
of new growth than the southeast quadrant. This is due to the excessively high rate of
growth in Planning Area 26 as well as the relatively high population loss (15,000) in the
inner city portions of the southeast quadrant.
The most appropriate step for overcoming these discrepancies would be to determine a more
acceptable control total and to make the necessary adjustments to redistribute the population
more accurately. However, the present commitment to the county total of 1,025,000 and
the lack of opportunity to rerun the distribution of the population necessitates that, for the
purpose of this report, the available figures be used and qualified where necessary.
Table 9, therefore, should be qualified such that Planning Areas 7 and 26 (within the
Columbus city limits) show a gain of only 8,500 and 5,000 respectively. The results would
show the northwest and northeast gaining nearly equal amounts of future growth and the
southwest quadrant receiving the least amount of new growth. This change would also
result in Planning Areas 25, 6, 2 and 12 gaining the greatest amount of new growth. These
distribution figures would more accurately represent the anticipated future growth picture.
Dwelling units (equivalent to the housing stock) include both occupied housing units
(equivaU"* to households) and vacant housing units (assumed to be 4.0 percent of the
housing srock).
27
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Table 9 Population and Dwelling Unit Distribution
City of Columbus
Population
Dwelling Units
Northeast Quadrant
Planning Area
3
4
6
11
12
14
Total
Northwest Quadrant
Planning Area
2
5
7
8
9
10
13
Total
Southwest Quadrant
Planning Area
15
16
17
26
Total
Southeast Quadrant
Downtown
Area Totals
Planning Area
19
20
21
22
23
24
25
27
Total
Planning Area
18
Total
Less
Unincorporated *
1974
892
2,254
44,672
65,240
11,280
34,329
158,667
1974
4,661
12,697
1,673
4,426
24,700
38,476
81,264
167,897
1974
67,585
16,293
10,356
3,821
98,055
1974
40,434
58,711
9,033
58,491
15,083
8,966
15,755
621
207,094
1974
6,787
6,787
638,500
80,069
2000
5,075
10,791
57,507
59,188
23,769
30,886
187,216
2000
17,350
17,350
20,330
14,364
27,759
33,905
78,973
210,031
2000
69,571
14,844
12,811
18,927
116,153
2000
37, 105
52,104
12,053
53,938
17,139
10,678
28,839
5,989
217,845
2000
11,464
11,464
742,709
84,109
Change
4,183
8,537
12,835
-6,052
12,489
-3,443
28,549
Grange
12,689
4,653
18,657
9,938
3,059
-4,571
-2,291
42,134
Change
1,986
-1,449
2,455
15,106
18,098
Change
-3,329
-6,607
3,020
-4,553
2,056
1,712
13,084
5,368
'0,751
Change
4,677
4,677
104,209
4,040
•\ of Total
4.0
8.2
12.3
12 0
27.4
'- of Total
12.2
4.5
17.9
9.5
2.9
40.5
°- of Total
1.9
2.4
14.5
17.4
-: of Total
2.9
2.0
1.6
12.6
5.2
10.3
s- of Total
4.5
4.5
1974
355
861
14,135
22.306
3,365
12,040
53,562
1974
1,319
4,818
554
1,529
10,256
13,471
33,793
65,740
1974
22,161
5,941
3,595
1,253
32,950
1974
16,275
19,763
3,331
21,978
4,828
2,975
5,700
210
75,060
1974
3,570
3,570
230,882
27,346
:ooo
2.060
4,674
22,952
23,260
9.381
12,311
74,638
2000
6,729
7.548
8,128
5,854
11,772
13.471
34,655
88,157
2000
27,352
6,259
5,218
7,637
46,466
2000
16,275
20,159
5,060
21,978
6,394
4,137
12,524
2,411
88,938
2000
5.740
5.740
303,939
28.730
Change
1,705
3,813
8,817
954
5,516
271
21,076
Change
5,410
2,730
7,574
4.325
1,516
0
862
22,417
Change
5,191
318
1,623
6,384
13,516
Change
0
396
1,729
0
1,566
1,162
6,824
2,201
13,878
Change
2,170
',170
73,057
1.384
°, of Total
2.4
5.2
12.1
1.3
7.6
0.4
28.8
°c of Total
7.4
3.7
10.4
5.9
2.1
0
1.2
30.7
°~ of Total
7.1
0.4
2.2
8.7
18.5
cc of Total
0
0.5
2.4'
0
2.1
1.6
9.3
3.0
19.0,
3- ot Total
3.0
3.0
City Total
558,431 658,600 100,169
203,536 275,109 71,673
•Includes:
Perry Township - Planning Areas 2 4, 5
Sharon Township - Planning Area 3
Clinton Township - Planning Areas 9 4 11
MtFFlin Township - Planning Area 12
Franklin Township - Planning Areas 15 & 17
Source: Deportment of Develooment; Adopted From MCRPC's Tnp Generation Vonobles For The Year 2000, May 1978.
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Limited Growth Areas
More significant perhaps are the areas that will experience little urban development or that
should not be developed in the near future. It is important to identify those areas where
there is minimal growth potential overall in order to prevent piecemeal commitments that
could in the long run commit the City to costly and widespread capital improvements and
urban services.
THE MOST OBVIOUS AREA THAT SHOULD BE DISCOURAGED FROM DEVELOPING IN
AN URBAN CHARACTER IS THE BIG DARBY-HELLBRANCH WATERSHED IN THE FAR
WESTERN PORTION OF THE COUNTY. Extensive development of this area will eventually
require costly pumping facilities in order to tie the area into the Columbus system or a sepa-
rate collection system and treatment facility. Secondly, the area has extensive drainage
problems that must be resolved before development occurs. Finally, the western half of the
county is presently the least active growth area overall. There already exists sufficient
incorporated area to accommodate projected growth. Therefore, there is no justification for
any municipality in the foreseeable future to annex into this drainage basin and thereby
encourage urban development. Development should be limited to sparsely settled patterns
where drainage, water quality, and water supply can be handled on an individual basis.
TWO ADDITIONAL AREAS THAT SHOULD NOT BE ENCOURAGED TO DEVELOP TO AN
URBAN CHARACTER ARE THE BIG WALNUT AND NORTH BLACKLICK AREAS IN THE
EXTREME NORTHEAST PORTIONS OF THE COUNTY. The growth potential for these areas
is not great in the near future and the availability of sewers would probably not change the
character and type of growth significantly. The following reasons are given for this conclu-
sion:
(1) These areas are somewhat removed from the existing urban area with half of the
area lying outside of Franklin County;
(2) Annexation to either Westerville or New Albany is unlikely. Westerville's eastern
boundary for "annexable area" is Big Walnut Creek; New Albany's expansion will
be accommodated within the Rocky Fork drainage area;
(3) They are the least accessible of all the expansion areas being considered herein;
(4) There is a great deal of undeveloped land in the adjacent and "closer-in" urban
areas of Columbus, Gahanna, and Westerville; and,
(5) With the availability of sewers in south-central Delaware County, it is unlikely
that portions of Big Walnut and Blacklick areas that lie within Delaware County
will develop as extensively or as rapidly.
Urban development would necessitate the extension of the Big Walnut and Blacklick inter-
ceptors. Based on the above factors this investment cannot be justified through the year
2000. Therefore, piecemeal and scattered urban development and annexations should be
discouraged.
30
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The publication of the E.I.S. by the U.S.E.P.A. did serve to highlight a potential need for
a sanitary sewer. The E.I.S. proposed delaying the construction of the Big Walnut Interceptor
Sewer along the east side of the Hoover Reservoir, a recommendation made in the first growth
statement. In response to the E.I.S., the City Division of Sewerage and Drainage noted that,
"This decision seriously endangers the City's present and future drinking water supply by in-
creasing the probability of contamination by untreated sewage." 14 A review of the area
ind'cates that there may be as many as 700 septic tanks and eight package treatment plants
operating in inadequate soil conditions. The area, however, is not anticipated to grow
significantly. There is, therefore, a question raised as to the need for a central sanitary
sewer for purposes of water quality rather than to serve anticipated urban development. The
iss-je raises several questions. On the one hand, will the availability of a sewer tend to
increase growth in the area (thereby attracting it from another "sewered area") resulting in
a continuation of metropolitan wide sprawl at low densities. On the other hand, if growth
does not occur, as predicted, who will pay for the installation of the sewer? And finally,
is it even possible to force existing area residents on to the system in order to resolve the
ground water contamination problem?
There appear to be no answers to these questions at this point in time. Before a decision is
made to build or not build the Big Walnut Interceptor extension, a comprehensive study should
be made to include: an analysis of the ability of the proposed sewer to solve the existing
problem; the costs to specific groups of tax payers; and, secondary impacts on growth distri-
bution.
In addition to the availability of utilities a major indicator of the likelihood of growth in
a particular area can be its ownership pattern. The ownership pattern of two areas within
the existing development area, the extreme northwest, west of 1-270 between Dublin and
Milliard, and the area immediately east of Gahanna, stands out because it indicates no
evidence of growth pressures. Unlike the southeast and New Albany areas where the anti-
cipation of a sanitary sewer interceptor has encouraged major developers to purchase land
thereby enhancing its development potential, the above areas have not experienced similar
activity. BECAUSE OF THESE FACTORS, THE UNAVAILABILITY OF SEWERS (OR OTHER
UTILITIES) AND THE ABSENCEOF DEVELOPMENT PRESSURE AS THE RESULT OF LAND
INVESTMENTS, THESE TWO AREAS WILL NOT EXPERIENCE URBAN DEVELOPMENT
THROUGH THE YEAR 1985. If sewers were constructed, it is likely that interest and
investment in the area would follow. Therefore, sewer construction should not be considered
through 1985 and it is likely that the need for sewers cannot be justified through the year
2000.
