Philip Sporn Plant Demonstration Document 

for P.L. 92-500 316(b) 

Appalachian Power Company 

and Ohio Power Company 

of 

The American Electric Power System 

Environmental Engineering Division 

American Electric Power 

Service Corporation 

P. 0. Box 487 

Canton, OH 44701 

March 7, 1980 

Compiled by: J. H. Balletto - NY 

H. W. Brown - OH 
Table of Contents 

Page 

Volume I 

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

2 . Introduction .................... 

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

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

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

3.1’ The Plant Locale ................ 

3.2 Hydrography .................. 

3.3 Bathymetry ................... 

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

3.4.1 Fish .................. 

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

4 . Philip Sporn Plant Description ........... 

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

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

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

4.2.2 Circulating Water Tunnels and Condensers 

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

4.2.4 Traveling Screen Operation ....... 

4.2.5 Residence Time of Cooling Water ..... 

4.3 Plant Operating Data .............. 

1 

4 

4 

6 

7 

7 

9 

13 

16 

16 

20 

23 

23 

25 

28 

31 

32 

34 

34 

38 
Table of Contents (cont'd) 

Page 

Volume I1 

Appendix B - Philip Sporn Plant Fish Impingement and 

Entrainment Studies. ........... 

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

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

Impingement ............' ....... 2 

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

Plant Operating and Field Data. ........ 7 

Results. ...................... 10 

Impingement .................. 10 

Catch Composition. ............ 10 

Seasonal Occurrence. ........... 18 

Diel Occurrence. ............. 21 

Annual Loss Estimates . .......... 22 

Relation of Fish Impingement to Prevailing 

Conditions ............... 24 

Entrainment .................. 24 

Catch Composition. ............ 24 

Estimates of Ichthyoplankton Entrained . . 30 

References ...................... 33 

Appendix A - Philip Sporn Plant 

Appendix B - Philip Sporn Plant 

Field Data 

Appendix C - Philip Sporn Plant ., 

Appendix D - Philip Sporn Plant 

Velocity Studies 

Impingement Data 

Operating and 

Entrainment Data 

Intake Water 
1. Executive Summary 

In response to requirements contained in Part I11 of NPDES Permit 

No. W 0001058 for the Philip Sporn Plant, a field study was performed to monitor the numbers of fish impinged and of larval fish 

entrained. This report summarizes these results and presents methods 

that may 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 environs of the plant 

and a description of the plant itself. 

The Philip Sporn Plant, a 1050 megawatt (MWe) coal-fired electric 

generating plant, is located on the Ohio River (River Mile.242') near 

New Haven, West Virginia and across the river from Racine, Ohio. 

This facility is owned by Appalachian Power Company and Ohio Power 

Company (the "Company") and is operated by the Central Operating Company. The plant utilizes once-through coolis and has a vertical --_1__-__

. A-.---. 

traveling screen intake structure. \ -'*,,,,,.-..-.-- -

The Ohio River contains a series of locks and dams which cause 

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

from when the river was free flowing. Highest flows qccur from 

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

October. The annual mean flow of 48,000 cubic feet per second (cfs) 

is exceeded approximately 35% of the time while the river flow is below the critical low flow of 7,700 cfs (minimum 7-day once in 10-year 

flow) 9.2 percent of the time. A monthly flow distribution table, 

and a flow duration curve are provided. 

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I 

Fisheries studies in the Ohio River from.1957 to 1978 show the 

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

Abundant fish are gizzard. shad, skipjack herring, carp, carpsucker, 

channel catfish and emerald shiner. Sauger, white bass and channel 

catfish appear to be the more important game fish. 

The impingement study resulted in 4,288 fish being collected. 

The most abundant were gizzard shad, freshwater drum, channel catfish, 

emerald shiner, white crappie and bluegill. Estimates, based on the 

collections, indicate-a mean of 52,136 fish were impinged between 

May '1978 and Nay 1979. 

A total of 2,289 larval fish were collected during the entrainment study encompassing March through August, 1978. The number of 

ichthyoplankton per 100 m3 ranged from 0 to 314.7. Suckers, walleye/ 

sauger, unidentifiable larvae and eggs predominated in May. Carp, 

cyprinids, freshwater drum, unidentifiable larval suckers, white 

sucker, and eggs were abundant in June. Cyprinids, freshwater drum, 

unidentifiable larvae and eggs were predominant in July. Freshwater 

drum was predwainant in August. Estimates, based on fish densities 

and cooling water usage, indicate 113.9 million fish eggs and larvae 

were entrained from 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 

2.0 and 11.7 percent of the river flow. 

Other possible alternatives to the existing facility and/or its 

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

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

-2-
minimum and only performed when the river temperature drops to 38F 

and ceases when the river temperature rises above this temperature. 

The reduction of cooling water flows has also been suggested as 

being a method of reducing both impingement and entrainment rates. 

At the Clifty Creek Station a plant similar, but larger, than 

Philip Sporn Plant, it has been shown to be an undesirable alternative because of economics, lost generation and increased heating 

of the cooling water. 

The other alternative discussed here axe 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 concludes that the existing intake at the Philip 

Sporn Plant represents the best technology available commercially at 

an economically practicable cost for minimizing adverse environmental 

impact. 

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1 

2.0 'Introduction 

2.1 Legal and Permit History 

1 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 adverse environmental 

impact. 

