Kammer Plant Demonstration Document 

for P.L. 92-500 �j316(b) 

Ohio Power Company 

of 

The American Electric Power Systen 

Environmental Engineering Division 

American Electric Power 

Service Cor? oration 

P. 0. Box 487 

Canton, CZ 44701 

May 2r3, 1980 

Compiled by: J. H. Balletto 

H. W. Brown 
Table of Contents 

Paue 

Volurrie I 

1. Executive Summary .................. 1 

2 . Introduction .................... 4 

2.1 Legal and Permit History ............ 4 

2.2 Technical Background .............. 5 

3 . Site Environs .................... 7 

3.1 The Plant Locale ................ 7 

3.2 Hydrography .................. 7 

3.3 Bathymetry ................... 14 

3.4 Aquatic Environment ..............14 

3.4.1 Fish ..................14' 

3.4.2 Food Web ................ 17 

4 . Kammer Plant Description .............. 23 

4.1 Power Plant .................. 23 

4.2 Circulating Water System............ 25 

4.2.1 Intake Structure ............ 25 

4.2.2 Circulating Water Tunnels and Condensers 27 

4.2.3 De-Icing ................ 29 

4.2.4 Traveling Screen Operation ....... 31 

4.2.5 Eiesidence Time of Cooling Water ..... 31 

4.3 'Plant Operating Data .............. 35 
Table of Contents (cont'd) 

__ 

Paae 

5 . 

6 . 

7. 

8. 

Impingement Study .................... 

5.1 Purpose ...................... 

5.2 Methods ...................... 

5.3 Results ....................... 

5.4 Annual Estimates .................. 

Entrainment Study ........'. ........... 

6.1 Purpose ...................... 

6.2 Methods ...................... 

6.3 Results ...................... 

6.4 Annual Estimates .................. 

Impact of the Cooling Water Intake Structure 

on River Biota ..................... 

Possible Alternatives to the Existing Facility and Operation ...................... 

8.1 0perational.Alternatives.............. 

8.1.1 De-Icing Operation ............. 

8.1.2 Reduced Pumping of Circulating Water .... 

8.2 Design Alternatives ................ 

8.2.1 Stationary Screens ............. 

8.2.2 Perforated Pipes .............. 

5.2.3 Drum Screens. Rotating Disc Screens. 

Horizontal Traveling Screens and 

Inclined Plane Screens ........... 

8.2.4 Filtration Type Intakes ........... 

8.2.5. Trash Racks ................. 

8.2.6 Behavioral Barriers ............. 

36 

36 

36 

36 

37 

39 

39 

39 

39 

40 

41 

49 

49 

49 

49 

54 

54 

54 

56 

56 

56 

56 
Table af Contents (cont'd) 

. 

Pase

8.2.7 Cylindrical Wedgewire Screens ........ 57 

8.2.8 Ristroph Screens .............. 57 

8.2.9 Fish Collector ............... 60 

8.2.10 Closed Cycle Cooling............ 60 

9 . Summary and Conclusions ................. 62 

10. References Cited . . . .. ................ 65 

Appendix A .Proposed 316(b) Study Plan 
Table of Contents (cont'd) 

Page 

Volume I1 

Kammer Plant Fish Impingement and Entrainment Studies 

Introduction ..................... 1 

Methods ........................ 2 

Impingement ................... 2 

Entrainment .................... 3 

Plant Operating and Field Data .......... 

Results ........................ 

ImFingernent ................... 

Catch Composition .............. 

Seasonal Occurrence ............. 

Diel Occurrence ............... 

Annual Loss Estimates ............ 

Relation of Fish Impingement to Prevailing 

Conditions ................ 

7 

9 

9 

9 

13 

13 

16 

16 

Entrainment ........................ 17 

Catch Composition ................ 17 

Estimates of Ichthyoplankton Entrained ...... 17 

References ....... . ............. . - . 22 

Appendix A 

Appendix'B 

Appendix C 

. . 'Appendix D 

.Kammer Plant Impingement Data 

.Rammer Plant Operating and Field Data 

.Kammer.Plant Entrainment Data 

.Kamer Plant Intake Water Velocity Studies 
-- 

- ------ 

1. Executive Summary 

In response to requirements contained in Part IS1 of NPDES Permit 

No. WOO05291 for the Kammer Plant, a field study was performed to 

monitor the numbers of fish impinged and of larval fish entrained. 

This report first sumarizes and then interprets these results and 

presents methods that might conceivably be employed to reduce the 

impingement and entrainment rates, A technical and legal review of 

the negotiations and prior studies is presented along with a description 

of the envircns of the plant and a descriptim of the plant itself. 

The Kmer Plant, a 675 megawatt (MWe) coal-fired electric 

generating plant, is located on the Ohio River (River Mile 111.1) near 

Moundsville, West Virginia. This facility is owned by the Ohio Power 

Company (the "Company") . The plant utilizes once-throuqh.-.----.-­ cooling -_ and

has a vertical traveling screen intake structure, lc__-----

_"_,,.CI-I---. ­ The Ohio River contains a series of locks and dams which cause 

the river to form a series of pools. Flows have changed dramatically 

from when the-river was free flowing. Highest flows occur from 

December through May, and the lowest flows occur in September and 

October. The annual mean flow of 40,700 cubic feet per second (cfs) 

is exceeded approximately 35% of the time while the river flow is below the critical low flow of 6,690 cfs (minimum 7-day once in IO-year 

flow) 9.5 percent of the time. A monthly flow distribution table, 

and a flow duration curve are provided. 

Fisheries studies in the Ohio River fro3 1957 to 1978 show the 

aquatic community to be typical of a turbid slow-moving river. 

During this period there has been an increase in fish biomass, but . . 

without an increase in the percentage of pollution tolerant species. 

Thus the fisheries are responding to improving water quality conditions. 

-1-
tween 1.6 and 9.4 percent of the river flow. Because ichthyoplankton 

density is generally homogeneous across the river, this estimate also 

- - 4 -. 

1.6 

Fifty-three species have been collected in locks immediately up and 

downstream of Kammer Plant. 

The impingement study, resulted in 1,535 fish being collected. 

The most abundant were gizzard shad, emerald shiner, and channel 

catfish. Estimates, based on the collections, indicate 12,520 fish 

were impinged between May 1978 and May 1979. 

A total of 2,503 larval fish were collected during the entrainment study encompassing March through August, 1978. The number of 

ichthyoplankton (fish eggs and larvae) per 100 m3 ranged from 0 to 

598.8. Eggs, larvae of unidentifiables, and walleye/sauger predominated in May. Larvae of minnows, carp, and-unidentifiables 

predominated in June. Winnow and unidentifiable larvae and eggs were 

predminant in July, and larval herrings I minnows , and unidentifiables 

were predominant. in August. Estimates, based on fish densities between March and September, and cooling watsr usage indicate 182 million 

fish eggs and larvae were entrained frcm March 1978 to February 1979. 

During the period when ichthyoplankton is present in the river, 

April through August, the plant circulates as a monthly average between and 9.4 percent of the river flow. Because ichthyoplankton 4 -. 

density is generally homogeneous across the river, this estimate also 

translates into an estimate of the proportion of river ichthyoplankton 

passing by the plant which are entrained. 

Strong evidence exists in the literature that an assumption of 

100% entrainment mortality is incorrect, thus further reducing any 

estirr?ate of relative, as well as absolute losses. 

Possible alternatives to the existing facility and/or its 

operation are discussed. De-icing has been mentioned as affecting 

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I 
impingement rates. De-icing operations are currently held to a 

minimum and only initiated when the river temperature drqs to 

about 36F and terminates when the river temperature rises above 40F. 

The reduction of cooling water flows has also been suggested as 

a method of reducing both impingement and entrainment rates. At the 

Clifty Creek Station, a plant on the Ohio 3iver with units slightly 

larger than Kammer Plant, this has been shown to be an undesirable 

alternative because of economics, lost generation and increased heating 

of the cooling water. 

The other alternatives discussed here are structural alterations 

that would be extremely expensive, even if feasible. Alternate designs include stationary screens, perforated pipes, drum screens, 

rotating disc screens, horizontal traveling screens, inclined plane . 

screens, filtration type intakes, trash racks, behavioral barriers, 

cyclindrical wedgewire screens, Ristroph screens, fish collectors, and 

closed-cycle cooling. 

This report cmcludes that the existing intake at the Kammer Plant 

represents the best technology commercially available at an economically 

practicable cost for minimizing adverse environmental impact because 

fish impingement and entrainment rates at Kammer Plant have no 

apparent affect on Ohio River fish poFulations. 