Finally, it should be noted that within the existing urban area that is serviced (within
incorporated boundaries), the western and southern portions will continue to exhibit a mini-
mum amount of development activity similar to what has been experienced over the past few
years. Although a great deal of residential platting and zoning activity has occured, it is
not anticipated that actual development will pick up significantly.
Department of Public Service, City of Columbus, Review of U.S.E.P.A. Region V,
Draft Environmental Impact Statement, Wastewater Treatment Facilities for the
Metropolitan, Area Columbus, Ohio, March 1978, p. 3.
31
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In summary it should be reemphasized that these growth projections are primarily for the
purpose of assisting capital improvements programming through 1985. References to the year
2000 are made where the short term trend is expected to continue. Obviously, a reevalua-
tion of needs for 1985 through 2000 should be made in the early 80's that would consider 1980
census information and the current economic growth potential.
32
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SUMMARY STATEMENT
Regional Goals
It is the intent of this report that the policy recommendations for Columbus be developed
within a regional context.
Since 1965 seventeen publications have been prepared in an attempt to establish goals
directing the future growth and development of the Mid-Ohio region. The vast majority
of these attempts at goal identification were the result of staff efforts at MORPC and DOD.
There was however, a significant effort in 1965 to obtain citizen input through the County's
"Blue Plan"; "^ there have also been two recent efforts to update and pursue additional
citizen input, MORPC's Year 2000 Goals and Objectives and Columbus' Overall Economic
Development Plan. A comparison of these efforts over a ten year period provides rather
interesting results. First, there is a great deal of consistency over the ten year period.
And second, these efforts have done very little to provide direction (state priorities) for the
establishment of policies and programs. One reason contributing to both of these factors is
that a goal is merely a generalized statement of a desired end. It is seldon specific enough
to provide direction or comparison. Furthermore, the primary concern for widespread citi-
zen participation forces a product that runs the gamut of general ideas. It is obvious, how-
ever, that over a period of time peoples' ideas do not change significantly. It is for these
reasons that the policies identified in this report are felt to be reflective of citizens general
desires at the regional level.
Opportunities
The various efforts at goal identification do appear to have an underlying theme:
To achieve a better way of life for all people living in the region, assuring
access to opportunities for personal development and for participation in
community affairs. '
Franklin County Regional Planning Commission, Summary of Columbus Seminars for the
Blue Plan, July, 1965.
^ Franklin County Regional Planning Commission, Summary of Columbus Seminars for the
Blue Plan, July, 1965, p. 8.
33
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If in fact the overriding goal of the citizenry of this region is to improve the quality of
life, the major conclusion of this report is that THE NEXT TEN TO TWENTY YEARS OFFERS
AN EXCELLENT OPPORTUNITY TO IMPROVE THE QUALITY OF WHAT EXISTS. There will
be no tremendous pressures or demands on the existing sewer, water and transportation
systems. Growth potential is limited: the looming energy crisis will probably further limit
and at least concentrate future development. Given these expectations, the following recommen-
dations reflect the need to reaffirm those policies of the past and to articulate new policies that
direct the City's efforts toward improving what we have and encouraging future growth to occur
within reasonable and manageable urban boundaries.
To this end, it is necessary to define reasonable boundaries for accommodating growth through
1985. Figure-9 delineates the area that should approximate the service limits of the Columbus
Metropolitan Area: the area within which urban development through 1985 should be encouraged
and will most likely occur. The dashed boundaries indicate that annexation and urban develop-
ment beyond these areas is appropriate only if it can be accomplished without the eventual
construction or extension of an interceptor or subtrunk sewer. Piecemeal development should be
permitted only if it doesn't commit the City to substantial capital improvements and costly urban
services. It is further assumed that within this boundary the entire area (including and
specifically the contract areas in the southern portion of the County) can be serviced without
further expansion of interceptors and subtrunks beyond those identified in the 1979-1984 Capital
Improvements Program.
34
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SUMMARY OF RECOMMENDATIONS
I. All development of an urban nature should occur within an incorporated municipality
that is within the defined 1985 Urban Area. The concept of a "sewer freeze" should be
continued whereby Columbus requires annexation of a parcel of land to the City or a
municipality under contract to the City as a prerequisite for access to the sewer and water
system.
II. Future urban development should not be encouraged outside of the 1985 urban area.
A. Utility lines (sewer and water) should definitely not be extended into the following
drainage areas at least through 1985:
(1) The Hellbranch - Big Darby Watershed;
(2) The Blacklick Watershed north of the Penn Central Railroad.
B. No parcel of land should be annexed nor any suburban sewer contract written that
would necessitate the extension of sewer interceptors except for the following:
(1) The Blacklick interceptor from Brice Road to Reynoldsburg; and
(2) The first phase of the Rocky Fork interceptor.
C. The Scioto West and Rocky Fork (second phase) interceptors will not be needed at
least through 1985. b
D. Water lines should be programmed for construction in coordination with anticipated
needs for future sewers.
III. Within the 1985 urban area, Columbus should strive for a healthy balance between
redevelopment and continued expansion.
A. Columbus should give increased attention to improving, revitalizing and conserving
development within the existing city limits.
B. Columbus should continue to accept land for annexation within the 1985 urban
area that is likely to develop to an urban character.
IV. Columbus should consider the total impact of various sewer related issues on its ability
to maintain its share of future metropolitan growth. These issues include:
(1) Equitable surcharges for suburban municipalities;
(2) Metropolitanization of the sewer system;
(3) The removal of the prerequisite for annexation to an incorporated municipality
prior to gaining access to the sewer and water system, and
(4) The potential of two additional sewer facility plans within the area influenced
by Columbus' growth.
a A substantial ground water pollution problem may already exist, threatening Hoover Reservoir
a major source of drinking water. Therefore, a sewer may be necessary to alleviate the
existing pollution problem. The necessity of such a sewer should be based on a detailed study
of the primary and secondary impacts of the construction of a sewer in the area.
A description of the first and second phases for servicing the Rocky Fork Watershed
is available on page 115 of the Cost Effectiveness Analysis, Columbus Metropolitan
Area Facilities Plan.
-------
APPENDIX FF
SECONDARY AIR IMPACT
ANALYSIS
-------
SECONDARY AIR IMPACT ANALYSIS
FOR COLUMBUS, OHIO
The Environmental Protection Agency, Region V, has ex-
pressed concern that the Federal action of awarding sewage
system construction grants might contribute to community
growth which in turn could adversely affect air quality in
the so-called non-attainment areas. This report is an analy-
sis of the effects of expanding the present sewage treatment
facility of Columbus, Ohio on the total emission of hydro-
carbons and particulates in Franklin County, Ohio in the
year 2000.
The two primary objectives of this study are to:
Determine differences in emissions of Total Sus-
pended Particulates (TSP) and non-methane hydro-
carbons (HC) corresponding to two population growth
patterns for the year 2000 in Franklin County,
Ohio.
Determine the effect of the emissions on the attain-
ment strategies.
This report is organized in the following five parts:
Population distribution
Vehicle miles travelled (VMT)
Hydrocarbon emissions
Particulates emissions
Effect on attainment strategies.
Each of the above parts is described below.
1. POPULATION DISTRIBUTION
A population projection for Franklin County, Ohio of
1.025 million people by the year 2000 was analyzed for two
population distributions:
Urban sprawl
Infill
"Infill" refers to the concentration of new development upon vacant
land remaining within the urban area, as opposed to new development
in virgin or relatively undeveloped suburban or rural areas.
— 1 —
-------
The urban sprawl population distribution pattern by traffic
district within Franklin County is shown in Figure 1 as a
percentage change in growth from 1974. The percentage change
in population for the infill pattern by traffic district is
shown in Figure 2. These two population distribution patterns
form the basis of the analysis of air quality of Franklin
County, Ohio in the year 2000 under two different growth
patterns.
The urban sprawl population distribution is assumed to
be consistent with the City of Columbus' sewer plan. The
infill population distribution is assumed to be consistent
with the sewer plan proposed by the U.S. EPA and represents
controlled growth. In the remainder of the report the two
population distributions will be distinguished by the terms
"sprawl option" and "infill option."
2. VEHICLE MILES TRAVELLED (VMT)
Hydrocarbon emissions result primarily from motor ve-
hicles; therefore, the first step in analyzing emissions for
Franklin County involves an analysis of vehicle miles trav-
elled (VMT) under each population growth pattern.
Several methods for calculating VMT were analyzed in
developing a method best suited to the data that were avail-
able . These methods are summarized below.*
Method A—Estimating VMT using "broad-brush"
statistics pertaining to roadway mileage, automo-
bile ownership and average VMT per vehicle. This
method was not used since it is not sensitive to
population distribution.
Method B—Allocating county-wide VMT to subareas
within the county by utilizing county or state
highway traffic flow maps and roadway inventory
data. Insufficient data were available to use
this method.