The FWPCA was substantially amended in 1977, nm generally known as 

a the Clean Water Act ("CWA") ; however, Section 316 (b) was not changed. 

In 1976 the United States Environmental Protection Agency ("USEPA") 

promulgated regulations, 40 CFR gj$ 402.10-402.12, to implement Section 

316(b). These regulations were appealed by the Company and others to 

1' federal court. The U.S. Court of' Appeals for the Fourth Circuit, in 

1 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, 

I 

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) . 

The January 16, 1975, permit for the Philip Sporn Plant (NPDES 

Permit No. WV 001058) contained Special Condition No. 1 which stated: 

Six months after effective date, the permittee shall 

submit to the Regional Administrator a specific study 

program f.or monitoring impingement and entrainment 

effects at the plant intakes. The study should include 

provisions for estimating the total number, weight, an? 

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I 

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. 

A study plan was submitted to U.S. EPA Region I11 on August 7, 1975, 

though following discussions with that office, a revised study plan 

was submitted on March 3, 1977, and approved on March 29, 1977. The 

study plan as revised and the U.S. EPA approval are included here as 

Appendix A. In accordance with that approved study plan, the Company 

hereby submits this 316 (b) demonstration. 

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2.2 Technical Background 

The purpose'of the present study was to make estimates of 

the annual impingement of fish and estimates of the annual entrainment of fish larvae at the Philip Sporn Plant. After reviewing the available studies in 1975 and considering the statistical and economic factors, a study plan was developed that was 

felt to provide the data necessary to fulfill the purpose of the 

study in an economically practical manner. Negotiations with 

U.S. EPA Region I11 resulted in the approval of this study'plan. 

The present study performed from May, 1978 to May, 1979, provides estimates of impinged fish and entrained larvae based on one 

full year of field data collection. The study plan also provides 

for the collection of data that could possibly influence impingement 

and entrainment rates. The Study Plan 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 attached as Appendix B. 

Some background data were extracted from a Westinghouse Environmental Services Division (WESD, 1975) report which was successfully 

submitted to U.S. EPA Region I11 as a Philip Sporn Plant 316(a) 

Demonstration. 

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3. Site Environs 

3.1 The Plant Locale 

Appalachian Power Compqny and Ohio Power Company own, and the 

Central Operating Company operates, the Philip Sporn Plant, 

situated in western West Virginia near New Haven, and across the 

Ohio River from Racine, Ohio at River Mile 242. The communities 

within a radius of 15 miles have populations of 10,000 or less. The 

power plant is 25 miles southwest of Parkersburg, West Virginia 

(Figure 3-1). 

Although the heaviest rain in the region occurs in June, July and 

August, an occasional dry spell does occur in July or August. Normally, the lightest rain is in September, October and November. Prolonged hot weather is infrequent. 

The topography of the region near Racine is hilly. On either side 

of the Ohio River the hills rise up to elevations of over 800 feet 

above the river. The Ohio River at Racine has a pool elevation of 

538 feet: Philip Sporn Plant is 30 feet above the river. 

Philip Sporn Plant is located 4.5 miles below the Racine Locks 

and Dam. West Creek flows into the Ohio River 0.7 mile above the 

generating facility, and Little Broad Run flows into the Ohio River 

0.2 mile downriver from the ash ponds. The Baltimore and Ohio 

Railroad and Highway 33 form the landward boundary of the power plant 

site. 

Although there is some industry in the region (including the 

Foote Mineral Company), the concentration of industry is light compared to the highly industrialized regions upriver in the Ohio Valley. 

Kyqer. Creek Station is located about 18 miles downstream at River ., 

Mile 260. 

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Figure 3-1. Upper Ohio River Drainage Basin 

(From WESD, 1975) . 

-8-
3.2 Hydrography 

, At the Philip Sporn Plant, the Ohio River drains an area of 40,000 

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

West Virginia and Ohio. The principal tributaries are the Monongahela, 

Allegheny, Beaver, Muskingum, Little Kanawha and Hocking Rivers. 

Because Philip Sporn 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 Philip Sporn Plant is 

that it reflects the flow conditions of the Ohio River including 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, e.g., there are.16 reservoirs in the 

Muskingum River basin; (U.S. Geological Survey, 1971a). It is a primary objective of river 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 during 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 moisture like a reservoir, releasing 

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

-9-
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 runoff. 

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

River at New Haven, West Virginia (River Mile 241.6) 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 May. Occasionally 

(e10 percent of the time), river flow nearly equals or exceeds 100,000 

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 9.18 percent of the time, 

river flow was below the critical low flow of 7700 cfs (minimum 7-day 

flow once in 10 years). 

The Philip Sporn Plant is situated on the Gallipolis Pool Reach. 

There are no major tributaries that flow into the Ohio River between 

the Racine Dam and the Philip Sporn Plant. However, the Kanawha River 

flows into the lower portion of the Gallipolis Pool near Point 

Pleasant, West Virginia (River Mile 265). The Kanawha River drains 

over 12,000 square miles and has a substantial discharge, often more 

than 30,000 cfs (USGS, 1971b ). This large flow into the lower 

Galiipolis Pool causes discrepancies in pool elevation and river flow 

between one end of the pool and the other. If the pool elevation at 

Point Pleasant is the same as the pool elevation at the other end of 

.the pool. near.the Racine locks, then the flow at Point Pleasant may 

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-11-
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CUMULATIVE PERCENTAGE 

Figure 3-2. .Ohio River Duration Curve at New Haven, West Virginia 

. (January 1952 to July 1974) (From WESD, 1975;after 

ORSANCO, 1974) 

-12-
be as much as 70,000 cfs greater for pool elevations over 544 feet. 