-3-
2.0 Introduction 

2.1 Legal and Permit History 

In 1972 Congress passed Public Law 92-500, the Federal Water 

Pollution Control Act Amendments of 1972 ("FWPCA"), which substantially altered the prior federal statutory approach to controlling water pollution. Section 316 (b) of the FWPCA, regarding 

cooling water intakes, states: 

Any standard established pursuant to Section 301 

or Section ,306 of this Act and-applicable to a 

point source shall require that the location, 

design, construction, and capacity of cooling 

water intake structures reflect the best technology available for minimizing asverse environmental impact. 

The EWPCA was substantially amended in 1977, now generally known as 

the Clean Water Act ("CWA") : however, Section 316 (b) was not 

chan ged . 

In 1976 the United States EnvironRental Protection Agency 

("USEPA") promulgated regulations, 40 CFR #4O2.l0-402.12, to 

implement Section 316'(b) . These regulations were appealed by 

the Company and others to federal court. The U.S. Court of 

Appeals for the Fourth Circuit, in Appalachian Power Company, 

et al. v. Train, 566 F2d 451, 457 (19771, held that the Section 

316 (b) regulations had been improperly adopted and therefore 

"are presently ineffective to impose obligations upon, or to 

adversely affect the petitioners." As a result, and for the 

purpose of this submission, there are no currently effective 

regulations implementing Section 316 (b). 

-4-
The June 13, 1976, permit for the Kanuner Plant (NPDES Permit 

No. WVOOOS291) contained Special Condition No. 10 which stated: 

Six months after effective date, the permittee shall 

submit to the Regional Administrator a specific study 

program for monitoring impingement and entrainment 

effects at the plant.intakes, the study should include 

provisions for estimating the total number, weight and 

length frequency distribution of different fish species 

impinged, as well as estimating the number of eggs, 

larvae and plankton entrained. Operating data such as 

intake velocity, flow, temperature, tidal conditions, 

etc. at the time of sampling should also be reported. 

Reports will be submitted on a Quarterly basis. 

Special Condition No. 10 became Condition No. 9 in Amendment 1 of 

the NPDES Permit (effective August 12, 1977) and has been retained 

in Amendment 2 (effective March 20, 1978). A Study Plan was submitted to U.S. EPA Region 111 on Deceinber 9, 1976. In a response 

.to an EPA Region I11 request of January 12, 1977, the Company clarified 

aspects of the plan by letter of March 8, 1977. The Study Plan is 

included here as Appendix A. In accordance with that Study Plan, 

the Company hereby submits this 316 (b) demonstration. 

2 .) 2 Technical Background 

The purpose of the present study included making estimates of 

the annual impingement of fish and estimates of the annual entrainment of fish larvae at the Kammer Plant. After reviewing the available studies in 1975 and considering the statistical and economic 

factors, a study plan was developed that grovided the data necessary 

to fulfill the purpose of the study in an economically practical manner. 

The field work in the present study, performed from May, 1978 to 

May, 3.979, allowed estimates to be made of impinged fish and entrained 

larave based on one full year of field data ccllection. The Study 

-5-
also provides for the collection of data pertaining to plant operation, meteorology and river parameters, that' could possibly influence 

impingement and entrainment. rates. The collection of field data as 

outlined above was performed by NUS Corporation and their data report is included as Volume 11. This data report provides the basis 

for the inter2retive secticn given here. 

Some background data were extracted from a U.S. EPA Region IIIapproved Kammer Plant 316 (a) Demonstration by Westinghouse Environmental Services Disivion (WESD, 1976). 

-6-
3. Site Environs 

3.1 The Plant Locale 

Kammer Plant, owned and operated by the Ohio Power Company, 

is located in northwestern West Virginia in Marshall County at 

River Mile 111.1 and is across the Ohio River from Pawhatan Point, 

Ohio (Figure 3-1). The site is in the southern part of a heavily 

industrialized region that extends upriver for 130 miles beyond 

Pittsburgh, Pennsylvania. Many of the steel and glass industries 

of the United States are concentrated in this area, Ohio Power 

Con?any*s tower-cooled Mitchell Plant also is in the vicinity 

of Rammer Plant. 

Kammer Plant is on the Hannibal pool of the Ohio River which 

has a normal elevation of 623 feet above mean sea level (MSL). 

There is a bend in the Ohio River at this point and the power plant 

complex is located on the convex shore (as viewed from the centerline of the river). It is one mile downriver from the confluence 

of Captina Creek. 

The population of Powhatan Point, Ohio is less than 2500. The 

closest large urban area is Moundsville, Mast Virginia with a 

population greater than 10,000. It is seven miles upriver from 

Kammer Plant. Wheeling, West Virginia, with a population of 

48,000,is 14 miles upriver. Wayne National Forest lies 14 miles 

southwest of Powhatan Point. 

3.2 Hydrography 

At the Kammer Plant, the Ohio River drains an area of 25,000 

square miles located in the states of New York, Pennsylvania, 

Maryland, West Virginia and Ohio. The principal tributaries are 

the Monongahela, Allegheny and Beaver Rivers. 
Figure 3-1. Upper Ohio River Drainage Basin 

(From FJESD, 1976) 

-8-
Because Kammer Plant is located on the Ohio River main 

stem, river flow passing the plant is a function of weather 

conditions over the entire drainage basin of the upper Ohio 

River, and local precipitation and evaporation have .little effect. 

An important aspect of the hydrograph at Kammer Plant is 

that it reflects the flow conditions of the Ohio River which 

include factors introduced by man. In order to control and 

make the waterways more usable, the Ohio River System has been 

separated into a system of locks, pools and reservoirs. It has 

been a primary objective of river's management to shift some of 

the river flow that occurs during the peak months of February, 

March and April to the low-flow period during August, September 

and October. Water is stored in reservoirs to maintain adequate 

supply throughout the year. River elevation also is controlled 

to maintain an adequate water depth to ensure the navigability 

of the river duirng low-flow conditions. Damage caused by 

flooding also is minimized as peak flows are reduced. 

In conjunction with the man-made controls of river flow, 

there also is a natural buffer system (the ability of the soil to 

retain moisture). The soil can retain mcisture like a reservoir, 

releasing water to runoff over a long period of time. It has been 

shown by studies on moderate to large watersheds that only 50 

percent of available surplus water will run off in a given month, 

the rest being retained for later discharge (Thornthwaite and 

Mather, 1955). 

Table 3-1 lists, the flow distribution by month for the Ohio 

River near Kammer Plant (St. Marys, West Virginia, River Mile 155.0) 

-9-
* 

for data from January 1952 to July 1974 (ORSANCO, 1974) . This 

table is based on over 8000 daily data points covering the 22.5­

year record. It shows that the larger flows occur during December 

through gay. Occasionally (<1 percent of the time), river flow 

nearly equals or exceeds 87,000 cfs for all months of the year. 

The months with the lower recorded flows are September and October. 

Figure 3-2 is a flow duration curve of the Ohio River based 

on the same data used to compute Table 3-1. For 9.5 percent of 

the time, river flow was below the critical low flow of 6609 cfs 

(minimum 7-day flow once in 3.0 years) (. 

Figure 3-3 shows the relationships between river flow, elevation, river cross-sectional area and average velocity. For a 

constant river elevation, average river velocity is determined 

by entering the graph with pool elevation or river flow. It must 

be remembered that this average velocity is calculated and that 

actual velocities in the center of the river will be higher and 

near. boundaries the velocities will be lower. Because of eddy 

effects and wind stress, current reversals can result near the 

river boundaries and in the river .surface layer. (A boundary is 

the area near the river bank or along an obstruction where flow 

is at a minimum.) 

* 

Although the flow data collection station at St. Marys is 44 

miles below Xammer Plant, there are no tributaries entering 

the Ohio River between the two points. River flow is the same 

for both points except for a minor difference caused by local 

drainage. 

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-11-
Figure 3-2.. Ohio River Flow Duration Curve at St. Marys, 

'West Virginia, January 1952 to July 1974. (From 

WESD, 1976; after ORSANCO, 1974) 

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Figure 3-3'. Relationships of Ohio River Flow (Q) Elevation, 

Cross-Sectional. Area (A) and Average Velocity 

at Kammer Plant Site (From WESD, 1976). 