Method C—Calculating VMT based on land use and
demographic characteristics of the county. This
method is a simplification of the comprehensive
transportation planning process and involves es-
tablishing trip generation and attraction rates;
volume of travel between subcounty areas, between
these areas and external locations; and the average
Booz, Allen & Hamilton, "Methodologies for the Analysis of Secondary
Air Quality Impacts of Wastewater Treatment Projects Located in Air
Quality Maintenance Areas," prepared for U.S. EPA, Region II,
March 1976.
-2-
-------
FIGURE 1
Projected Population Distribution by
Traffic District for the Sprawl Growth
Pattern in 2000 in Franklin County, Ohio
J
Legend:
Heavy lines indicate proposed sewer lines
Shaded area denotes loss in population
The numbers within the traffic district show traffic
district number and percent increase in population over
1974.
— 3 —
-------
FIGURE 2
Projected Population Distribution by
Traffic District for the Infill Growth
Pattern in 2000 in Franklin County, Ohio
Legend:
Heavy lines indicate proposed sewer lines
Shaded area denotes loss in population
The numbers within the traffic district show traffic
district number and percent increase in population over
1974.
-4-
-------
trip length. MORPC*has calculated VMT by traffic
district for the base year 1974 using the Gravity
Model, which uses this type of analysis. The re-
sults of the Gravity Model approach were used in
this study.
VMT in Franklin County were calculated for the year
2000 under the sprawl and infill options by the analysis of
the number and length of motor vehicle trips using both his-
toric and projected data.
The first step was to determine the number of vehicle
trips for each year, 1964, 1974, and 2000. Since the total
population was the same under the year 2000 sprawl and infill
options, the total number of vehicle trips was assumed to be
the same for each of the two projected population distribu-
tions. Two assumptions were made in determining the number
of vehicle trips for each year:
The auto occupancy factor for 1974 was applied to
the 1964 and 2000 data. The factor was 1.528
persons, per car.
Two percent of the vehicle trips were attributed
to mass transit.
The vehicle trips by trip type
Internal auto
Internal truck
Internal taxi
Internal/external auto
Internal/external truck
are shown in Column 4 in Table 1. It can be seen that the
number of vehicle trips increase with population.
The next step in calculating VMT involves determining
average trip length (in minutes) by trip type for each year
under analysis. Trip lengths for 1964, 1974, and 2000 (in-
fill) were obtained from the trip generation data provided
to us by the Mid-Ohio Regional Planning Commission (MORPC).
The trip length for the sprawl option was determined by
linearly extrapolating the 1964 and 1974 average trip lengths,
assuming that the sprawl option represented a continuation of
the population growth pattern between 1964 and 1974 to 2000.
Average trip lengths in minutes for each year under analysis,
by trip type, are shown in Column 6 of Table 1. These data
show that the average trip length for internal-external trips
has increased under the 2000 sprawl option when compared to
the 2000 infill option.
Mid-Ohio Regional Planning Commission.
-5-
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Average trip length for internal/external trips, on the
contrary, has decreased under the 2000 sprawl option when
compared to the 2000 infill option. This is attributed to
businesses moving into suburban areas and more shopping malls
in suburban areas.
The average trip length in minutes was then converted
to trip length in miles, as shown in Column 7 in Table 1 by
assuming an average speed of 36.3 mph based on the data ob-
tained from MORPC.
We then calculated average daily VMT by trip type as
shown in Column 8 in Table 1. A comparison of the estimated
VMT under the two growth patterns in 2000 is shown in Table 2.
Internally generated VMT increase under the sprawl op-
tion by 2.27 percent compared to the 2000 infill option.
This results from longer trip lengths for internal trips
as the population is spread over a larger area.
The VMT generated by internal/external trips, on the
contrary, decrease under the sprawl growth pattern, compared
to the infill growth pattern. This may be attributed to
shorter trip lengths resulting from businesses, including
shopping malls, moving out to the suburban areas.
Because of the greater reduction in the internal/ex-
ternal VMT under the sprawl option compared to the reduction
in the internal VMT under the infill option, the total VMT
is seen to be slightly greater under the infill option than
that under the sprawl option.
One must be cautious, however, in drawing conclusions
from these results since the percentage differences in VMT
between the two population projections is less than the ex-
pected error in the data.
3. HYDROCARBON EMISSIONS
Hydrocarbon emissions are calculated by multiplying
appropriate emission factors by VMT.
U.S. EPA has developed a method for determining emis-
sions of various pollutants from six vehicle classes and all
modes of vehicles in grams per mile. The methodology is
described in detail in "Mobile Source Emission Factors."*
Emission factors can be calculated from tables based on national
U.S. EPA, "Mobile Source Emission Factors," Final Document, EPA-
400/9-78-006, March 1978.
-7-
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data or from a computer program developed by EPA called
MOBILE-1. In this study, emission factors for non-methane
hydrocarbons were determined by the MOBILE-1 computer program.
The inputs specific to the. study area required to run the
program are:
Average annual temperature, which was 52°F for
Columbus, Ohio
Average speed, which was 36.3 mph for Columbus,
Ohio
Calendar years.
Total non-methane hydrocarbon emissions were calculated
by multiplying emission factors generated from the MOBILE-1
computer program by the VMT determined in this study. They
are shown in Table 3. As seen from the results presented in
this table, the hydrocarbon emissions will be reduced signifi-
cantly from 1974 to 2000 under both the sprawl and the infill
growth patterns because of the reduction in the emission fac-
tor. The difference in the emissions between the two growth
patterns resulting from the difference in VMT under the two
growth patterns is within the range of error expected in the
available data.
4. PARTICULATE EMISSIONS
The objective of this subtask was to estimate existing
and future emissions of total suspended particulates (TSP)
from residential space heating in Franklin County. TSP
emissions from residential space heating result from onsite
fuel combustion, and in the case of electrically heated
homes, they result from fuel combustion at the electrical
power generating station. The quantity of county-wide TSP
emissions depends upon the number and type of dwelling units
and the type of fuel used for space heating. Since these
factors are not likely to vary significantly under the two
growth patterns, the county-wide TSP emissions would be the
same under the different growth patterns. The estimates of
TSP emission given here, therefore, apply to both the infill
and sprawl growth patterns. The TSP emissions from onsite
and offsite fuel combustion are described separately below.
(1) Onsite TSP Emissions from Residential Space
Heating
The onsite TS? emissions from residential space
heating in Franklin County in 1975 were obtained from
the PEDCo report* and were projected to the year 2000
PEDCo Environmental Specialists, Inc., "Impact of Future Develop-
ment upon Particulate Air Quality in Franklin County, Ohio,"
November 1975.
-9-
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by using data from the same report. The method for
estimating the onsite TSP emissions consisted of es-
timating the number of dwelling units using different
types of fuels for space heating in Franklin County,
determining the fuel usage, and multiplying the fuel
usage by the appropriate TSP emission factors.
Four types of fuels are used for residential space
heating in Franklin County: bituminous coal, fuel oil,
natural gas, and LPG. Based on the census data for
1960 and 1970 for Franklin County, the use of coal for
residential space heating is declining rapidly and the
use of fuel oil and LPG is declining slowly, whereas
the use of natural gas is increasing slowly. Assuming
that the decline or growth in the number of dwelling
units using the four types of fuels is logarithmic, the
historic trend was extrapolated to determine the number
of dwelling units using these fuels in 1975 and 2000.
The following logarithmic relationship was used:
(DU)x + n =
where (DU) = Camber of dwelling units in the base
year
(DU) = number of dwelling units in x + n year
x r = rate of change in dwelling units per
year
Based on the census aata for 1960 and 1970, the
value of r was found to be -0.197 for coal, -0.. 00035
for fuel oil, -0.00735 for LPG, and +0,00087 for natural
gas. The estimated number of dwelling units based on
the above equation is shown in Columns 2 and 3 in
Tab le 4 .
The amount of the four types of fuels used for
residential space heating in Franklin County was cal-
culated by multiplying the number of dwelling units by
the average fuel usage per dwelling unit per year. The
latter was calculated by using the following data:
Number of degree days in 1975 in Franklin
County: 5153
Heating requirement factor per dwelling unit
per degree day: 0.0012 ton coal, 0.18 gal.
fuel oil, 26.18 cubic foot natural gas, and
0.2935 gal. LPG.
-11-
-------
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-------
The estimated fuel usage is shown in Columns 4 and 5
in Table 4.
The TSP emission factors were obtained from AP-42*
and are shown in Column 6 of Table 4. The estimated
TSP emissions for 1975 and 2000 are shown in the last
two columns of Table 4.
(2) Offsite TSP Emissions from Residential Space
Heating
The offsite TSP emissions from residential space
heating in Franklin County were estimated by assuming
that the electrically heated homes in the county would
be supplied electricity from a coal-fired power plant.
The number of electrically heated homes in Franklin
County is increasing as most new homes are built with
electrical heating systems. Using the data on the
total number of dwelling units in Franklin County in
1975 and 2000 obtained from MORPC and subtracting the
number of dwelling units using onsite fuel combustion
for space heating given in Table 4 from the total, the
number of electrically heated dwelling units was es-
timated to be 23,425 in 1975 and 115,591 in 2000.