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.) 

- .­

3.3 Bathymetry 

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

bottom profile is characterized by a rapid increase in depth (20 feet 

deep 100 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 25 and 30 feet. The power plant thermal'plume empties along 

the river bank where depths are between 10 and 20 feet. 

Approximately 6000 feet downriver from the power plant, Wolf Run 

empties into the Ohio River and 2000 feet beyond this is Bowman Run. 

There is a noticeable increase in the area that is less than 15 feet 

deep because of the sediment influx of both these creeks. There is 

also some infilling of the deeper portions of the river. Maximum 

depth of this portion of the river is 22 feet. 

-13-
AVERAGE RIVER VELOUTY ( FT/SEC) 

0.93 1.66 3.98 4.98 5.36 

400,000 

300,000 

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-A I RIVER CROSS SECTIONAL AREA 

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

Cross-Sectional Area (A) and Average Velocity at 

4 Philip Sporn Site (From WESD, 1975). 

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There is a bend in the Ohio River in the area where Wolf Run 

and Bowman Run flow into the Ohio River.. Normally, the river 

channel is located where .maximum flow and maximum current are confined. As a result of inertial motion, the stronger current is near 

the bank farthest from the center of the curve. This phenomenon 

causes scouring on the side with maximum flow and deposition of 

sediments on the low-flow side of the river. However, in this location, the sediment influx is too great and overcomes the scouring 

process, resulting in the infilling of the channel. The deepest 

part of the river, between 18 and 20 feet, thus is located near the 

center of the river and toward the convex bank (opposite of a normal 

situation). 

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, 

resulting in a decline in some species such as shortnose sturgeon, 

shovelnose sturgeon, paddlefish, yellow bullhead, blue catfish, walleye and silver lamprey, and an increase in the abundance of species 

tolerant of the changed water quality and preferring slow-moving, 

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, 

-16-
1962; WAPORA, 1971-1979). The only known study which has made long- 7 

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, 19621, 

and upper Ohio River lock studies in 1977 (Preston and White, 1978). 

Selectively 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 without 

changes in either species composition or relative proportions among 

species categories (e.g., cmercial, sport, forage, etc.). Preston 

and White (197 8) pointed out, however, that commercially valuable 

fishes increased significantly at the Gallipolis Lock relative to 

upper river lock collections. 

WAPORA (1971, 1973, 1974, 1977, 1978, 1979) has collected about 

60 fish taxa in the Ohio River and tributaries near Kyger Creek 

Station (Table 3-2), located about 18 miles downstream of Philip Sporn 

Plant. Data from studies at Kyger Creek Station represent the best 

available information for judging the fish likely to be in the Philip 

Sporn Plant vicinity. The most commonly occurring species collected 

during one or more years include emerald shiner, golden shiner, 

channel catfish, carp, gizzard shad, and freshwater drum. 

Ichthyoplankton (fish eggs and larvae) in the Ohio River have been 

studied for several years by separate investigators (Evans and 

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Table 3-2 

Adult and Juvenile Fish Taxa Cgllected By All Mepgds 

rjaar the Kyger Creek Station During 1970-1978 

An Asterisk Indicates Fish Collected in 1978 

I 

Scientific Name 

Lepisosteidae 

*Lepisosteus osseus 

Clupeidae 

*Alosa chrysochloris 

*Dorosoma cepedianum 

Hi odontidae 

*Hiodon alosoides 

*Hiodon Eergisus 

Cyprinidae 

Carassius auratus 

*Cyrinus carpio

Hybopsis aestivalis 

*Hybopsis storeiana 

Notemigonus chrysoleucas

*Notropis atherinoides 

*No*.ropi s Flennius 

Nqtropi s cornutus 

*Notropis spilopterus 

*Notropis stramineus 

*Notropis whipplei

Notropis volucellus 

*Notropis spp. 

*Subgenus Notropis

*Pimephales notatus 

Pimephal-es vigilax 

*Pimephales spp. 

*Semotilus atromaculatus 

Catostomidae 

*Carpiodes carpio 

"Carpiodes cyprinus

Carpiodes velifer 

*Carpiodes spp. or Ictiobus 

Catostomus commersoni 

*Hypentelium nigricans

*Ictiobus bubalus 

Minytrema me 1an ops 

*kmoxostoma erythrurum 

*Moxostoma macrolepidotum

*Moxostoma spp. 