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3.3 -Bathymetry 

The Kammer Plant is located on the inside of a bend in the 

Ohio River. A channel (over 30 feet deep) forms in the center 

of the river just upstream from the plant. The channel of the 

Ohio River tends to stay near the concave bank. Here the bottom 

profile is characterized by a sharp drop on the concave bank side 

of the river. This type of bottom profile is typical for a river 

bend where the maximum flow and' current are confined (from 

inertial motion) to the bank farthest away from the center of the 

curve. This results in scouring on the side with the maximum flow 

and deposition of sediments on the low-flow side of the river. 

In the immediate vicinity of the power plant (Figure 3-4) the 

bottom profile is characterized by a rapid increase in depth (>15 

feet deep 50 feet from shore) away from the banks of the river. 

This minimizes the shallow areas that can be utilized by aquatic 

plants. The bottom flattens toward the center of the river with 

typical depths between 30 and 35 feet. The power plant thermal 

plume empties along the river bank where depths are between 20 and 

25 feet. 

3.4 Aquatic Environment 

3.4.1 Fish 

Since settlers first colonized its banks, the Ohio River has 

changed from a free-flowing river to a series of impoundments in 

which water quality has been influenced by industrial wastes, 

domestic wastes, non-point source discharges and commercial #barge 

traffic. These changes have had an affect on the fish of -the river, 

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i 

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B 

-15-
resulting in a decline in some species such as shortnosesturgeon, 

shovelnose sturgeon, paddlefish, yellow bullhead, blue catfish, I 

walleye and silver lamprey, and an increase in the abundance of 

species tolerant of the changed water quality and preferring slowmoving, turbid water such as black bullhead, channel catfish, 

goldeye, skipjack herring, and gizzard shad (ORSANCO, 1962; 

Trautman, 1957). 

A number of studies have been conducted in recent years which 

address the fish fauna in limited areas along the Ohio River 

(ORSANCO, 1962; WAPORA, 1971-1979). The only known study which 

has made long-term spatial and temporal comparisons of the fish 

fauna is that reported by Preston and White (1978). In that report, comparisons are made of lock rotenone collections over 

the length of the river in 1968, 1969, 1970, 1975, and 1976: More 

limited comparison is made to similar studies conducted in 1957, 

1958, and 1959 (ORSANCO, 1962), and upper Ohio River lock studies 

in 1977 (Preston and White, 1978). 

Selectivity in the effectiveness of rotenone as a collection 

technique, the restriction of its use to the lock habitat, and the 

limitation of sampling to once per year collectively preclude this 

study from arriving at a complete picture of the present-day river 

fish fauna. Nevertheless, Preston and White (1978) report 82 

species from the 1968 - 1977 collections. 

It can be said that for the length of the river, increases in 

fish biomass have occurred during the study period, generally with-

. . out changes in either species composition or relative proportions 

among species categories (e.g. , commercial, sport, forage, etc.). 

-16-
... . -, . _. 

The upper Ohio River section (RM 0-100) was one of the areas with 

a more significant increase in fish abundance. (The Hannibal 

Lock was not included in their comparison, perhaps because no 

comparative data were collected in the 1968-1970 period.) 

A total of fifty-three species have been collected in the 

locks immediately surrounding Kamer Plant, forty-four in the 

upstream.Pike Island Lock, and forty-three in the downstream 

Hannibal Lock (Table 3-2). Thirty-four species were common to 

both locks, while ten species were confined to Pike Island Lock, 

and nine others were confined to Hannibal Lock. 

3.4.2 Food Web 

American Electric Power Service Corporation (1978) reported 

results of ponar grab samples collected in front of Kammer Plant 

in March of 1977. Oligochaetes, chironomids (6 taxa) 8 and mayflies (2 taxa) were the major taxa collected. Other studies' 

carried out by U.S. EPA (1971) at River Miles 57.5 and 167.5 

collected several midges, a caddis fly, and oligochaetes. WESD 

(19761, using data on benthic invertebrates collected by U.S. EPA, 

as well as other data on phytoplankton and zooplankton, summarized 

the feeding relationships among the major groups of organisms near 

Kammer Plant in the generalized food web presented in Figure 3-5. 

Benthos include organisms living on the bottom. Phytoplankton 

and zooplankton include plants and animals, respectively, floating 

in the water. Detritus (particulate organic matter) and phytoplankton form the ,base of the food web and provide the major 

energy input io fishes, particularly gizzard shad and minnows. 

Benthic species are important food items for most fish except the 

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3 
gizzard shad. Many fishes are predators on other fishes, the 

most common prey species being gizzard shad, minnws and bullheads. 

Food habits of fishes listed in Table 3-2 include consumptian 

of a wide range of organisms. For young fishes, plankters are important, including diatoms, copepods and cladocerans. Most species 

of adult fishes feed primarily on benthos. Especially important 

are inseets including midges (Chironamidae) , mayflies (Emphemeroptera), water boatman (Coxidae) , and dragonflies (Odonata) . 

Crayfish (Crustacea) are an important food source for smallmouth 

bass, while clams and snails (Mollusca) are an important food 

fource for suckers. An adult fish which does not feed on benthos 

is the gizzard shad. It feeds on zooplankton and phytoglankton, 

particularly the diatoms. 

Several sinple food chains can be extracted from the f&d web. 

Examples include the following: (1) phytoplankton to gizzard shad. 

to sauger; (2) detritus to benthos to sauger; and (3) phytoplankton 

to zooplankton to minnows to sauger. The presence of these interlocking food chains is important in maintaining a stable ecosystem. 

If any pathway is blocked, alternative sources of food energy are 

available to the fishes. 

-22-
4. Kammer Plant Description 

4.1 Power Plant 

Kammer Plant (Figure 4-11 consists of three fossil-fueled 

electric generating units with a total design rated power output of 675 megawatts (!We). Specific characteristics of each 

unit are listed in Table 4-1. However, the present plant has 

been derated to net generating capability of 600 NV7e in summer 

and 630 in winter. 

Table 4-1 

NOMINAL OPERATING CHARACTERISTICS OF KAMMER PLANT 

(from WESD, 1976) 

Design Condenser Pump 

Unit Startup Date Rating (14We) Flow Rate (gpm) 

1 July 1, 1958 225 160,000 

2 Nov. 7, 1958 225 160,000 

3 Mar. 30, 1959 225 160,090 

Condenser 

Temp. Rise 

(FO) 

12.2 

12.2 

12.2 

Production of electrical energy by the Rankine cycle requires that 

excess heat be reject to canplete the thermodynamic cycle. This 

is accomplished at Kammer Plant utilizing a heat rejection system 

and once-through cooling. Cooling water is pumped frm the Ohio 

River and is returned after flowing through the circulating water 

system. At a design rating of 675 megawatts, six circulating 

water pumps transport a combined total of 665 million gallons/day 

(mgd) (480,000 gpm, 1029 cfs) of Ohio River water through Kamer 

Plant at design conditions. 

-2 3-
Figure 4-1. Layout of Xamer Plant Site 

(From WESD, 1976) 

-2 4-
4.2 Circulating Water System 

The Kammer Plant circulating water system utilizes three 

heat condensers to transfer heat from turbine' exhaust steam to 

circulating cooling water, one for each unit. Each condenser 

transfers heat from the turbine exhaust steam to the once-through 

cooling water being circulated through the plant. This water is 

withdrawn from the Ohio River through a screen house (Figure 4-2). 

The screen house is divided into three sections, one for each unit, 

with a dividing wall between each section. Within each section 

there are three intake gates, three trash racks, three traveling 

screens and two circulating water pumps. 

4.2.1 Intake Structure 

The intake structure for Kammer Plant is a reinforced concrete 

structure situated at the back of a one-hundred-fifty foot deep 

forebay (Figure 4-2). The forebay is bounded by the screen house 

to the east, the discharge training wall to the south, an earkhen 

embankment to the north, and the Ohio River to the west. 

Since the intakes for Units 1-3 are the same, only one unit 

is discussed. From the forebay, the water moves into the screen 

house through one c?f three intake gates. In the 

screen house, the water flows through a trash rack composed of 

3-inch by 3/4-inch vertical steel bars spaced approximately 

2-3/4 inches apart. There are three racks per unit. The racks 

prevent coarse debris from reaching the traveling screens. Trash 

on the racks is removed by a mechanical rake controlled fram the 

screen house operating floor. 

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a 

-26-
After passing through the trash racks, the water is screened 

by traveling water screens, three per unit (see Figure 4-2). A 

traveling screen is an endless belt of screen baskets or frames 

eight feet wide and approximately two and a half feet high of 

#14 W&M copper wire with 3/8 inch openings (Figure 4-31, 

Units 1-3 intake water velocity as measured between the trash 

rakes and the traveling screens averages less than 1 fps (see 

Appendix B). The motorized screens travel in a vertical direction. 