Assuming that an average dwelling unit in Franklin
County requires 26,000 BTU of heat per degree day**
the annual heating requirement per dwelling unit in
Franklin County, which had 5153 degree days in 1975,
is estimated to be 13.4 x 10 BTU. Further, assuming
that the overall energy conversion, generation, trans-
mission, and distribution efficiency of a coal-fired
power plant is approximately 30 percent, the annual
heat input requirement per dwelling unit at the power
plant is estimated to be 44.86 x 10 BTU. Finally,
assuming that the coal-fired power plant is equipped
to control the TSP emissions to meet the New Source
Performance Standard of 0.1 Ib per 10 BTU heat input,
U.S. Environmental Protection Agency, "Compilation of Air Pollutant
Emission Factors," Publication No. AP-42, April 1975.
Based on the heating requirement factor for onsite fuel combustion,
discussed earlier.
-13-
-------
the TSP emissions attributable to supplying electricity
for residential space heating in Franklin County in
1975 and 2000 are estimated to be 52.55 tons and 259.00
tons respectively.
Thus, based on the above analysis, the TSP emissions
from onsite fuel combustion for residential space heating
in Franklin County are expected to reduce from 305.33 tons
in 1975 to 259.80 tons in 2000, whereas those from a coal-
fired power plant supplying electricity for space heating
in Franklin County are expected to increase from 52.55 tons
in 1975 to 259.00 tons in 2000.
5. EFFECT ON ATTAINMENT STRATEGIES
The hydrocarbon emissions from motor vehicles in Franklin
County were projected to the year 1982* and 1987*by linearly
scaling the VMT between 1974 and 2000 and multiplying the
VMT by the emission factors calculated by using the MOBILE-1
program. The results of these calculations, shown in Table
5, indicate that the difference in the emissions under the
two growth patterns is less than 1.23 percent in 1982 and
2.1 percent in 1987, well within the range of expected error
in the available data. Thus, the effect of one growth pat-
tern relative to the other on the attainment of ambient air
quality standards for photochemical oxidants in the metro-
politan Columbus area would not differ significantly.
The TSP emissions from onsite residential space heating
in 1982 and 1987 were estimated using the method discussed
earlier and are shown in Table 6. Since the total number
of dwelling units under the two growth patterns would be the
same, the residential space heating requirement and hence the
resulting emissions of total suspended particulates under the
two growth patterns would not differ significantly. Thus,
the effect of one growth pattern relative to the other on
the attainment of ambient TSP standard would not differ sig-
nificantlv.
According to the Clean Air Act Amendments of 1977, those areas
that failed to attain the national ambient air quality standards
by July 1977 must attain these standards by December 31, 1982.
A five year extension to 1987 may be obtained for attaining the
photochemical oxidants and carbon monoxide standards, if certain
conditions are met.
-14-
-------
TABLE 5
Estimated Hydrocarbon Emissions*
in Franklin County, Ohio
Year
1982
Infill
Sprawl
1987
Infill
Sprawl
Average
Daily VMT
18,923,796
18,693,196
20,427,974
19,995,599
Composite
Emission
Factor
(gm/mile)
3.288
3.288
1.722
1.722
Emissions
(tons/year)
25,034
24,729
14,153
13,853
*From motor vehicles
-15-
-------
TABLE 6
Estimated TSP Emissions*
in Franklin County, Ohio
Fuel
Bituminous Coal
Fuel Oil
Natural Gas
LPG
Total
TSP Emissions (tons/year)
1982
12.37
67.26
186.71
2.92
269.26
1987
4.64
66.84
187.53
2.81
261.82
*From residential space heating by onsite fuel combustion
-16-
-------
APPENDIX GG
EFFECTS OF PARA-DICHLOROBENZENE
AND ORTHO-DICHLOROBENZENE ON GERMINATION
AND EARLY SEEDLING DEVELOPMENT
OF CORN AND SOYBEANS
U.S. EPA
PLANT BIOLOGY LABORATORY
BELTSVILLE, MD
-------
r.',-'t-= August 25, -1978
K i i- T "l : s 1 11 ri n o finalwcic*
1 " • *./siy'-uvjVJ (i[|t-*tjr«»i*-r»
Robert L. Jasper j/3tt\s±iwstj Section Head
Safety & Biological Section, CBIB (TS-768)
TOr
Dale Luecht, Project Officer
Water Division, Region V
THRU: Coleman H. Hall
Acting Branch Chief
Chemical & Biological Investigations Branch {TS-768)
THRU:/ William S. Murray,
ffl Director
/ Benefits & Field Studies Division (TS-768)
Attached is the report on effects of ortho- and para-dichlorobenzene.
on corn and soybean germination and radicle growth. You have
received the earlier reports.
Uptake studies will get under way shortly. Details or questions should
be discussed with Dr. Bernard Schneider, Radioisotope Laboratory.
Please call Bill Audia on 344-2833 if you have questions regarding the
attached report.
Attachment
EPA FORM 1320-6 (REV. 3-76)
-------
UiMil ED STATES tiMVIKUK.,'^ i ^L
-------
EFFECTS' OF PARA-DICHLOROBENZENE AND ORT.HU-i>iChLO.rOBENZEIiE ON
GERMINATION MHD EARLY SZiDLINGr r'EViCLOrMEI^T Or' C'UKi< ANL' GOiBiiAES
Introduction
Para-Bichlorobenzene (PDB) and Ortho-Dichlorobenzene (ODB) are manufactured
in large quantities in the United States and abroad. They are widely dis-
persed in the environment. PDB is used extensively as a household moth
-control agent and as ei deodorant (McKinney 1970). It has beer, used in
animal repellents, as a fungicide for control of blue mold in tobacco
seed beds (Berg 1977), and as a miticide in mycological cultures (Elliot
19^8; Crowell 19^1).
ODB is used in cleaning solvents, heat transfer media, degreasing agents,
and for odor control in sewage treatment-plants. Generally, the benzene
compounds are toxic and are known to be mitotic poisons. (EPA-5-OH-1978).
Samples of Ohio sludge were sent to the Plant Biology Laboratory after
chemical analysis had shown varying amounts of PDB and ODB (Appendix A).
Processed sludge is being considered for use as fertilizer or as a ferti-
lizer base for agronomic crops. A review of the literature showed limited
data on the response of higher plants to PDB and ODB. Data are also lack-
ing on uptake and metabolish of these chemicals by higher plants. If
processed sludge is to be used as fertilizer or a fertilizer base and
PDB and ODB are components therein, it is imperative that their effects
.upon plant life be known. The purpose of this research is to determine
the effects of PDB and ODB on germination and early seedling development
of corn (Zea mays L. 'SS727') and. soybeans (Glycine max (L.) 'Beeson FW-7').
-------
- 2 -
I/A rptn>T A T C1 A T-m
Experiment 1
Germination Study. (Environmental chamber). Ten seeds each of corn and
soybeans were placed in 15 x 90 mm glass petri dishes lined with two
cheets of 9-cm Whatman No. 2 filter paper. Twenty-five ml of PDB or ODB
-at 1, 5-, 10, -L5, and 20 ppm were added separately .to -each petri dish.
These solutions constituted the PDB and ODB standards to which the sludge
treatments are compared. PDB and ODB were dissolved in acetone. An ace-
tone check was prepared by mixing 0.37 ml of acetone in 100 ml of dis-
tilled water. Twenty-five ml of this solution was applied to 10 corn
or soybean seeds. Twenty-five-ml aliquots of sludge diluted with dis-
tilled water to give concentrations of 50$ or 66^ (l to.l or 2 to l)
from each liquid sample were added to petri dishes containing 10 corn or
soybean seeds. Dry sludge (cake) samples were leached through 1*00 x
1*5 ora glass columns using distilled water as the solvent. The leachate
was filtered through Whatman No. 2 filter paper at the bottom of each
column, collected in a beaker, and diluted as above. Twenty-five ml of
diluted sludge leachate were applied to petri dishes containing corn or
soybean seeds as above. Dishes to which only distilled water was added
served as controls. All dishes were incubated in an environmental cham-
ber in the dark at 23 C and 6k% relative humidity for six days. At the
end of the incubation period, the number of seeds that had germinated
was recorded. Seeds were counted as germinated if radicle (root portion
of germinating seed) length was at least 5 mm long. As a measure of
seed vigor, radicle length was recorded also.
-------
„ "5 _
Combinations of PDB/OD3 and sludge dilutions were prepared by mixing
each with distilled water 50$ (l to l) or 66$ (2 to l). Standard con-
centrations of the PDB and ODE were maintained (l, 5, 10, 15, ?nd 20
ppm). Germination and radicle length of all treatments were recorded
8ix days after incubation. All treatments were replicated five times
and arranged in a completely randomized design. Treatment means were
separated by the Duncan's Multiple Range Test at the 1% level of signi-
ficance (Steel and Torrie 1960).
Experiment 2
paper containers, 150 mm high and 175 am in diameter, with holes punched
in the bottom for drainage, were filled with 3.^ kg of white sand. These
containers served as planting beds for the specimen plants, corn and soy-
beans- Ten seeds each of corn and soybeans were planted" in separate
pots at a depth of 2.5^ cm, and sand was brought to field capacity by
sprinkling with a fog nozzle. Standard solutions of PDB and ODB at 1,
5, 10, 15, and 20 ppm were prepared in half-strength Hewitt's medium
(Steward 1963). Suspensions of 5$ sludge were prepared by diluting the
sludge samples with an appropriate quantity of distilled water. The PDP
and ODB standards and the 5$ sludge suspensions were applied separately
to corn and soybeans in 200-ml portions 10 times during the test period.