Ictaluridae 

Ictalurus furcatus 

Ictalurus Katalis 

"Ictalurus nebulosus 

*Ictalurus punctatus 

Common Name 

Gars 

Longnose gar 

Herrings 

Skipjack herring 

Gizzard shad 

Mooneyes 

Goldeye

Mooneye 

Minnows 

Goldfish 

Carp

Speckled chub 

Silver chub 

Golden shiner 

Emerald shiner 

River shiner 

Common shiner 

Spotfin shiner 

Sand shiner 

Steelcolor shiner 

Mimic shiner 

Bluntnose minnow 

Bullhead minnow 

Creek chub 

Suckers 

River carpsucker 

Quillback carpsucker 

Highfin carpsucker 

SPP Carpsucker or Buffalo 

White sucker 

Northern hog sucker 

Smallmouth buffalo 

Spotted sucker 

Golden redhorse 

Shorthead redhorse 

Redhorses 

Freshwater catfish 

Blue catfish 

Yellow bullhead 

Brown bullhead 

Channel catfish 

-18-
*Lepomis 

Scientific Name 

Ictaluridae {continued) 

*Pv* lodictis olivaris

Cyprinodontidae 

. Fundulus diaDhanus 

Perci chthyidae 

*Morone Chrysops 

Centrarchidae 

LLeDomis cvanellus 

*Lepomis gibbosus 

Lepomis sulosus 

*Leiomis Gumilis 

macrochirus 

*LeDomis -mesalotis 

Micropterug dolomieui 

*Micropte rus punctulatus

*Micropterus salmoides 

*Pomoxi s annu laris 

*Pornoxis nigrornaculatus 

Percidae 

Ammocrypta pellucida

Etkeostoma nigrum 

Perca f lavescens 

*Percina caprodes

*Sti zostedion canadense 

*Stizostedion SDD. &L 

Sciaenidae 

*ADlodinotus srunniens 

Common Name 

Freshwater Catfish (continued) 

Flathead catfish 

. Killifishes 

Banded Killifish 

Temperate basses 

White bass 

Sunfish 

Green sunfish 

Pumpkinseed 

Warmouth 

Orangespotted sunfish 

Bluegill

Longear sunfish 

Smallmouth bass 

Spotted bass 

Largemouth bass 

White crappie

Black crappie 

Perches 

Eastern sand darter 

Johnny darter 

Yellow perch

Logperch 

Sauger 

Sauger - Walleye 

Drum 

Freshwater drum 

aKyger Creek Station is located about 18 miles downstream of 

Philip Sporn Plant 

bWAPORA, 1 97 0-1979 

C

Includes electrofishing, trawling, gill netting, hoop netting,

and seining in both tributaries and the Ohio River 

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Tartar, 1977; FJAPORA, 1977, 1978, and 1979). Larval densities 

were determined by both groups but at different locations. Very 

little direct evidence of spawning in the mainstream of the Ohio 

River has been found. Ichthyoplankton data are discussed in more 

detail in Section 6.3 and Section 7. 

3.4.2 Food Web 

U.S. EPA (1971) studied macroinvertebrates in the vicinity of 

the Philip Sporn Plant in September and November of 1965 and 1966, 

and in August and October of 1967. A series of studies by WAPORA 

(1971, 1973, 1974) detailed the interrel-ationships between phytoplankton, 

zooplankton, benthic macroinvertehrates, and fish around Kyger Creek 

Station, located within the Gallipolis pool about 18 miles downstream of Philip Sporn Plant. A U.S. EPA (1974) report summarizes 

many of these studies, as does SJESD (1975). 

'.: 

The feeding relationships among the major groups of organisms 

near Philip Sporn Plant are summarized in the food web presented in 

Figure 3-5. Benthos includes 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 to fishes, particularly gizzard shad and minnows. Benthic species are important food items for most fish except the gizzard 

shad. Many fishes are predators on other fishes, the most common prey 

species being gizzard shad, minnows and bullheads. 

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

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

-20-
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1 -21-
of adult fishes feed primarily on benthos. Especially important are 

insects including midges (Chironornidae) , 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 source for suckers. 

An adult fish which does not feed on benthos is the gizzard shad. It 

feeds on zooplankton and phytoplankton, particularly the diatoms. 

Several simple food chains can be extracted from the food web. 

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

sauger (Stizostedion ­canadense) i (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. 

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4. Philip Sporn Plant Description 

4.1 Power Plant 

Philip Sporn Plant (Figure 4-1) consists of five fossil-fueled 

electric generating units with a total design rated power output 

of 1050 megawatts (We). Specific characteristics of each unit 

are listed in Table 4-1. Approximately 2.55 x 10” kilowatt-hours 

of electrical power have been produced by the facility since 1950 

(through January 1980). 

Table 4-1 

NOMINAL OPERATING CHARACTERISTICS OF PHILIP SPORN PLANT 

Condenser 

Design Condenser Pump Temp. oRise 

Unit Startup Date -Rating(MWe) Flow Rate (gpm) (F 1 

1 Jan. 1, 1950 150.0 100,000 12.6 

2 July 1, 1950 . 150.0 109,000 12.6 

3 Aug. 1, 1951 150.0 100,000 12.6 

4 Feb. 1, 1952 150.0 100,000 12.6 

5 Dec. 31, 1960 450.0 321,000 12.2 

(from WESD, 1975) 

Production of electrical energy by the Rankine cycle requires that 

excess heat be rejected to complete the thermodynamic cycle. This 

is accomplished at Philip Sporn Plant utilizing a heat rejection 

system and once-through cooling. Cooling water is pumped from 

the Ohio River and is returned after flowing through the circulating 

water system. At a nominal rating of 1050 megawatts, approximately 

-2 3-
0 400 800 

c SCALE OF FEET 

Figure 4-1. Layout of Philip Sporn Plant Site 

(From WESD, 1975) 

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4.96 x 109 Btu/hr are discharged as reject heat to the Ohio River. 