Leaves, trash, twigs and any other objects small enough to pass 

through the trash racks and be collected by the screen are removed 

fran the baskets by streams of high pressure water and sluiced into 

the trash flume. This wash water issues from a series of spray 

nozzles near the top of the screen travel supplied by the screen 

wash pumps. The trash flume passes in front of all of the traveling 

screens, collecting screen wash from each. The trash flume exits 

from the south side of the screen house, and is discharged into 

the circulating water discharge. 

4.2.2 Circulating Water Tunnels and Condensers 

From the screens the water flows to the suction of the 80,000 

gpm centrifugal, circulating water pumps, two for each unit. c 

The circulating water pumps discharge into the main 

intake tunnel which run to the plant (Figure 4-2) , and then along 

the north side of the plant basement. Two branches, one at the 

north and one at the south end of the condenser lead from the main 

. intake tunnel to the condenser inlet water boxes. There are two 

-27-
/ 

FIGUP! 4-3 

TRAVELING SCREENS 8 TRASH RAKE 
water box chambers on each end of each condenser, one for each 

half of the condenser. 

From each of the two discharge water boxes, water flows into . 

the main discharge tunnel. 'Jnits 1 and 2 have a common discharge 

tunnel, while Unit 3's is separate. 

The water box at each end of each condenser is divided into 

two independent, vertical sections, thereby providing two parallel 

circuits through the cooling tubes. In normal operation, water 

flows through the tubes of each section of the condenser in 

opposite directions. The cooling water leaves the condenser 

through the water box at the opposite end from which it entered, 

The circulating water system has been designed for the former 

normal pool level elevation of 610 ft. MSL. The new, modified 

pool elevation, produced by construction of the Hannibal Dam, is 

623 ft, While this does not affect flow, it does affect the depth 

of water withdrawn. 

The water fran all three units, after passing through the discharge gates, is discharged through a 400 foot long canal which 

releases the total condenser cooling water flow of approximately 

665 mgd into the Ohio River in a downstream direction. Figure 4-4 

summarizes the total circulating water system from the condensers 

to the discharge. 

4.2.3 De-Icing 

If ice accumulates in frmt of the trash racks during cold 

weather, some of the warm discharge water from the condensers can 

be used to melt it. This water is forced to the intake through a 

-29-
=3 

-r 

3 

0 CONDENSER INLET f: 

8 CONDENSER OUTLET 

P 

~1 

-C 

S 

cu 

C, 

c 

m 

C, 

*I-­

5 

Flow Path Avg. Lengtt 

(ft> 

Inlet 256 

Condenser 30 

Outlet 543 

Inlet 302 

Condenser 30 

Outlet 671 

In1 et 463 

Condenser 30 

Outlet 991 

Figure 4-4. Schematic Flow Diagram of Kammer Plant 

Circulating Water System (From WESD, 1976) 

-30-
recirculating tunnel from a concrete chamber at the discharge 

sluice gates. To establish this recirculating flow, the discharge sluice gates at the river are throttled to build up 

sufficient resistance in the discharge tunnel to force some of 

the water through the de-icing tunnel. Concurrently, a normally 

closed sluice gate in the de-icing tunnelsis opened. Throttling 

of the discharge sluice gates results in decreased circulating 

water flow. However, this results in little' loss in condenser 

vacuum since the de-icing system is operated only when the circulating water temperatures are low. De-icing is initiated when 

river water temperature drops to about 36F and stopped when the 

river water temperature rises to 40F. 

4.2.4 Traveling Screen Operation 

The screens on each unit are normally rotated and washed once 

each eight hours. However, should the difference in the water level 

between the plant side and the river side of the trash grill or 

traveling screens increase because of debris buildup, the screen 

wash system is started automatically and runs until the water level 

differential drops to normal or until the screens are manually 

stopped. 

4.2.5 Residence Time of Cooling Water 

An important parameter in the evaluation of the maqnitude of 

the effects on aquatic life of entrainment through a power plant 

is the residence time of the water as it passes through the cooling,.systeF. Fact'ors controlling residence time include the size 

and: length of the cooling system piping network, the distance of 

-31-
the condenser(s1 from the intake and discharge p0int.s and the 

circulating water flow rate. For Kammer Plant, variations in 

one or more of these parameters exist among the three generating 

. units. Equations for computing residence time through each 

generating unit are presented below and are based on data from 

Figure 4-4. 

for Unit 1: T = 222002.57 + 10714.29 + 105841.19 + 

*1 Q1 Q1 + Q2 

7545.21 + 65802.87 

*1 Ql + Q2 

for Unit 2: T = 240001.40 + 10714.29 + 105841.19 .+ 

92 Q1 Q, + Q2 I 

131605.75 + 149245.29 

Q1 + 2Q2 Q2 

for Unit 3: T = 260990.02 + 10714.29 + 468002.08 

Q3 Q3 Q3 

T is the total residence 'time and represents the summation of the 

travel time through three flow paths: 

1. Intake screens to condenser inlet (I) 

2. Condenser tubes (C) 

3. Condenser outlet to discharge point (D) 

ol, Q2 and Q3 are the design condenser flow rates for the 3 

' respective units (160,000 qpm for each unit). Computed resi'dence 

times are listed in Table 4-2. 

-32-
Table 4-2 

KAVMER PLANT CIRCULATING WATER RESIDENCE TIME 

’ (at .Design Condenser Flow and Normal Pool Elevation) 

(from WES’D, 1976) 

F1ow Path * 

I 

C 

D -

Total rrlinutes 

*Notes 

I = path from intake 

Residence Time (Kinutes)/Unit 

1 2 3 

1.39 1.50 1-63 

0.07 0.07 0.07 

0.94 -1.54 ­2.93 

2.40 3.11 4.63 

screens to condenser inlet 

C = path through condenser tubes 

D = path from condenser outlet to the discharge point 

Residence time frm intake and through the Kammer Plant circulating water system to the point of discharge ranges from 4.63 

minutes for Unit 3 to 2.40 minutes for Unit 1. The portion of 

the residence time associated with exposure to elevated temperature is 3.0 minutes for Unit 3 an6 1.01 minutes for Unit 1 (C & 

D, Table 4-2). 

Residence tine for the three Kammer Plant generating units 

is illustrated in Figure 4-5. Utilizing the point of intake as 

the origin of the curve for each unit, total residence times 

-33-
-3 4-
through the cooling system and travel time at elevated temperature along the centerline of the thermal plume are plotted 

against excess temperature (data from WESD, 1976). In addition, 

approximately 270 minutes are required for the thermal .plume 

temperature to fall to within 3F0 (1.7C0) of the ambient river 

temperature after the heated discharge returns to the Ohio River, 

4.3 Plant Operating Data 

Plant operating parameters that might have had an effect on 

the impingement or entrainment rate were recorded on the sampling 

days. This included intake and discharge water temperatures, 

station load, de-icing status, number of circulating water pumps 

in operation and traveling screens in operation. In addition, the 

following meteorological and river data were collected: air 

temperature, estimated wind speed and direction, cloud cover, 

barometric pressure and river stage. These data are contained in 

Appendix B in the NUS report (Volume I1 of this Demonstration). 

-35-
5. Impingement Study 

5.1 Purpose 

The impingement study was performed to monitor the number 

and types of fish impinged on the travelinq screens in the 

cooling water intake structure'. Pursuant to the study 

plan, field work was conducted for one year.by NUS from May 8, 

1978, to May 1, 1979. From these datarzstimates of annual numbers of fish impinged were extrapolated. 

5.2 Methods 

The methods used in the impingement field survey are contained in the section entitled, METHODS, of the NUS report, 

Volume 11 of this Demonstration Document.. That section discusses mode of sampling, frequency of sampling, sampling intervals, 

subsampli ng and voucher collections . 

5.3 Results 

The results of the impingement field survey are detailed in 

the section entitled, RESULTS, of the attached NUS report. These 

are summarized here. 

A total 1,535 fish were collected at Kammer Plant. Of.these, 

gizzard shad (Dorosoma cepedianum) composed 65 percent; emerald 

shiner (Notropus atherinoides), 14.3 percent; channel catfish ' 

(Ictalurus -punctatus), 5.3 percent. The total weight of the fish 

collected was 30.8 kilogram (66 pounds). Of this total, 26.1 

- percent by weight were gizzard shad, 176. percent were channel 

. catfish, 11.4n.percent were silver redhorse (Moxostoma anisurum) , 

-36-
8.8 percent were golden redhorse (M. - erythrurum) , 8.3 percent 

were carp, 4.6 percent were sauger (Stizostedion canadense) , 

and 4.3 percent were freshwater drum (Aplodinotus grunniens). 