An acetone check was prepared as in Experiment 1, and a 200-ml portion
was applied as.above. A nutrient check was prepared by diluting Hewitt's
medium 50$ with distilled water. Pots treated as above with half-strength
Hewitt's medium and distilled water served as controls. In order to
-------
., ii -
maintain an adequate moisture level between treatments, 200-ml portions
of distilled water were added to all pots as often as necessary. The
liquid rate of application for the PDB/ODB standards and the 5$ sludge
was 23,5^5 gallons per acre (17k.2 kl per hectare).. Treatments were ar-
ranged in a randomized complete block with five replications. Plant
height measurements were taken weekly during the experimental period.
All plants were cut at the sand surface, and fresh weights were recorded.
Then plants were dried at 80 C for 72 hours to determine the dry weight.
Means were separated as in Experiment 1.
RESULTS
Experiment 1
PDB and ODB did not significantly reduce the germination of corn seeds
(Table l). However, some PDB treatments showed lower soybean germina-
tion than controls. Combinations of PDB/ODB did not adversely affect
the germination of corn or soybean's. The acetone check had no effect
on the germination.
Some sludge treatments (Table 2) adversely affected germination of corn
and soybeans. Sludge treatment L had the lowest mean germination for
corn, while soybeans appeared more tolerant when diluted 2 to 1 with
distilled water.
Generally, PDB or ODB alone or in combination did not adversely affect
the radicle length (Table 3). Depression of soybean radicle length by
PDB was not evident at the higher concentrations. Sludge treatments D
(1:1) and L (l:l) significantly decreased radicle length in germinating
corn and soybeans. Also, sludge treatment C was detrimental to radicle
growth in soybeans.
-------
Experiment 2
PDB, ODB, or 5$ sludge treatments did not adversely affect germination
of corn or soybeans (Table 5). PDB and ODB did not adversely affect
the height, fresh or dry weight or corn or soybeans. However, some
-sludge, treatments adversely affected fresh and dry weight of corn and
soybeans (Tables 6-8). The height of corn was significantly reduced by
sludge treatments A, E, G, L, and distilled water lh days after treat-
ment. Treatments A, E, J, and distilled water significantly reduced
height 20 days after treatment. Treatments A, C, D, E, F, G, J, L, and
distilled water reduced height of corn 29 days after treatment (Table 6)
The height of soybeans was significantly reduced when treated with sludge
treatments C, D, G, H, J, and distilled water lU days after treatment;
also by treatments C, D, G, and distilled water 20 days after treatment,
and by treatments A, C, D, .G, H, and distilled water 29 days after
treatment (Table 6).
Distilled water and all sludge treatments, except H and K, significantly
reduced the fresh weight of soybeans. The same was true for corn except
that treatment K did not significantly reduce the fresh weight of corn
when compared with the nutrient control (Table 7). All sludge treatments
and distilled water significantly reduced the dry.weight of corn, and
all'sludge treatments, except K, significantly reduced the dry weight
of soybeans when compared with the nutrient control (Table 8).
CONCLUSIONS
Corn and soybeans planted from'seed and treated 10 times over a period
of 30 days with PDB and ODB 1, 5, 10, 15, and 20 ppm appeared normal and
-------
- 6 -
a& healthy as the nutrient controls. These data suggest that PDB or ODB
alone, or in combination up to 20 ppm does not adversely affect germina-
tion or early seedling development of corn and soybeans. The results of
this -'nvestigation, however, cannot be conclusive until the uptake and
fate of PDB and ODB in corn and soybeans are known. Radioisotope studies
are -planned to supply information on this phenoncaien.
Sludge diluted to 5$ solid matter did not adversely affect germination
of corn or soybeans in the greenhouse. However, certain sludge treat-
ments did adversely affect germination in the environmental chamber (Ex-
p^riment l). The concentration of the sludge in environmental chambers
(50$ and 33$) along with light and humidity factors perhaps accounts for
the difference. Most sludge treatments did adversely affect the fresh
and dry weight of both corn and soybeans (Tables 7 and 8). Also, most
sludge treatments caused stunting of corn and soybeans 29 days after
treatment (Table 6). These data strongly suggest that Metropolitan
Columbus, Ohio sludge contains growth-inhibiting agents, that do not
appear to be PDB or ODB, which may be detrimental to the normal growth
and development of corn and soybeans.
-------
Tnble 1. Effect oC PDD/ODB alone and in combination.on r
of corn and soybean seeds (envi.ron.T.qntal chamber).
Treatment ppm
PDB
PDB
PDB
PDB
PDB
ODB
ODB
ODB
ODB
ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
Control
Acetone
1
5
10
15
20
Jl
5
10
15
20
1
5
10
15
20
1
5
10
15
20
1
5
10
15
20
(Distilled HgO)
Check
Ratio
PDB/ODB
. ...
—
- —
.—
-««-»
-__
...
---,
1«1
.1:1
1:1
1:1
1:1
a.-i
2:1
2:1
2:1
0:1
1:2
1:2
1:2
1:2
1:2
—
—
Corn
Germination "£
96 a
92 a
88 a
88 a
78 a
90 a
96 a
90 a
90 a
70 a
72 a
Ok a
88 a
9U a
73 a
88 a
92 a
90 a
88 a
78 a
76 a.
88 a
86 a
76 a
76 a
92 a
90 a
Soybean ^
Germination %
68 a-d
56 ab
68 a-d
52 a
52 a
8U bed
8U bed
78. a-d
7k a-d
66 abc
9U cd
86 cd
8U cd
76 a-d
7k a-d
88 cd
92 cd
86 cd
80 a-d
88 cd
88 cd
86 cd
88 cd
96 d
7k a-d
92 cd
9!* cd
j£
Means within columns followed by the seme letter are not significantly
different at the 1$ level according to Duncan's Multiple Range Test.
-------
-. 8 -
Table 2. Effect of sludge treatments on corn and soybean seed germin-
ation (environrv^nta 1 chamber).
Sludge
Ratio
Treatment HpO/Sludge
A .
A
B
B
C
C
D
D
E
E
F
F
G
G
H
H
I
I
J
J
K
K
L
L
Control
Acetone
Itt
2:1
1:1
25l
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
(Distilled H20)
Check .
Corn ^
Germination %
28 a-d
50 def
1*0 c-f
40 c-f
11* ab
30 a-e
li* ab
.20 abc
68 fg
58 f
52 def
1*3 'def
38 c-f
52 def
32 b-e
51* def
1*2 c-f
56 cf
1*8 def
56 ef
1*8 def
1*0 c-f
6 a
12 ab
92 g
90 g
Soybean
Germination %*
.16 a
1*8 c-g
52 d-h
56 e-j
26 a-d
3k a-f
22 a-f
1*6 b-g
92 k
80 i-k
78 h-k
62 f-i
1*1* b-h
5k d-i
18 ab
61* hij
38 a-g
82 jk
5!* d-i
32 a-d
92 k
82 jk
1*0 a-g
80 ijk
92 k
9!* k
*
.Means within columns followed by the same letter are not significantly
different at the 1% level according to Duncan's Multiple Range Test.
-------
- 9 -
Table 3. Effect of PDB and ODB alone or in combination on the radicle
length of germinating corn and soybean seeds (Environmental
chamber).
Ratio
Treatment ppm PDB/ODB
PDB
PDB
PDB
PDB
PDB
0DB
ODB
ODB
ODB
ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
PDB/ODB
Control
Acetone
1
5
10
15
20
1
5
10
15
20
1
5
10
15
20
1
5
10
15
20
1
5
10
15
20
(Distilled HgO)
Check
. — _
— _
' — — -
...
WWW
.._
--_
._.
...
1:1
1:1
1:1
1:1
1:1
2:1
2:1
2:1
2:1
2:1
1:2
1:2
1:2
1:2
1:2
—
_-.
Corn - Radicle
Length (mm)
109 f
109 f
111 f
98 ef
98 ef
88 c-f
96 def
80 b-f
62' a-e
36a
54 abc
52 abc
56 abc
59 a-d
52 abc
52 abc
61 a-d
kh ab
52 abc
50 abc
no f
59 a-d
55 abc
56 abc
60 a-d
77 b-f
8U b-f
Soybean - Radicle
Length (naa)
27 abc
20 a
16 a
13 a
13 a
kl abc
kO abc
2U ab
2k ab
18 a
52 c .
25 abc
25 abc
30 abc
3O abc
U8 be
51 c
3U abc
. 33 abc
36 abc
36 abc
38 abc
h2 abc
U2 abc
28 abc
37 abc
39 abc
Means, within columns followed by the same letter are not significantly
different at the 1$ level according to Duncan.'s Multiple Range Test.
-------
- 10 -
Effect of sludge treatments on corn and soybean radicle
(mm) (environmental chamber).
L 1. II
,-.;ut,:fl
7r"*t=>
A
A
B
B
C
C
D
D
E
E
r
p
c
c
H
H
I
I
J
J
K
K
L
L
Ace'tone
Control
*U*»~~- .
.. , ' ' — '
Ratio
*nt Ho O/ Sludge
1:1
2:1
1:1
2*1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
1:1
2:1
Check ---
(Distilled H20)
.J 1.1-.! _ - - 1
Corn - Radicle
Length (mm)*
20 ab
63 c-h
58 e-h
k8 b-g
8 a
23 abc
3 a
8 ab
90 h
80 f gh
1*1 a-f
U3 b-f
lU ab
26 abc
37 a-e
71 e-h
kk b-f
80 f gh
26 abc
30 a-d
66 d-h
62 c-h
2 a
8 a
654 d-h
8k gh
Soybean - Radicle
Length (mm)
8 abc
30 a-e
3^ c-f
32 b-e
5 ab
5 ab
3 a
8 abc
89 h
59 f g
29 a-e
12 a-d
7 abc
10 abc
6 ab
37 def
12 a-d
60 f g
8 abc
5 ab
77 gh
5k efg
6 ab
22 a-d
37 def
39 def
different at the 1% level
by the same letter are not significantly
according to Duncan's Multiple Range Test.