Twelve circulating water pumps transport a combined total of 

1,038 million gallons/day (mgd) ( 1608 cfs) of Ohio River water 

through Philip Sporn Plant at design conditions. 

4.2 Circulating Water System 

The Philip Sporn Plant circulating water system utilizes six 

heat condensers to transfer heat from turbine exhaust steam to circulating cooling water. Units 1 through 4 each contain one turbine 

condenser while Unit 5 utilizes two turbine condensers to transfer 

reject heat to the water in the circulating system which is pumped 

fran the Ohio River through three intake screen houses in front of 

the power plant (Figure 4-2). Two of the screen houses are physically 

divided in half. Intake tunnels for Units 3 and 4 are housed in the 

upstream screen house. The middle screen house contains the intake 

tunnels for Units 1 and 2,and the downstream screen house contains 

the intake tunnels for Unit 5 (Figure 4-3). 

The section of the screen house for each unit contains three 

intake gates, three trash racks, three traveling screens except 

Unit 5 which has six intake gates, six trash racks and six traveling 

screens. 

4 

-25-
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4.2.1 Intake Structure 

The intake structure for Philip Sporn Plant consists of 

three separate screen houses. Units 1 and 2 share a divided 

screen house as do Units 3 and 4. Unit 5 has an individual screen 

house (Figure 4-2). The screen houses are situated directly on 

the river's edge. 

The intakes for Units 1 through 4 are identical and, only 

one unit is discussed. The Unit 5 intake will be discussed later. 

From the river, the water moves into the screen house 

through one of the three intake gates. The intake gates can be 

closed for dewatering of the intake structure. 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 from the screen house 

operating floor. 

After passing through the trash racks, the water is 

screened by traveling water screens, three per unit (see 

Figure 4--3),. A traveling screen is an endless belt of screen 

baskets or frames six feet wide and approximately two and a half 

feet high of #1$ W&M copper wire with 3/8 inch openings 

(Figure 4- 4). 

Units 1-4 intake water velocity as'-measured between the 

trash rakes and the traveling screens averages less than 0.5 fps 

(see Appendix B). The' motorized screens travel in a 

-28-
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---- 

STCRTER EQUIPMENT -

HOISTING DRUMS 

TAKE-UP CAPSTAN 

RAKE LOWERlNG DRUM 

SFEE 0'RE DUCTION 

OPERATING LEVERS 

CLUTCH LEVER 

HAND TRAVERSING MECHSM. 

CENTERING PIN 

SCREENS 

: SCREEK 

GUIDE 0 SEAL 

'. 

-.-- BOOT BAFFLE 

. _._..- INTAKE FLOW 

.- . ?ttANNEi- FOR TRASH GRiLL 

./ 

,/ 

FIGURE 4-4 

-29-
veTtical direction. Leaves, trash, twigs and any other objects 

small enough to pass through the trash racks and be collected by 

‘thescreen are removed from 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, collectilzg screen trash 

from each. The trash flume exits the north side of the Unit 3 

and 4 screen house, passes through the Unit 1 and 2 screen house, 

collecting the screen wash from those units and then passes 

through the Unit 5 screen house. Unit 5 does not wash into this 

common trash trough but has its own trash trough. The trash 

trough for Units 1 through 4 sluices the screen wash into the 

circulating water discharge. 

The intake for Unit 5 is similar to the intakes for 

Uxits 1 through 4. The screen house for Unit 5 is divided in 

half with each half serving one of the main condensers, The water 

for either half of the screen house enters through one of three. 

intake gates. This water flows through one of three trash racks 

of similar construction to those described for Units 1 through 4, 

After passing through tne trash racks, the water is 

screened by traveling water screens, three in each half of the 

UEit 5 screen house. The baskets in these screens are eight feet 

wide and approximately two and a half feet high of #14 W&I4 copper 

wire with 3/8 inch openicgs. 

Unit 5 intake water velocity, as measured between the 

trash racks and the travelinq screens, averages less than 1.0 fps 

(see Appendix B) . 

-30-
The Unit 5 trash trough passes in front of all six 

screens collecting the screen wash from each, exits the north side 

of the building and sluices its screen wash into the circulating 

water discharge separate from the common trash trough of Units 

1, 1 through 4. 

4 2 2 Circulating Water Tunnels and Condensers 

I. 

From the screens the water flows through individual 

intake tunnels, one for each of Units 1 through 4 and two for 

Unit 5 to the circulating water pumps. 

Pump ratings for each unit are listed in Table 4-2. 

Nominal cooling volume is calculated at 160'8 cubic feet/second 

(cfs) at the pump ratings listed. 

Table 4-2 

CIRCULATING V~ATERPUMP RATINGS FOR PHILIPSPORN PLANT 

(From WESD, 1975) 

Design F~DS 

UEi t Ratinn (FbIel Rating (EDm) Number 

1 150.0 50,000 2 

2 150.0 50,000 2 

3 150.0 50,ooo 2 

4 150.0 50,000 2 

5 450.0 80,250 4 

The circulating vater pumps discharge into mairi intake 

tunnels vhich run to each corideixer. Tvo branches, one at the 

north and one at the south eiid of each condenser lead from t'ne , 

main i.1-take turirLel to the condenser inlet vater boxes. There are 

-31-

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two water box chambers on each end of each condenser, one for each 

half of the cocdenser. 