Seasonal as well as diel (temporal) patterns were analyzed. 

Impingement rates were generally low except for one minor peak 

in October, and a higher, broader peak in November and December. 

Both peaks were due almost entirely to gizzard shad (Figure 5-1). 

Significant differences occurred between day and night 

impingement rates. The four-hour time blocks were compared using 

the large sample approximation, adjusted for ties of Friedman's 

two-way analysis of variance by rank (Hollander and Wolfe, 1973). 

The null hypothesis was rejected at p = 0.06 indicating that there 

is weak evidence for rejection. 

5.4 Annual Estimates 

Based on the 24-hour period and the 95 percent confidence 

limits, an annual estimate of fish impinged was extrapolated. An 

estimated 12,520 fish, with upper and lower confidence limits of 

21,290 and 3,750, respectively, were impinged over the year. 

-37-
.-I 

0 3 E -r 'N N 
6. Entrainment 

6.1 Purpose 

The entrainment study was also undertaken pursuant to the 

study plan to monitor the number and types of fish larvae that 

pass through the circulating water system of the Kammer Plant. 

Th-e field work was performed by NUS, concurrently with the 

impingement field work, and is reported in Volume I1 of this 

Demonstration. From these data, estimates of annual numbers 

of fish larvae entrained were extrapolated. 

6.2 Methods 

The methods used in the entrainment field survey are contained in the section entitled, METHODS., of the NUS report. That 

section discusses the sampling methodology, frequency of sampling, 

sampling intervals and sampling locations. Samples were collected 

between September 1978 and February 1979, but were not sorted due 

to the Frojected absence of entrainable larvae in this period. 

6.3 Results 

The results of the entrainment field survey are detailed in 

the section entitled, RESULTS, of the attached NUS report, and are 

summarized here. 

A total of 2,502 fish larvae* were collected from the 24 

sampling periods. Of these larvae, 61.1 percent were minnms 

and 33.8 percent were unidentifiable, while 2.6 percent were carp 

and 1.2 percent cluFeids. Eggs, unidentifiable larvae and walleye/ 

* 

~qq numbers were not reported by NUS, though esg densities were..

-39-
sauger predcaninated in May. Minnows, carp, and unidentifiable 

larvae abundant in June. Minnows and unidentifiable larvae 

’ were predominant in July. Herrings minnows and unidentifiables 

were predainant in August. 

Fish eggs were collected on only two occasions; on 8-9 May 

when the mean egg density was 9.0/100 m3 and on 5-6 June when 

the mean egg density was 0.8/100 m3 

A peak larval density of 598.8/100 m 3 in the single-pump 

sample collected occurred on 3-4 July. Minnows constituted 

about 80 percent of this peak, while unidentifiables constituted 

most of the remainder. 

5.4 Annual Estimates 

Based on egg and larval densities and volume of water withdrawn from the Ohio River during sampling periods, total annual 

entrainment was extrapolated to an estimated 1nillion fish eggs 

and 181 million fish larvae. 

-40-
7. Impact of the Cooling Water Intake Structure 

on the Fish Populations of the River 

Coutant (1974) has suggested the following optimistically simplified six-step flow path for environmental imFact analyses: 

1. Source of Potential Biological Damage; 

2. Probability of Involvement; 

3. Probability of Direct Biological Damage; 

4. Probability of Population Damage; 

5. Probability of Community and Ecosystem Damage; 

6. Probability of Social Damage. 

The last three steps, determining the probability of population damage, 

probability of community and ecosystem damage, and probability of - social 

impact, "are rarely possible" (Schubel and Marcy, 1978: 2351, and, in 

the present case, are impossible. Population d.ata do not exist to allow 

an estimate at Step 4 of the probability of damage to the population 

which is necessary in order to calculate damage at Steps 5 and 6. 

An alternative approach has been recanmended by U.S. EPA (1977) which 

makes use of a matrix as the basis for predicting the potential impact 

of cooling water intake structures. The matrix components include the 

ratio of cooling water flow to source water body flow, and the biological 

value of the adjacent source water (Figure 7-1). The latter is a summary 

of whether the area is a principle spawning ground, migratory pathway, 

nursery or feeding area, is highly populated, and/or is otherwise 

critical to any life history stage. For existing intakes, the determination of entrainment and impingement rates is considered sufficient 

to permit initial evaluation of impact. If these rates are found to be 

excessive, more extensive source water b.ody sampling is considered. 

.

-41-
I COOLIKC UATER FLOW I 

I (Relative to Source Water Body Segment) I 

1 I 

I BInLQCICXL I 1 I 

1 VALUE I HIGH I LOU 1 

-

I 

I 

High I 

I 

Yo 1 

1 

QuestFonable I 

1 

1 *. I I 1 

1 Low . I Questionable I Yes 1 

Figure 7-1. U.S. EPA Biological Value-Potential Decision 

Matrix for Best Intake Technology Available 

(U.S. EPA, 1977: 11). 

Table 7-1. Percentage 0:. fiiver Flow Circulated Through Rammer 

Plant* at Two Ohio River Flow Levels** 

Month Low Flow 

April 3.1% 

May 6.2% 

June 10.8% 

July -17.2% 

August 20.2% 

* 

Average Flow 

1.6% 

2.6% 

5.5% 

9.4% 

9.4% 

at full pumping capacity of -665mgd (1029 cfs) . 

** 

Flow data from Table 3-1 

LOW flow: flow equalled or exceeded 90% of time 

Average flow: floQ equalled or exceeded 50% of time 

. . I 

-42-
appropriate which would help put the losses in context (U.S. EPA, 

1977: 39). The Study Plan implemented here was designed. to 

accomplish the first goal, though it is also possible to benefit 

from other data sources to put losses in context. 

A matrix analysis is presented in the following paragraphs despite 

misgivings as to its appropriateness in evaluating an intake which has 

been operational for a number of years, as at Kammer Plant. In such 

an analysis, a low biological value could indicate a system highly 

stressed by water pollutants which might or might not be associated 

with power plant operation. A high biological value, however, could 

lead one to conclude that the potential for harm is great. In either 

case, power plant operation could be implicated. However, at Kammer 

this Catch-22 situation is not as likely as it could be elsewhere because of availability of other long-term background data, as discussed 

later in this section. 

The Kammer Plant circulates 665 million gallons per day (1029 cfs) 

of river water to meet its condenser cooling demand at its nameplate 

design full load of 675 MWe. The river flows at the plant during the 

ichthyoplankton period are presented on a monthly basis in Table 7-1. 

This table also shows the percentage of the river circulated by the 

plant based on full cooling water flow (1029 cfs). A worst-case 

concurrence is given of maximum cooling water flow with low river flow 

(flow equaled or exceeded 90% of time), as well as with average flow 

(flow equaled or exceeded 50% of time). 

* The late June-early July peak entrainment abundance in 1978 , 

corresponds with 'longer-term river ichthyop'lankton study data 67 

-43-
miles upstream around Samis Plant where peak abundance has been 

observed by WAPORA (1977-1979) in June (1976, 1977) , and July (1978). 

WAPORA also reported that no overall difference existed between crossriver trans ect sta tions . 

During the pe.ak density period (June and July), the long-term 

average flow through the plant is between 5.5% and 9.4% of the river 

flow for that period (Table 7-1). At lower flows occurring less than 

10 percent of the time) in this period, the percentage of flow circulated rises to between 10.8% and 17.2%. It can also be seen from 

the above data that during the entire May thru August period when 

ichthyoplankton are present, the plant circulates a low percentage of 

the river flow. The plant circulates only 16% of the river flow 

during the seven-day, once in ten year low flow of 6,600 cfs. 

Regulatory agencies usually assume 100% mortality (e.g. , U.S. 

EPA, 1977: 341, based on reviews of the literature. (The most current 

widely available review being that by' Schubel and Marcy, 1978.) For 

purposes of calculating losses, this Demonstration also assumes 100% 

mortality. However, a recent critical review by Ecological Analysts 

(1979) allows a different conclusion. (This EA report was submitted 

to U.S. EPA Region I11 on 14 May 1980 as an Addendum to: Philip Sporn 

Plant Demonstration Document for P.L. 92-500 Q 316(b) .) When entrainment studies with faulty design or incomplete or unsubstantiated data 

were excluded from consideration, survival estimates improved 

markedly (Table 7-2, from EA, 1979). This strongly suggests that 

the assumption of 100% mortality at Kammer Plant is unrealistic. 