-------
-. 11 -
•• ' "ffcct of PDB. ODB, and 57? sludge on the germination of corn
nr.d soybeans, 10 days after treatment (greenhouse).
• " "
fr-atrwnt
• 13 1 .PP°
:?? 5 PPO
K? 10 ppa
it a 20 ppa
. : -v 1 ppa
: •> 5 PP^
criv 15 ppa
cry 20 ppm
sludge A
0 1 utl^e B
ulud^.e . C
Sludge D
5 iucJp.e 2
Sludge F
Sludge G
Sludge H
Sludge I
Sludge J
Sludge K
Sludge L
Control (Distilled H20)
Acetone Check
Nutrient Control
G e r m i
Corn
100 a
100 a
98 a
98 a
100 .a
100 a
100 a
96 a
98 a
100 a .
92 a
98 a
100 a
98 a
98 a
100 a
98 a
98 a
98 a
100 a
100 a
100 a
100 a
98a
100 a
nation %
Soybean
98 a
96 a
98 a
98 a
..100 a
100 a
100 a
98 a
100 a
98 a
98 a
92 a
98 a
fl?l Q
^T CL
9k a
100 a
90 a
"98 a
98 a
96 a
98 a
96a
98 a
100 a
100 a
Means within columns followed by the same letter are not significantly
different at the 1$ level according to Puncan's Multiple Range Test.
-------
-able 6. Effect of PDB, ODD, and 5$ sludge on the height of corn and soy
beans (greenhouse).'
Corn Height (rran)
Treatment
PDB 1
PDB 5
PDB 10
PDB 15
PDB 20
ODB 1
ODB 5
ODB 10
. ODB 15
ODB 20
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Control
tilled
Acetone
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
A
B
C
D
E
F
G
H
I
J
K
L
(Dis-
H20)
Check
Nutrient Con-
trol
Days after
1U
131 e
130 e
136 e
129 e
132 e
131 e
135 e
133 e
138 e
132 e
76 ab
115 de
118 de
100 cd
82 abc
101 cd
87 abc
127 e
128 e
78 abc
122 de
89 be
61* a
117 de
132 e
*
Soybean Height (ran)*
Treatment
20
181*
181
185
183
182
183
178
170
1B3
17U
113
1*5
11*3
130
107
122
11*9
11*1*
153
115
163
115
101*
159
179
fg
efg
fg
efg
efg
efg
efg
d-g
fg
efg
ab
a-f
a-f
a-d
a
abc
b-g
b-g
ab
c-g
a
a
c-g
efg
29
256
265
280
2U7
25U
270
2Ul
255
276
21*1
11*9
180
11*7
151*
150
137
139
171*
189
ll*7
208
ll*6
112
219
25U
fgh
fgh
h
fgh
fgh
gh
e-h
fgh'
gh
e-h
ab
bed
ab
abc
ab
ab
ab
bed
b-e
'ab
c-f
ab
a
d-g
fgh
Days after
11*
156
-151
160
182
156
169
187
168
161
156
137
139
121*
113
151
137
125
119
11*9
125
11*2
11*2
107
177
173
c-g
c-f
d-g
fg
c-g
d-g
g
d-g
d-g
c-g
a-d
a-e
abc
a
b-f
a-d
abc
ab
b-f
abc
a-e
a-e
a
fg
efg
Treatment
20 29
278
301
301
325
311
322
325
255
316
300
231
217
191*
181
253
228
205
220
255
235
253
235
180
310
280
c-g
d-g
d-g
g
efg
fg
g
b-g
efg
d-g
a-d
abc
ab
a
b-f
abc
ab
abc
b-g
a-d
b-f
a-d
a
efg
c-g
519 c-h
530 d-h
1*92 e-g
606 fgh
608 fgh
558 d-h
569 e-h
535 d-h
61*1* h
631 gh
377 abc
1*25 a-e
307 a
316 a
1*65 b-f
1*11* a-d
335 ab
371* abc
1*25 a-e
1*10 a-d
1*65 b-f
1*13 a-d
337 ab
561 e-h
531* d-h
Means, within columns followed by the same letter are not significantly
different at the 1$ level according to' Duncan's Multiple Range Test.
-------
- 13 -
Table 7. Effect of PDB,. ODB, and 5$ sludge on the fresh weight (aerial
parts) of corn and soybeans, 31 days after treatment (green-
hous'e).
Treatment
PDB 1 ppm
PDB 5 ppni
4>DB 1Q ppm .
PDB 15 ppm
PDB 20 ppm
ODB 1 ppa
ODB 5 ppm
ODB 10 ppm
ODB 15 ppm
ODB 20 ppm
Sludge A
Sludge B
Sludge C
Sludge D .
Sludge E
Sludge F
Sludge G
Sludge H
Sludge I
Sludge J
Sludge K
Sludge L
Control (Distilled H20
Acetone Check
Nutrient Control
Fresh
Corn
82.2 gh
82.6 gh
76.8 gh
69.7 efg
. 63.1 def
85. U h
75.3 fgh
73.0 e-h
79-5 gh
70.2 efg
19.8 ab
U3.2 c .
17.0 ab
18.6 ab
16.6 ab
16.1 ab
20.9 ab
U3.7 c
U7.8 c
13.1 ab
51.7 cd
23. U b
8.8 a
79.1 gh
61.3 de
weight (g)*'
Soybean
1+04.1 fgh
39. 1f fgh
37.3 efg
1*0.6 Tgh
U0.7 fgh
U7.6 h
U3. 6 gh
39.5 fgh
Ul.3 fgh
36.7 efg
18.1 ab
2U.8 be
12.9 a
03.5 g
18.1 ab
lU.U a
1^.9 a
26.5 c.d
2U.5 be
1U.9 a
30.2 cde
15.8 a
13.0 a
38.7 fg
33.1 def
Means within columns followed by the same letter are not significantly
different at the 1% level according to Duncan's Multiple Range Test.
-------
rrf- - ,. r*j*^ . JL _ r* Tir*"'"*
jur; £x j. =•_ v G- i i.'->
parts) of corn and soybeans, 31 days after treatment (green-
house).
Treatment
PDB 1 ppm
PDB 5 ppm
PDB 10 ppm
PDB 15 ppm
PDB 20 ppm
ODB 1 ppm
ODB 5 ppm
ODB 10 ppm
ODB 15 ppm
ODB 20 ppm
Sludge A
Sludge B
Sludge C
Sludge D
Sludge E
Sludge F
Sludge G
Sludge H
Sludge I
Sludge J
Sludge K
Sludge L
Control (Distilled H20)
Acetone Check
Nutrient Control
Dry w e i g
Corn
10.6 hi
10.6 hi
9.7 f-i
8.9 efg
7.9 de
10.5 ghi
9.9 f-d
9.1 e-h
10.1 i
9.^ e-i
2.5 ab
5.2 c
2.6 ab
2.8 b
1.8 ab
2.2 ab
3,5 ab
5.3 c
5.U c
1.9 ab
6.5 cd
3.0 b
.1.1 a
9.6 f-i
8.3 ef
: h t (g)*
Soybean
6.8 jk
6.8 jk
6.5 d
6.U id
6A ij
7.5 k
6.1 ij
6.5 d
6.U ij
6.2 ij
3.5 cde
U.3 ef
2.U ab
2.3 a
3.2 bed
2.U ab
2.5 ab
U.5 fg
U.O def
2.7 abc
5.2 gh
3.9 def
2.3 a
6.2 ij
5.6 hi
Means within columns followed by the same letter are not significantly
different at the 1$ level according to Duncan's Multiple Range Test.
-------
- 15 -
REFERENCES
1. Berg, G.L. (ed). (1977) Farm Chemicals Handbook. Meister Publishing
Company, Willoughby, Ohio. 0-197.
2. Crowell, I.H. (19^1) Use of Dichlorocides in the confciol of scavenger
mites in tube cultures. Mycologia 33:137.
3. Elliot,. E.W. (19^8) The effect of PDCB on fungi. Proceedings of Iowa
Academy of Science 55:99-107.
U. Environmental impact statement (Draft) (1978) Wastewater treatment
facilities for the Metropolitan Area of Columbus Ohio. P IV 2U.
5. MeKinney, J.D. and L. Fishbein. (1970) The electron-capture gas chromo-
tography of para-Dichlorobenzene metabolites or as a means of exposure.
Bulletin of Environmental Contamination and Toxicology 5:35^-361.
6. Steel, R.G.D., and J.H. Torrie. (i960) Principles and procedures of
Statistics. McGraw Hill Book Company, Inc. New York. ^8l.