From each of the two discharge water boxes, water flow 

into the main discharge tunnel. Units 1 and 2 have a common 

ciischarge tu-rmel. Units 3 and 4 have a common discharge tunnel 

and Unit 5 has a separate discharge tunr,el. 

The water box at each end of each condenser is divided 

into twc 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 a 

normal pool level at elevation 538 ft. MSL. 

Cooling water is discharged from Philip Sporn 

Flant through one of three 11x 12 feet concrete tunnels 

located in front of Unit 5. These tunnels release the heated 

circulating water approximately 13 feet below normal pool level 

into a discharge canal which directs the flow in a downstream 

direction into the Ohio Eiiver. 

Figure 4-5 describes the total circulating water system. 

from the condensers to the discharge. 

4.2.3 De-Icing 

If ice accumulates in front of the trash racks during 

cold weather some of the warm discharge vater from the condensers 

cax be used to melt it. Tnis water is forced to the intake 

' through a recirculating tunzel from a coi~cretechamber at the 

-32-
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Cooling water residence time fran the intake and through 

the Philip Sporn Plant circulating water system to the point of 

discharge is 4.8 minutes for Unit 4 and 1.8 minutes for Unit 5 

(Figure 4-5). The portion of the residence time associated with 

exposure to elevated temperature within the plant ranges from 3.5 

minutes for Unit 4 to 0.9 minute for Unit 5 (con + D, Table 4-3). 

Total residence times of cooling water for the five Philip 

Sporn Plant generating units are illustrated in Figure 4-6. 

Utilizing the point of intake as the. origin of the curve illustrated 

for each unit, the total residence time through the cooling system 

and travel time at elevated temperature along the centerline of the 

thermal plume are plotted against excess temperature. Approximately 

60 minutes are required for the thermal plume temperature to fall to 

within 2F0 (l.lCo) of ambient river temperature after the heated discharge re-enters the Ohio River. 

-36-
5. Impingement Study 

5.1 Purpose 

The impingement study was performed to monitor the number and 

types of fish impinged on the traveling screens in the cooling 

water intake structure. Pursuant to the approved study plan, field 

work was conducted for one year by NUS from May 11, 1978, to May 18, 

1979. From these data estimates 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, Appendix B of 

this Demonstration Document. That section discusses mode of sampling, 

frequency of sampling, sampling intervals, subsampling 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 4,288 fish were collected at the Philip Sporn Plant. 

Of these gizzard shad (Dorosoma cepedianum) composed 38.7 percent; 

freshwater drum (Aplodinotus grunniens), 26.8 percent: channel cat- _. 

fish (Ictalurus -punctatus), 10.8 percent: emerald shiner (Notropus 

atherinoides) , 5.4 percent; white crappie (Pornoxis annularis) , 5.2 

percent; bluegill (Lepomis macrochirus) , 3.5 percent. The total 

weight of the fish collected was 95 kilograms (209 pounds). Of 

this total, 36.3 percent were gizzard shad, 26.2 percent were 

4 

-39-
freshwater drum, 21.6 percent were sauger, 3.0 percent were bluegill, and 2.8 percent were channel catfish. 

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

During parts of late November through February and August through 

September, numbers of total fish impinged were relatively high 

(700 to slightly more than 1,000 fish per 28 hours). During the 

remaining periods relatively low numbers were collected. 

Significant differences occurred between day and night impingement rates. The four-hour time blocks were compared using the 

large sample approximation, adjusted for ti-es of Friedman’s twoway analysis of variance by rank (Hollander and Wolfe, 1973). The 

null hypothesis was rejected at P < 0.001. A distribution-free 

multiple comparison test based on Friedmanfs rank h7as used to 

determine where the differences occurred. Figure 5-1 shows the 

ranking of the time periods; the lixes show periods which were not 

significantly different. Significantly higher impingement occurred 

during the day period of 0900-1700 than occurred in the late night 

period of 2100-0500. There was no difference between overlapping 

four-hour periods (0900-13’00) sampled on successive days. 

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 

annual mean of 52,136 fish, with upper and lower limits of 78,843 

and 25,429, respectively, were impinged. 

-49-
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-41-
6. Entrainment Study 

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 Philip Sporn Plant. 'The field 

work was performed by NUS, concurrently with the impingement field 

work, and is reported in Appendix 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. 

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 2,289 fish larvae were collected fram the 25 sampling 

periods. Of these larvae, 24.3 percent were carp, 14.9 percent 

catostomids, 13.9 percent minnows, 6.7 percent freshwater drum, 31.0 

percent undistinguishable. Catostomids, walleye/sauger, unidentifiable 

larvae and eggs predminated in May. Carp, cyprinids, freshwater drum, 

unidentifiable larval catostomids, white sucker, and eggs were 

abundant in June. Cyprinids, freshwater drum, unidentifiable larvae 

1 

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Egg numbers were not reported by NUS, though egg densities were. 

I -42-
and eggs were predominant in July. Freshwater drum was predominant 

in August. 

Egg density was generally low except for a minor increase to an 

8 average of 4.3/100 m3 on May 4-5, and a somewhat higher increase to 

an average of 9.4/100 m 3 on June 22-23. 

A peak average larval density of 280.2/100 m 3 occurred on June 

8-9. Carp and unidentifiables constituted the greatest percentage 

of this peak. 