-44-

I 
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-46-
Studies ‘by WAPORA (1971-1979) cannot answer the matrix question 

of the biological value of the Hannibal pool. However, in view of more 

general considerations, it is possible to make broad statements 

about its value. The river has long since ceased to be a migratory 

route for any species because of the construction of dams completed 

in 1929. Habitat does not seem to vary significantly within the pool, 

except as it is affected by location in either the more free-flowing 

upper pool reaches or the relatively more impounded lmer pool reaches. 

As such, no particular area can be considered a principal nursery or 

feed area, nor otherwise critical to any life history stage. As for 

population levels, they cannot be established in the Hannibal pool 

from WAPORA data. However, the EPA lock studies show that population 

levels in locks at upper Ohio River locks are increasing, and the 

relative abundance of pollution tolerant species has not increased 

(Preston and White, 1978). 

It is unknown whether this increase in lock fish populations reflects the overall improvements in the Hannibal pool, though this 

seems likely. While sampling in locks may bias those species which 

prefer the lock environment over that in the pool, the increase over 

the years most likely reflects enhanced water quality which has 

occurred in the pool environment as well. Thus, the lock samples are 

best considered as indicators of improving conditions, rather than as 

absolute indications of the species composition or density in the 

pool environment. Whether these likely increases in population 

above are enough to offset the other suggestions of low biological 

value, i.e., the area being neither a migratory pathway, nor a principle spawning ground or nursery area, is speculative. 

-47-
If the Hannibal pool were considered of high biological value, 

the matrix conclusion would be that the intake structures are 

questionably the best technology available, but even with this worstcase conclusion, the previously discussed mitigating factors reduce 

potential impact. In summary, these factors include an indication of 

increasing health of the river during the period of plant operation 

and the absence of unique ecological features in the plant vicinity, 

the low percentage of water circulated through the plant, the relatively 

uniform distribution of ichthyoplankton in the river, the likelihood 

of appreciable entrainment survival, and the low numbers of fish impinged 

Milburn and Ginsberg (1978) of U.S. EPA Region V have stated: 

"We are not even close to a judicial pronouncement on. . .the defintion 

of 'adverse environmental impact' (or 'minimizing it'). . .." A 

"preponderance of the evidence" (Milburn and Ginsberg, 1978) will not 

be used here to try to answer the question of "significance" of 

adverse environmental impact question. Instead, the alternatives to 

the present technology will be addressed that might conceivably 

minimize the effect of the existing intake structure, keeping in mind 

the definition of best available technology. This is done in the 

following section. 
8. Possible Alternatives to the Existing Facility and Operation 

The circulating water system of the Kammer Plant was discussed 

in Section 4; and the numbers and annual estimates of- fish impinged 

and entrained are given in Section 5 and Section 6. In order to 

reduce the numbers of organisms impacted by the circulating water 

system, either the operation of the. facility or the facility itself 

would have to be altered; This section discusses the alterations 

that appear to be available. 

8.1 Operational Alternatives 

8.1.1 De-Icing Operation 

De-icing may contribute to impingement by concentrating 

fish in the warm water used for de-icing in front of the intake 

structure; however, current de-icing practices at the Kamer 

Plant use minimum de-icing. De-icing practices have been outlinedin Section 4.2.3. De-icing is the only practical means to ensure 

uninterrupted cooling water flow when ice can begin to form in 

front of the intake or on the intake equipment. 

8.1.2 Reduced Pumping of Circulating Water 

The reduction of circulating flows has been generally accepted 

as a means of reducing impingement and entrainment rates (U.S. EPA, 

1976; Schubel and Marcy, 1978). The reduction of flow at a oncethrough power plant can be accomplished in one of two ways: first 

by reducing the amount of water flowing through the plant and 

thereby further increasing the temperature of the cooling water, 

. or by using a recirculating cooling system and only removing’ make- . 

. up water from the river. Closed-cycle cooling, the second option, 

-49-
will be discussed in a later section of this report. 

When evaluating the employment of technologies to reduce 

impingement and entrainment losses, the feasibility of reducing 

river water withdrawal rates and intake velocities must be considered. One possible means of reducing the cooling water flow 

throuqh the plant is by operating the plant's condenser ,cooling 

water systems with'one circulating water pump per unit instead of 

two pumps per unit, which is the normal operating mode. However, 

when operating with just one circulating water pump, significant 

generation and performance penalties could occur. To evaluate 

these losses, a series of tests were performed at the six-unit, 

1284 MW Clifty Creek Station (R.M. 560) by engineers of the 

Indiana-Kentucky Electric Corporation to determine the magnitude 

and resulting costs of these penalties. Characteristics of 

Clifty Creek Station are given in Table 8-1. 

Cliftv Creek Station Cost Studv 

The tests were performed at increments of 10Fo in .inlet water 

temperature and compared actual operating conditions (generation, 

condenser back pressure, cooling water flow, and temperature rise) 

for test situations involving one-pump and two-pump operation. 

These tests at Clifty Creek Station disclosed that one-pump 

operation produced losses in both generation and thermal performance 

with the more significant losses occurring at the higher inlet 

water temperatures (Table 8-21. . In a monetary sense and on a 

plant basis for Clifty Creek Station, these combined losses would 

' 'amount to approximately $6,000 per day/per unit at 80°F inlet 

-50-
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-52-
water temperature with the smallest loss of approximately $750 

per day per unit occurring at 45OF inlet water temperature. The 

operating parameter that influences these losses is, of course, 

condenser back pressure, which when increased, as is the case 

during one-pump operation, will adversely affect a steam turbine's 

capacity to do work and also the turbine cycle thermal efficiency. 

Subsequent tests performed when the inlet water temperature was 

above 80°F forced reductions in excess of 50 MW having in order 

to stabilize the unit. 

Calculated condenser cooling water flow rates during these 

tests at Clifty Creek Station revealed that the flow was reduced 

by an average of 69,800 gpm per unit when each unit operated with 

one circulating water pump. As a result of the reduced cooling 

water flow, intake velocities at the trash grills, intake gate 

openings, and traveling screens would be reduced approximately 

42 percent. Also, the cooling water temperature differential 

across the condenser increased an average of approximately 9Fo 

when operating with one circulating water pump. 

It is realized that the Kamer Plant units are slightly 

smaller in size, and that they might experience different losses 

in efficiency, and other factors. Nevertheless, the Clifty Creek 

Station results can give an order of magnitude approximation of 

the costs which might be incurred for similar restrictions at 

Kammer Plant. Disregarding cost, the increase in temperature 

resulting from reduced pumping might conflict with the NPDES 

pernit temperature restrictions and lead to higher mortality of 

-53-
entrained organisms exposed to higher temperatures. Also, while 

decreasing the flow would reduce the intake velocity, it already 

averages less than the 1 fps recommended by U.S. EPA (1976) guidelines, so that little might be gained from a further velocity 

reduction. 

8.2 Design Alternatives 

There are many papers written on the state of the art of 

intake design (Marcy and Dahlberg, 1978; U.S. EPA 1976; Hanson, 

et al., 1977; Richards, 1978; Sharma, 1978). Table 8-3 provides 

a listing of all intake types that are discussed in the scientific 

literature, both practical and experimental. The applicability 

of these designs to the Kammer Plant has been considered by the 

Company. Discussed below are the various alternatives considered 

during the screening study. 

8.2.1 Stationary Screens 

The stationary type screen would be impractical because of 

debris removal problems. This type screen is used in areas where 

debris is not a problem, and therefore, is not feasible at Kammer 

Plant where high debris loads are a common occurrence. 

8.2.2 Perforated Pipes 

Perforated pipe intakes have not been fabricated with 

fine perforations. The availability of wedgewire screens makes 

the similar, perf orated pipe intake undesirable. A perforated 

pipe intake would not afford any advantage over a wedgewire intake, which is discussed in more detail below. 

-54-
h 

03 

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-55-
8.2.3 Drum Screens, Rotating Disc Screens, Horizontal 

Traveling Screens and Inclined Plane Screens 

These screens are not considered feasible because they do 

not offer any advantage over traveling screens and are not suited ' 

for areas with wide ranges of water levels. Horizontal traveling 

screens and inclined plane screens are both in the experimental 

stage. Drum screens and rotating disc screens have not been used 

to filter comparably large quantities of water. None of these 

designs have used fine mesh for such large capacity systems. 