7. Steward, F.C. (19^3) Plant Physiology. Academic Press, New York.
-------
- 16 -
APPENDIX A
#
Beltsville Laboratory Chemical Analysis of Columbus, Ohio Sludge
Se-T.ple Code . Description Dichlorobenzene content (ppra)
• " ~ Para Ortho
A Lagoon HLIN 2.66 4.13
B Southerly Zimpro process ND HD
C Southerly special condition 0.65 M)
D Southerly special condition 0.69 ND
E Southerly Lagoon 0.37 0.28
F Southerly special sample 0.25 O.05
(cake)
G Southerly special condition 0.91 ND
H Southerly special sample ND 0.13
process
I Southerly special sample 0.01 ND
Zimpro process
J Jackson Pile Zimpro (cake) 2.25 2.17
K Jackson Pike D-U ND 0.03
L Jackson Pike 2-sludge 0.13 0.28
Analysis by EPA, BFSD, Analytical Chemistry Section, Residues & Special
Projects Labaratory, Bldg. 306, ARC-E, Belts ville, Maryland 20705
ND = none detected.
-------
APPENDIX HH
EPA POLICY STATEMENT CONCERNING
THE RELATIONSHIP AMONG EPA,
ITS CONTRACTORS, SUBCONTRACTORS,
GRANTEES, AND THE PUBLIC
-------
1. RELATIONSHIP OF EPA WITH CONTRACTORS AND SUB-
CONTRACTORS IN THE EIS PREPARATION PROCESS;'.
And
2. REQUIREMENT THAT OPINIONS AND CONCLUSIONS OF EIS
CONTRACTORS AND SUBCONTRACTORS BE SUBMITTED TO
EPA FOR REVIEW BEFORE PUBLIC DISCLOSURE BY EPA.
To Environmental Protection Agency (EPA) Contractors and Subcontractors
Performing Environmental Impact Statement (EIS) Preparation Work:
EPA policy pursuant to 40 C.F.R. Part 6 regulations (esp. Sections 6.104,
6.208, and 6.304) which implement the 1969 National Environmental Policy Act
(NEPA) and applicable court decisions require ongoing EPA participation with
its assisting contractors and ultimate EPA evaluation in the EIS preparation
process. As part of the evaluation, final decision-making on the contents of
the draft and final documents with regard to Title II wastewater treatment
grant matters (P.L. 92-500, as amended) remains EPA's responsibility, to be
exercised by the Regional Administrator (RA) of each EPA region, including
Region V.
Therefore, our joint EIS functions (EPA and contractors) commence with
the central inventory-gathering of information pertinent to the proposed
project, Including feasible alternatives, and then proceed to the evaluation
of this information and the reaching of preliminary conclusions by the
involved contractors and EPA staff. This, in turn, is followed by a
reworking and reanalysis of certain elements of the work product until
EPA staff, with the assistance of its contractors, has evolved, with
.and for the RA, the Draft EIS. As a formal document, the Draft EIS should
embody conclusions that are tentatively final; thus, it serves (at that
refined stage) to remove most of the evolving, "moving target" character
of prior preliminary and interim elements of the process. It is at .
this obvious juncture th.at EPA would most frequently seek out maximum
public participation in the EIS process, since its involvement then would
have its most meaningful content and impact.
Further, the overall EIS preparation process concurrently involves
a coordinated input from various governmental and private sources. This
is accomplished with an eye toward compliance with various Federal, State
and local requirements, including and in addition to NEPA. Among other
-------
additional matters, the EIS process must consider whether the project
is consistent with the provisions of the Federal Water Pollution Control
Act, the Federal Clean Air Act, the National Historic Preservation Act,
and applicable State and local laws, e.g., scenic rivers acts and emission
control ordinances. Furthermore, it must utilize disciplines pertinently
required to be applied in the particular case. The ultimate responsibility
for the integration of these activities resides with EPA.
In addition to the foregoing EPA and contractor assisted activities,
(as alluded to above) EPA has a responsibility to appropriately accommodate
the public's input and participation in the EIS process. Indeed, applicable
EPA regulations [(40 C.F.R. § 6.206(a)(2) and (b)] prescribe publication of
a notice of intent to prepare an EIS and the solicitation of "[governmental]
agency and public input to a draft EIS"-. Significantly, such involvement
must neither mislead these parties nor detract from the consummation of
the total process by EPA itself. In certain instances, EPA may determine
to formalize the involvement of the public at large in the various stages
of the process, from its inception. That approach entails establishing
citizen advisory committees to review and discuss preliminary and interim
EIS work products. In other situations, a more informal approach is
utilized to attain public input. Where EPA decides to utilize an informal
approach, caution must be shown against inappropriate or premature dis-
closure by EPA or its assisting contractors and subcontractors of
evolving and, therefore, changing opinions and conclusions circumscribing
the. EIS process. Such disclosure could not only mislead and confuse the
public but consume substantial amounts of EPA staff time (and funds) in
clarifying its full significance. As a result, EPA (not its assisting
contractors) has the responsibility of determining at what point or
points, in addition to the time commencing at and about the publication
of the Draft EIS, public disclosure of EIS conclusions may be timely
and appropriate.
Therefore, EPA requires that opinions and conclusions reached by its
assisting contractors and subcontractors in'connection with their EIS
contract work be first submitted to EPA for review before any disclosure
by EPA to others.
/John McGuire
I Regional Administrator
Dated: QEC 1 1978
-------
APPENDIX II
COLUMBUS EIS PROJECT PARTICIPANTS
-------
COLUMBUS EIS PROJECT PARTICIPANTS
U.S. EPA REGION V
DALE LUECHT, EIS Project Officer
B.S. Chemistry, M.S. Natural Sciences
Preparation of EIS's on Wastewater treatment
facilities in the states of Illinois, Indiana,
and Ohio since 1974.
DENNIS LONG, Environmental Engineer
B.S. Civil Engineering
Project review and construction grants program
management for facilities planning in Ohio since
August 1978.
THEODORE ROCKWELL, EIS Project Team Member
B.A. Environmental Conservation
EIS's on wastewater treatment facilities with
EPA since October 1978.
THOMAS WILLIAMS, EIS Project Team Member
B.S. Civil Engineering
EIS's on wastewater treatment facilities with
EPA since June 1978.
BOOZ • ALLEN & HAMILTON, INC.
DAVID W. WEISS, Partner-in-Charge
B.S. Mechanical Engineering
25 years experience in systems analysis and environ-
mental assessment.
-------
LAWRENCE B. CAHILL, Project Manager
B.S. Mechanical Engineering, M.S. Environmental
Engineering, M.A. in Public Administration
6 years experience in environmental, institutional,
and financial assessment of water pollution control
and water quality management projects.
STEPHEN W. BAILEY, Wastewater Treatment Analyst
B.S. Civil Engineering, M.Ehg. Environmental
Engineering, registered Professional Engineer
5 years experience in planning and design of
municipal and industrial wastewater treatment
facilities.
WILLIAM C. LAMB, Natural Environment Analyst
B.A. Liberal Studies
3 years experience in the environmental assess-
ment of water, air, and noise pollution control
programs.
SATISH B. SURYAWANSHI, Air Quality Impact Analyst
B.S. Mechanical Engineering, M.S. Mechanical Engineering
7 years experience in environmental impact analysis
and air pollution control.
JOANNE S. WYMAN, Man-made Environment, Demographic, and
Secondary Impacts Analyst
B.A. and M.A. Government and International
Relations, Ph.D. Politcal Science.
KATHLEEN M. ZACHER, Secondary Impacts Analyst
B.S. Urban Studies
8 years experience in urban growth policy
development and analysis.
-------
WANDA FRYE, Editor
B.S. English and Journalism
3 years experience editing and coordinating
technical publications in environmental and
defense-related project areas.
HAVENS AND EMERSON, INC.
MICHAEL C. MULBARGER, Partner-in-Charge
B.S. Civil Engineering, M.S. Civil Engineering,
registered Professional Engineer
14 years experience in sanitary engineering
research and development, and process design
and control.
N. EDWARD HOPSON, Project Manager
B.S. Civil Engineering, M.S. Civil Engineering,
Ph.D. Civil Engineering, registered Professional
Engineer
11 years experience including teaching environ-
mental engineering, and facility and areawide
wastewater management planning.
DAVID L. KLUNZINGER, Senior Wastewater Treatment Analyst
B.S. Civil Engineering, M.S. Civil Engineering,
registered Professional Engineer
6 years experience in wastewater management
facilities planning and river basis studies.
BEN C. WESTER, Senior Wastewater Collection and Service Area
Regionalization Analyst
B.S. Civil Engineering, registered Professional
Engineer
5 years experience in wastewater management
facilities planning and sewerage systems design.
-------
APPENDIX JJ
BIBLIOGRAPHY
-------
BIBLIOGRAPHY
FEDERAL LAWS
1. Clean Air Act, as amended 42 U.S.C. Section 7409
(Supp. 1977).
2. Clean Water Act of 1977, P.L.95-217, 91 Stat. 1566,
33 U.S.C. 1251 et jseg. (Supp. 1978).
.3. Federal Water Pollution Control Act Amendments of
1972, P.L. 92-500, 86 Stat. 816, 33 U.S.C. 1252(a)
(Supp. 1978).
4. The National Environmental Policy Act of 1969, as
amended, P.L. 91-190, 42 U.S.C. 4321-4347, January 1,
1970, as amended by P.L. 94-52, July 3, 1975, and
P.L. 94-83,- August 9, 1975.
U.S. EPA
5. U.S. EPA, "Air Pollution Aspects of Sludge Incineration,"
prepared by Gulp, Wesner and Gulp, NTIS Number PB-259
457, June 1975.