6.4 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 113.9 million fish eggs and 

larvae. 

-43-
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4 

8 

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 impact 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 levels, determining the probability of population damage, 

probability of community and ecosystem damage, and probability of social 

impact, "are rarely possible" (Schubel and Marcy, 1978: 235), and, in 

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

an estimate of damage at organizational level 4, which is necessary 

in order to calculate damage at levels 5 and 6. 

An alternative approach is reccmmended 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, determination of entrainment and impingement rates 

is Considered sufficient to initially evaluate impact. If these rates 

are found to be excessive, more extensive source water body sampling 

is considered appropriate which would help put the losses in context I 

'1 -44-
I COOLIKC WATER FLOW 1 

I 

I 

(Relative to Source Water Body Segment) I

I 

I BIOLOGICAL I 1 I 

I VA 1.U E I

I HIGH I

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1 

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* I

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1 

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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 of’ River Flow Circulated Through Philip 

Sporn Plant* at Two Ohio River Flow Levels** 

Month Low Flow Average Flow 

April 4.1% 2.0% 

May 7.7% 3.2% 

June 14.1% 7.0% 

July 22.9% 11.3% 

August 26.8% 11.7% 

* 

at full pumping capacity of 1038 mgd (1608 cfs) 

** 

Flow data from Table 3-1 

LOW flow: flow-equalled or exceeded 90% of time . Average flow: flow equalled or exceeded 50% of time 

-45-
(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 below despite misgivings as to 

its appropriateness in evaluating an intake which has been operational 

for a number of years, as at Philip Sporn. 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 Sporn this Catch-22 

situation is not as likely as it could be elsewhere because of 

availability of other long-term background data. 

The Philip Sporn Plant circulates 1038 million gallons per day 

(1608 cfs) of river water to meet its condenser cooling demand at 

its nominal full load of 1050 We. 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 (1608 cfs). 

A worst case concurrence is given of maximum cooling water flow with 

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

average flow (flow equaled or exceeded 50% of time). 

Three years of river ichthyoplankton collections 12.5 miles downstream of Philip Sporn Plant by WAPORA (1977-1979) have shown peak 

densities ranged from about 110/100 m3 in late April of 1977 to 

440JlOO m3 in late June of 1976 (the latter sampling only larvae]. .I 

The 1978 peak was intermediate in both time and density. 

-46-
Evans and Tarter (1977) collected fewer larvae than did WAPORA (1978) 

during peak density (average 18/100 m 

3) about 20 miles farther downstream in the Gallipolis pool (RM 275-279) in 1977, and the peak 

occurred in late May. 

During the irregularly timed peak density period (April through 

June), the long-term average flow through the plant is between 2.0% 

and 7.0% of the river flow for that period (Table 7-1). At lower 

flows (exceeded during 90% of the time) in this period, the percentage 

of flow circulated rises to between 4.1% and 14.1%. It can also be 

seen from the above data that during the entire April thru August 

period when ichthyoplankton are present, the plant circulates a low 

percentage of the river flow. The plant circulates 20.9% of the 

river flow during the seven-day, once in ten year low flow of 7,700 cfs. 

In Figure 7-2, entrainment density &ita are compared with' WAPORA's (1979) 

mean ichthyoplankton density data collected in a cross-river transect 

on similar dates about 12.5 miles downstream. The density data 

generally compare well, supporting a June peak abundance period, the 

overall ichthyoplankton occurrence and abundance, and the observation 

that the plant is not circulating a disproportionate density of 

ichthyoplankton. 

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

EPA, 1977: 34), 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. When entrainment studies with 

faulty design or incamplete or unsubstantiated data were excluded 

-47-
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from consideration, survival estimates improved markedly (Table 7-2, 

from EA, 1979). This strongly suggests thatthe assumption of 100% 

mortality at Philip Sporn Plant is unrealistic. 

Studies by WAPORA (1971-1979) have not been designed to specifically answer the matrix question of the biological value of the 

Callipolis. pool. However, it is possible to make general statements 

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

route for any species because of 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 more free-flowing upper pool 

reaches or more impounded lower 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 Gallipolis pool from WAPORA (1970-1979) data. 

However, the EPA lock studies show that population levels in locks at 

the Gallipolis and other dams 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 Gallipolis pool, though 

this seems likely. While species sampled in locks may bias those 

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 ahsolute indications of the species composition or 

-49-
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density in the pool environment. Whether these likeiy increases in 

population above are enough to offset the other suggestions of ].OW 

biological value, i.e., the area being neither a miqratosy pathway, 

nor a principle spawning ground or nursery area, is speculative. 

If the Gallipolis pool were considered of high biological value, 

the matrix conclusion would be that the intake structures are 

questionably best technology available. Even with this worst case 

conclusion, the previously discussed mitigating factors reduce potential impact. In summary, these factors include, in addition to 

the 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) have stated: "We 'are not even 

close to a judicial pronouncement on. . .the definition 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. 

-52-
8. Possible Alternatives to the Existing Facility and Operation 

The circulating water system of the Philip Sporn Plant was 

discussed in Section 4; and the numbers and mnual 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 Philip Sporn 

Plant use minimum de-icing. De-icing practices have been outlined 

in 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 

The reduction of circulating flows has been generally 

Reduced Pumping -of Circulating Water

accepted as a means of reducing impingement and entrainment rates 

(U.S. EPA, 1976; Schubel and Marcy, 1978). The reduction of flow at 

a once-through power plant can be acconplished 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 reci'rculating cooling system and only removing make-up 

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

-53-
I 

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e 

I 

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 necessitates 

consideration. One possible means of reducing the cooling water 

flow through 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 6-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. 