8.2.4 -Filtration Type Intakes -

Filtration intakes include rapid filter beds, radial well 

intakes, and porous dike intakes. According to Marcy and Dahlberg 

(1978), application of these technologies to a power plant circulating a large volume of cooling water is limited by economic 

infeasibility (radial well, rapid filter beds) unproven reliability 

(porous dike), and/or adverse ecological side effects (rapid 

filter bed). Thus, these technologies are considered inviable 

options at Kammer Plant. 

8.2.5 -Trash Racks 

Trash racks would not protect aquatic life because of the 

wide spacing and heavy construction. 

8 - 2.6 Behavioral Barriers 

As shown in. Table 8-3, behavioral barriers would not protect 

ichthyoplankton and have not been demonstrated as effective in 

any configuration that is feasible for Kammer Plant. These ' 

4 

, barriers are, therefore, not considered a justifiable alternative 

to the existing intake. 

-56-
8.2.7 -Cylindrical Wedgewire Screens 

The American Electric Power System has substantial experience 

in the use of wedgewire screens for river water makeup systems at 

some of its tower cooled units. Johnson wedgewire screens have 

been used for that purpose at the Big Sandy Plant (18.96 flop?) 

since 1963. Similar perforated pipe intakes have been used at 

the Nitchell Plant (25 mgd) and at the John E. Amos Plant, Units 1 

and 2 (43.3 mgd) . AEP currently is installing Johnson wedgewire 

screens in the river water makeup structure at Mountaineer Plant 

(21.7 mgd) , and plans to install these screens at the plant to be 

constructed in Rockport, Indiana (42.5 mgd). There thus can be no 

doubt as to AEP's commitment to wedgewire screen technology where 

its use is both appropriate and feasible. However, screens of a 

size to preclude larval entrainment (0.5-1.0 mm) would be in 

serious jeopardy when debris loads are high, as on the Ohio River. 

Furthermore, the cost of the Mountain5er intake system 

(including screens, river water makeup pumps, motors, other 

materials, and labor for pipes) was about $750,000 to supply a 

cooling water volume about 1/15 of that of that experienced with 

the once-through cooling units at Kammer Plant. While costs would 

not be directly proportional to size, an order of magnitude increase in cost may not be unreasonable. 

8.2.8 Ristroph Screens 

White and Brehmer (1977) have reported that Ristroph screens 

.provide an average survival rate of 93.3% at the Surry Power Station. 

The feasibility and costs associated with installing a Ristroph 

-57-
Screen System was investigated for the four units making up the 

1040 MWe Tanners Creek Plant, located downstream of Kammer Plant 

at R.M. 494. Characteristics of Tanners Greek Plant are given 

in Table 8-1. 

Tanners Creek Plant Cost Study 

In order to perform an engineering cost study of the 12 

traveling water screens designed for fish protection ,at Tanners 

Creek, it was necessary to establish certain important design 

parameters. These designs considerations are : 

1) Fish size--The designed system was not intended 

to protect any fish other than those already impinged on the existing screens. Those presently 

being impinged are generally young of the year 

able to pass through the 2-inch openings in the 

trash racks. 

2) Velocity--In the conduit necessary to return impinged 

fish safely to the river, an average velocity of 

9 feet/second or less, and a conduit water depth 

of 2.8 inches (the depth of the Ristroph screen 

basket) or more was considered acceptable. 

3) Temperature increase--Impinged fish being returned 

to the river should not be place6 into the warmest 

portion of the cooling water discharge plume. A 

compromise between fish return conduit costs 

(largely determined by required length of run) 

and an’ acceptable location for impinged fish return 

-58-
to the river was necessary. These concentrations 

led to a design return at the 7F0 isotherm. 

The preliminary design at the Tanners Creek Plant resulted 

in a plan which would require purchasing 12 new traveling screens 

equipped with fish protection hardware. The condition of the 

existing screens would not allow the screens to be retrofitted 

with the Ristroph arrangement and operated cn a continuous basis, 

without significant mechanical problems. It is anticipated that 

continuous screen operation to protect fish would probably be 

required at- least two months of the year. 

A fish handling system to return impinged fish safely to the 

river would also be required. The preliminary design considered 

the use of two spiralled troughs to lower the fish from the 

machinery levels of the screen houses to the approximate river 

level. After the elevation drop, a trough to return fish to the 

river at a point approximately 500 ft. downstream of Unit 4's 

circulating water discharge would also be required. 

The engineering cost estimates for the above fish protection 

system include material and labor costs for removal of 12 existing 

traveling screens, installation of 12 new fish protection screens, 

necessary screenhouse modifications, and fish return troughs. The 

cost estimates do not include casts of increased maintenance to 

be expected due to continuous screen operation during certain times 

of the year. 

The total material and labor cost estimate for the previously 

described, variation of a Tanners Creek fish protection system is 

$2,275,000. An indeterminant amount of qeneration would be lost 

durinu the modification. 

-59-
This feasibility study gives an order of magnitude estimate 

of the expense that might be incurred should a similar modification be proposed for Kamer Plant. The exact cost of modifications would be. dependent on site-specific characteristics, 

though considering the larger number of screens at Tanners (12 ­

vs 9 at Karnmer), costs for similar alteration could be less. 

8.2.9 Fish Collector 

The use of various other fish collection/fish handling devices have been tried by various utilities. These mostly have 

been used in conjunction with louvered screens (U.S. EPA, 1976; 

Mussalli et al., 1978; Richards, 1978) and the previously discussed Ristroph screens. Since there is not enough room in the 

present screenhouse for any of the collection devices for the 

screens in the Kammer Plant, the screenhouse would have to be 

almost completely replaced to incorporate such a system. 

8.2.10 Closed Cycie Cooling 

Another means of reducing pumping to minimize entrainment 

would be to backfit a closed cycle cooling system with cooling 

towers. The Muskingum River Plant Section 316 (a) demonstration 

report by Ecological Analysts, Inc., (1978) provides a. detailed 

cost analysis of backfitting onto a power plant containing four 

similar units with mechanical draft cooling towers, natural draft 

cooling towers and .spray canal cooling. Characteristics of 

Muskingum River Plant are given in Table 8-1. 

-60-
Muskingum River Plant Engineering/Cost Study 

Detailed engineering estimates have been prepared of the 

costs of backfitting four units of this 876 MW Ohio Power Company 

plant. These costs may be used as a rough estimate of backfitting costs at Kammer Plant. The capital costs of a backfitted natural-draft cooling tower system on these four Ohio 

Power units was estimated at $35,190,000 in 1977 dollars. Including the cost of generating capacity required to replace that 

capacity lost through operation of the cooling towers, the total 

capital costs of natural-draft cooling towers was estimated at 

$55,830,000. Similarly, the total capital costs associated with 

a backfitted mechanical-draft cooling tower system was estimated 

at $58,892,000. The spray canal cooling system would involve a 

total capital cost of $40,162,000. 

-6 1-
9. Summary and Conclusions 

This report has. presented facts relevant to determining whether 

the existing Kanuner Plant cooling water intake structure represents 

the best technology available commercially at an economically 

practicable cost for minimizing adverse environmental impact. The . 

description of the plant and the Ohio River in the vicinity of the 

Kammer Plant provides a perspective fran which to evaluate the numbers 

of fish impinged and ichthyoplankton entrained, 

Of the 1,535 fish impinged, 65% were gizzard shad, 14.3% were 

emerald shiner, and 5.3% were channel catfish. The annual estimate 

based on these collections indicated a total of 12,520 fish were impinged (95% confidence limits of 3,750 to 21,290). Entrainment 

co1:lections contained 2,502 larval fish. Of these, 61.1% were minnows, 

33.8% were unidentifiables, 2.6% were carp, and 1.2% were herrings. 

The annual estimates based on these collections indicate 1 x lo6 fish 

eggs and 181 x 1 06 

were entrained. 

Because the Dlant uses only a small percentage of the river during 

periods of peak larval densities, and because the river is only 

moderate in biological value, there is not a potential for a large 

biological impact. Sufficient population. data do not exist for 

quantitative comparison to impingement and entrainment estimates so 

that the precise significance of environmental impact cannot be 

quantitatively answered in terms of population dynamics. Nevertheless, 

the continuing improvement in the Ohio River fish fauna,.including 

the .Hannibal pool vicinity (Preston and White, 1978) supports the 

position that the Kammer Plant intake structure is not causing an 

adverse environmental impact. 

-62-
The alternatives to the existing structure and operation that 

would minimize any impact have been reviewed in this report; and 

none are economically feasible, considering the engineering difficulties 

and marginal environmental gain that might be achieved. 

The intake structures have intake velocities which average less 

than 1 fps. These velocities fall within the guidelines provided by 

U.S. EPA (1976) and are unlikely to be responsible for impingement; 

therefore, further reduction seems unwarranted. 