6. U.S. EPA, "Compilation of Air Pollutant Emission
Factors," Third Edition, AP-42, August 1977.
7. U.S. EPA, "Consideration of Secondary Environmental
Effects in the Construction Grants Process," Program
Guidance Memo No. 50, June, 1975.
8. U.S. EPA, "Cost Effectiveness Analysis Guidelines,"
40 CFR Part 35, Subpart E, Appendix A, September 10,
1973.
9. U.S. EPA, "DO Workshop," EPA sponsored Symposium:
Rate Constants for Surface Water Modeling, San
Fransico, California, April, 1977.
10. U.S. EPA, "EPA Policy Statement Concerning the Rela-
tionship Among EPA, Its Contractors, Subcontractors,
Grantees, and the Public," Dec. 1, 1978.
11. U.S. EPA, "Evaluation of Storm Standby Tanks, Columbus,
Ohio," Water Pollution Control Research Series
11020FAL 03/71, EPA Water Quality Office, 1971.
JJ-1
-------
12. U.S. EPA, "Evaluation of the Wastewater Treatment
Processes Proposed for Columbus, Ohio in the Draft
EIS," by John Stamberg of Energy and Environmental
Analysis, Inc., July, 21, 1978.
13. U.S. EPA, "Final Environmental Impact Statement,
Olentangy Environmental Control Center and Interceptor
System," for the Delaware County, Ohio Board of
Commissioners, July, 1976.
14. U.S. EPA, "Funding of Sewage Collection System Projects,"
PRM 77-8, June, 1977.
15. U.S. EPA, "The Helical Bend Combined Sewer Overflow
Regulator," Environmental Protection Technology Series,
Report EPA-600/2-75-062, December 1975.
16. U.S. EPA, "Methodologies for the Analysis of Secondary
Air Quality Impacts of Wastewater Treatment "Projects
Located in Air Quality Maintenance Areas," prepared
by Booz, Allen & Hamilton, Inc., March, 1976.
17. U.S. EPA, "Mobile Source Emission Factors," Final
Document, EPA 400/9-78-006, March, 1978.
18. U.S. EPA, "Preparation of Environmental Impact State-
ments," 40CFR Part 6, April 14, 1975.
19. U.S. EPA, "Process Design Manual for Nitrogen Control,"
Technology Transfer, 1975.
20. U.S. EPA, "Secondary Impacts of Transportation and
Wastewater Investments: Research Results," Report
No. EPA-600/5-75-013, July, 1975.
21. U.S. EPA, "A Study of Pesticide Disposal in a Sewage
Sludge Incinerator," EPA 68-01-1587, 1975.
OHIO EPA
22. Ohio EPA, Untitled report on the air quality impacts
of sludge incineration at the Jackson Pike and
Southerly wastewater treatment plants, August 3, 1978.
23. Ohio EPA, "Procedures for Archeological and Historical
Preservation," undated.
24. Ohio EPA, "Water Quality Standards," Ohio Administrative
Code Regulations 3745-1 through 3745-1-.14, formerly
EP-1-01 through EP-1-09, recodified January 31, 1977;
Amended December 30, 1977, Effective February 14, 1978.
JJ-2
-------
.MID-OHIO REGIONAL PLANNING COMMISION (MORPC)
25. Halig, W.C., et. al., "Water Supply Plan (Revised)
for Columbus-Franklin County, Ohio, Prepared for the
Mid-Ohio Regional Planning Commission, 1972.
26. MORPC, "Public Services and Facilities Profile: Fire
Protection Services in Franklin Countv," February 1977.
27. MORPC, "Potential Residential Development: Columbus
and 20 Adjacent Municipalities," July 1975.
28. MORPC, "A Technical Report on Year 2000 Land Use and
Trip Generation Variables," February 1977 (preliminary).
CITY OF COLUMBUS
29. Department of Development, "Development Policies
Statement," City of Columbus, December 1973.
30. Department of Development, "Land Use Study," City of
Columbus, December, 1973.
31. Department of Development, "Overall Economic Develop-
ment Plan," City of Columbus, October 1976.
32. Development Committee for Greater Columbus, "Columbus
Metropolitan Growth Potential, 1977-1985," November
1977.
33. Ecol Science, Inc., "Environmental Assessment of Sludge
Handling Facilities for the Columbus, Ohio Jackson
Pike and Southerly Wastewater Treatment Plants," March
31, 1975.
34. Grant, Brundage, Baker and Stauffer, Ltd., "Columbus
Metropolitan Area, Facilities Plan Segment, Solids
Handling and Disposal." April 24, 1975.
35. Malcolm Pirnie, Inc., "Columbus Metropolitan Facilities
Plan: Cost-Effectiveness Analysis-, Environmental
Assessment, Infiltration/Inflow Analysis, Facilities
Report," July, 1975 through October, 1976.
36. PEDCo-Environmental Specialists, Inc., "Impact of
Future Development upon Particulate Air Quality in
Franklin County Ohio," prepared for Malcolm Pirnie, Inc.,
Columbus, Ohio, November 1975.
JJ-3
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37. A. E. Stilson and Assoc. Consulting Engineers, "Summary
Report on Phase I-Feasibility of Refuse/Coal Fired
Generating Facility," prepared for the Columbus Department
of Public Service, December, 1975.
38. Sykes, R. M., "Preliminary Report .on Elimination of
Filamentous Blue-Green Algae at the Southerly Wastewater
Treatment Plant," for the Division of Sewerage and
Drainage, City of Columbus, Ohio, April, 1978.
GENERAL
39. Cavender, T. M., "Checklist of Fishes for the Big
Walnut Creek Drainage," Ohio State University Museum of
Zoology, Columbus, Ohio, 1974.
40. Council on Environmental Quality, "Preparation of
Environmental Impact Statements," 40CFR Part 1500,
August 1, 1973.
41. Eckenfelder, W. W., and O'Connor, D. J., Biological
Waste Treatment, Pergamon Press, New York,-N.Y., 1961.
42. Fennelly, P. F., "Primary and Secondary Particulates
as Pollutants, A Literature Review," Journal of Air
Pollution Control Association, July, 1975.
43. Gordon, R. B., "The Natural Vegetation of Ohio in
Pioneer Days," Bulletin Ohio Biological Survey,
Volume III, No. 2, 1969.
44. Havens and Emerson, Ltd., "Water Quality Assessment,
and Basin Modeling '- Rocky River and Tinkers 'Creek,"
prepared for the Three Rivers Watershed District, 1974.
45. Havens and Emerson, Ltd., "Water Quality Assessment
and Low Flow Analysis - Muskingum Watershed," prepared
for the Ohio EPA, 1976.
46. Hopwood, A. P., and A. L. Downing, "Factors Affecting
the Rate of Production and Properties of Activated
Sludge in Plants Treating Domestic Sewage," Institute
of Sewage Purification, 5, 3, 1961.
47. National Academy of Sciences, "Geochemistry and the
Environment, The Relation of Selected Trace Elements
to Health and Disease," Volume I, 1974.
JJ-4
-------
48. The National Register of Historic Places, 1972; and
Supplement, 1974.
49. North Central Regional Research Publication 235,
"Application of Sludges and Wastewaters on Agricultural
Land: A Planning and Educational Guide," October, 1976.
50. Olive, J. H., "A Study of Biological Communities in
the Scioto River as Indices of Water Quality," U.S.
Office of Water Resources Research, U.S. Department
of Interior, Washington, D.C., 1971.
51. Phinney, G. J., "An Ecological Comparison of Two
Streams in Central Ohio," Ph.D. Dissertation, Ohio
State University, Columbus, Ohio, 1967.
52. Pimentel, et. al., "Land Degradation: Effects on Food
and Energy Resources," Science, Volume 194, No. 4261,
October 8, 1976.
53. Real Estate Research 'Corporation, The Costs of Sprawl,
prepared for the Council on Environmental Quality;
Department of Housing and Urban Development; and
Environmental Protection Agency, April, 1974.
54. Stansbury, D. H., "The Naiad Ixiollusks of Alum Creek
and Big Walnut Creek Between Alger Road Bridge and
the Scioto River," The Ohio State University Museum
of Zoology, Columbus, Ohio, 1974.
55. Stansbury, D. H., "An Evaluation of tne Naiad Mollusk
Fauna of Big Darby Creek in Central Ohio," The Ohio
State University Museum of Zoology, Columbus, Ohio,
1972.
56. Texas Water Development Board, "Simulation of Water
Quality in Streams and Canals: DOSAG-1," 1970.
57. Trautman, M. B., The Fishes of Ohio, Ohio State Univer-
sity Press, Columbus, Ohio,1957.
58. Tsivoglou, E. C., and Neal, L. A., "Tracer Measurement
of Stream Reaeration - III. Predicting the Reaeration
Capacity of Inland Streams," 48th Annual WPCF Conference,
Miami Beach, Florida, 1975.
59. U.S. Army Engineer District, Huntington, W. V.,
"Alum Creek Lake, Alum Creek, Scioto River Basin, Ohio,"
Final Environmental Statement, 1973.
JJ-5
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61. Waldbott, George L., Health Effects of Environmental
Pollutants, The C. V. Mosby Company, 1973.
62. Young, David R., and T. C. Heeser, "Inputs of
Chlorinated Benzenes," Annual Report for the Year
Ended 30 June, 1976; Southern California Coastal Water
Research Project, El Segundo, California.
JJ-6
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