Other possible operational changes that have been cited as possibly 

minimizing impingement and entrainment rates are reduction of de-icing 

and reduction of cooling water withdrawal rates. De-icing is currently 

operating on an as needed basis and cannot be reduced further. And, 

the reduction of cooling water withdrawal rates has been shown to be 

costly because of reductions in plant efficiency. Reduced flow would 

also elevate discharge temperatures. 

Among the design modifications considered were stationary screens, 

perforated pipes, drum screens, rotating disc screens, horizontal 

traveling screens, inclined plane screens, filtration type intakes, 

trash racks, behavioral barriers, cyclindrical wedgewire screens, 

Ristroph screens,. and fish collectors. All would require major and 

very costly redesign and reconstruction of the intake structure, 

even if feasible, which some are not. These costs are far in excess 

of any benefit that could be obtained by such a modification. 

Closed cycle cooling, the most expensive alternative, would reduce the impact of both entrainment and impingement but its excessive 

cost also appears to far outweigh any benefit incurred. -. 

-63-
Based upon the above considerations, any scheme of alteration to 

either the existing intdke structure or present operation would incur 

costs that are disproportionate to the reduction in impact and are 

not environmentally warranted. It is the conclusion of the Company, 

based upon the facts, research, physical constraints, and economics 

presented in this report, that the existing Kammer Plant cooling water 

intake structure represents the best technology available at the time 

this plant was designed, and also at the present time, for minimizing 

adverse environmental impact. 

-6 4-
10. References Cited 

American Electric Power Service Corporation. 1978. Final Environmental Assessment Report: Temporary Coal Dock at Kammer Plant and 

an Extension of the Mitchell Plant Coal Dock, Cresap, Marshall 

County, West Virginia. 'AEPSC, 55 pp + Fig + Tab. . 

Coutant, C. C. 1974. Opening Remarks at Entrainment and Intake 

Screening Workshop: Evaluation of Entrainment Effect, p. 1-11, 

in: L. D. Jensen (ed), Second Workshop on Entrainment and Intake 

Screening. The Johns Hopkins Univ., Dept. Geogr. and Env. Eng. 

Rept. No. 15, 347 pp. 

Ecological Analysts, Inc. 1978. Muskingun River Plant Section 

316(a) Demonstration Report (Units 1-4). Vol. I. Prepared for 

Ohio Power Company. 

Ecological Analysts, Inc. 1979. An Assessment af the Potential for 

Ichthyoplankton Entrainment Survival at the Muskingum River Plant. 

Prepared for AEPSC by Ecological Analysts, Inc- , Middletown, NY 

Hanson, C. H., J. R. White, and H. W. Li. 1977. Entrapment and 

Impingement of Fishes by Power Plant Cooling Water Intakes: An 

Overview. Mar. Fish. Rev. -39(10) : 7-17.

Hollander, M., and D. A. Wolfe. 1973. Nonparametric Statistical. 

Methods. John Wiley & Sons, NY, 503 pp. 

Yarcy, B. C., Jr., and M, D. Dahlberg. 1978. Review of Best Technology Available for Cooling Water Intakes. Prepared for Dept.

Water and Power, City of Los Angeles. NUS Corp-, Pittsburgh, PA. 

90 PPMarcy, B. C., Jr., A. D. Beck, and R. E. Ulanowicz. 1978. Effects 

and Impacts of Physical Stress on Entrained Organisms, p. 135-3.88, 

in: J. R. Schubel and B. C. Marcy, Jr. (ed ] , Power Plant Entrainment: A Biological Assessment, Academic Press, NY. 271 ppMilburn, G. S., and G. C. Ginsberg. 1973. Regulatory Developments 

in Section 316(b), p. 11 - 20, in: L. D. Jensen (ea), Fourth 

National Workshop on Entrainment and Impingement. Ecological 

Analysts, Inc., Melville, NY, 424 pp. 

Mussalli, Y. G., E. P. Taft, and P. Hoffman. 1978. Engineering 

Implications of New Fish Screeninq Concepts, p. 367-376, in: 

I,. n. Jensen (ed), Fourth National TilorkshoD on Entrainment and 

Impingement. Ecological Analysts, Inc. 424 pp. 

Qhio River Vallev Water Sanitation Commission (ORSANCO) . 1962. 

Aquatic Life Resources of the Ohio River. Cincinnati, Ohio. 

* 218 pp. 

ORSANCC). 1974. Daily Flows of the Ohio River, 1352-1974. 

Cincinnati, Ohio 

-65-
-- 

Preston, H. R. and G. E. White. 1978. Summary of Ohio River 

Fishery Surveys, 1968-1976. U.S. Environmental Protection Agency. 

Region 111. Phila., Pa. 35 pp. 

Richards, R. T. 1978. Present Engineering Limitations to the 

Protection of Fish at Water Intakes, p. 415-424, in: L. D. Jensen

(ea), Fourth National Workshop on Entrainment and Impingement.

Ecological Analysts, Melville, NY. 424 pp. 

Schubel, J. R., and B, C. Marcy, Jr., ed, 1978. Power Plant Entrain-

. ment: A Biological Assessment. Academic Press, Inc., NY. 271 ppSharma, R. K, 1978. Larval Exclusion Systems for Power Plant Cooling

Water Intakes: A Synthesis of Views, p- 235-237, in: R. K. Sharma 

and J. B. Palmer (ea), Larval Exclusion Systems for Power Plant 

Cooling Water Intakes. ANL/ES-66, Argonne National Laboratory, 

Argonne, FL, 237 pp. -

Thornthwaite, C. W., and J. R. Mather. 1955. The Water Balance. 

Climatology -8(1) : 104. 

Trautman,.M. B. 1957. The Fishes of Ohio. 

Baltimore, MD 683 pp. 

U.S. Environmental Protection Agency. 1971. 

Collections and Water Quality Monitoring 

1963-1967. Cincinnati, OH. 

U.S. Environmental Protection Agency. 1974. 

Water Study. EPA-905/9-74-004. 

Ohio St. Univ. Press, 

Macroinvertebrate 

in the Ohio River Basin, 

Ohio River Cooling 

U.S. Environmental Protection Agency. 1976. Development Document 

for Best Technology Available for the Location, Design, Construction, 

and Capacity of Cooling Water Intake Structures for Minimizing 

Adverse Environmental Impact. EPA 44071-76/015-a. 263 pp. 

U.S . Environmental Protection Agency. 1977. Guidance for Evaluating 

the Adverse Impact of Cooling Water Intake Structures on the Aquatic 

Environment: Section 316(b) P.L. 92-500. Washington, D. C. 59 pp. 

U.S.G.S. 1971 . Water Resources Data for West Virginia. Part 1. 

Surface Water Records. Part 2. Water Quality Records. Charleston, 

W. Va. 201 ppWAPORA, Inc. 1971. The Effect of Temperature on Aquatic Life in 

the Ohio River: Final Report, July 1970 - September 1972. 151 ppWAPORA, Inc, 1973. Continued Surveillance of Thermal Effects of 

Power Plants Along the Ohio River, 1972. 68 pp. 

. WAPORA, Inc.. 1974. 'Continuing Ecological Studies of the Ohio River, 

1973 (Draft) .' 

-66-
WAPORA, Inc. 1977. Continuing Ecological Research on the Ohio 

River, 1936: Population and Spawning Studies. Cincinnati, 

Ohio. 271 pp. 

WAPORA, Inc. 1978. 1977 Ohio River Ecological Research Program: 

Temporal and Spatial Distribution Patterns of Adult and Larval 

Fish. Cincinnati, Ohio. 149 pp. 

WAPORA, Inc. 1979. Ohio River Ecological Research Program: 1978, 

Cincinnati, Ohio. 246 pp. 

Westinghouse Environmental Systems Department. 1976 . Kammer 

Power Plant Thermal Discharge Study, 3 volumes. Pittsburgh, 

PA . White, J. C., Jr., and M. L. Brehmer. 1977. Eighteen-Month Evaluation of the Ristroph Traveling Fish Screens, p. 367-380, in: L, D, 

Jensen (ea), Third National Workshop on Entrainment and Impingement. Ecological Analysts, Inc. 425 pp. 

-67-
Appendix A 

Proposed 316(b) Study Plan 

1. 

2. 

, 
tiguously excq!t; vhen inprectical (i,e. y net blockage, 

1 debris, etz.1. 

nethod chosen viil be decided 3:~tho peo?le perforzing tke 

SazipJlilnlg period. 


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