Clifty Creek Station Cost Study 

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) 

a 

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 8-1). In a monetary sense and on a plant basis, 

for Clifty Creek Station, these cambined losses would amount to 

approximately $36,000 per day at 80°F inlet water temperature with 

the srrkllest loss of approximately $4,500 per day occurring at 45OF 

-54-
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-55-
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%. Also, the 

cooling water temperature differential across the condenser increased 

an average of approximately 9F0 when operating with one circulating 

water pump. 

It is realized that the Philip Sporn units are different in size, 

and that they might experience different losses in efficiency, etc. 

Nevertheless, the Clifty Creek Station results can give an order of 

magnitude approximation of the costs which might be incurred for similar 

restrictions at Philip Sporn Plant. Aside from costs, the increase in 

temperature resulting from reduced pumping might conflict with the 

NPDES permit temperature restrictions and lead to higher mortality 

of entrained organisms.exposed to higher temperatures. Also, while 

decreasing the flow would reduce the intake velocity, it already 

-56-
-- 

averages less than the 1 fps reconmended 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; USEPA, 1976; Hanson, et al., 

1977; Richards, 1978; Sharma, 1978). Table 8-2 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 Philip Sporn Plant has been considered by the Company. Discussed below are the various alternatives easily rejected during 

the screening study. 

8.2.1 Stationary Screens 

The stationary type screen would be impractical due to 

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

debris is not a problem, and therefore is not feasible at the Philip 

Sporn Plant. 

8.2.2 Perforated Pipes 

Perforated pipe intakes have not been fabricated with 

fine mesh perforations. The availability of wedgewire screens makes 

the similar, perforated pipe intake undesirable. A perforated pipe 

intake would not afford any advantage over a wedgewire intake,,which 

is discussed in more detail below. 

-57-
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-58-

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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 large quantities of water. None of these 

designs has been used with fine mesh for 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 

Philip Sporn Plant. 

I 8.2.5 Trash Racks 

Trash racks would not protect aquatic life because of the 

coarse mesh and heavy construction. 

I 8.2.6 Behavioral Barriers 

As shown in Table 8-2, behavioral barriers would not protect ichthyoplankton and would not provide any advantage to the 

existing intake. These barriers were therefore not considered a 

viable alternative to the existing intake. 

1 

1 

-59-
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 (18.6 mgd) since 1963. 

Similar perforated pipe intakes have been used at the Mitchell 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 Rockpoy’ 

Indiana (42.5 mgd) . There thus can be no doubt as to AEP’s COI. 

.ment to wedgewire screen technology where its use is both appro& 

and feasible. However, screens of a size to preclude larvae (0.5 

would’be in serious jeopardy where debris loads are high, as on the 

Ohio River. 

Furthermore, the cost of the Mountaineer 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 

1/50 of that of the once-through cooling units at Philip Sporn. 

While costs would not be directly proprotional to size, an order of 

increase in cost is certainly not unreasonable. 

8.2.8 RistroPh Screens 

White and Brehmer (1977) have reported that Ristroph screens provide an average viability rate of 93.3% at the Surry Power Station. 

The feasibility and costs associated with installing a Ristroph Screen 

System was investigated for the four units making up the 1040 MWe 

Tanners Creek Plant, located downstream of Philip Sporn at R.M. 494. 

-60-
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 placed 

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 to the 

river was necessary. These considerations ' 

led to a design return at the 7F0 isotherm. 

-61-
I 

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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 on a continuous 

basis. It is anticipated that continuous screen operation to 

protect fish would probably be required during 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 costs 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 generation would 

be lost during the modification. 

-62-
I This feasibility study gives an order of magnitude estimate of 

the expense that might be incurred should a similar modification be 

proposed for Philip Sporn Plant. The exact cost of modifications 

would be dependent on site-specific characteristics, but considering 

the larger number of screens at Tanners (18 vs 12 at Philip Sporn) , 

it seems reasonable to consider the above cost conservative. 

8.2.9 Fish Collector 

The use of various other fish collection/fish handling devices 

have been tried by various utilities. These have mostly been in conjunction with louvered screens (U.S. EPA, 1976; Mussalli et al., 

1978; Richards, 1978) and 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 Philip Sporn Plant, 

the screenhouse would have to be almost completely replaced to incorporate such a system. 

8.2.10 Closed Cycle Cooling 

Another means of reducing pumping to minimize entrainment would be 

to backfit a closed cycle cooling system with cooling towers. The 

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. 

Muski ngum River Plant Engineering/Cos t Study 

I 

I 

I 

1 

I 

I 

I 

I 

I 

I 

I 

I 

I 

I Detailed engineering estimates have been prepared of the 

costs of backfitting f.our units of an 876 MW Ohio Power Company 

. plant. These costs may be used as a rough basis for backfitting 

I 

I 

-63-
costs at Philip Sporn 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 naturaldraft 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. 

-64-
9. Summary and Conclusions 

, This report has presented many facts that are pertinent to the 

demonstration that the existing 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 Philip Sporn 

Plant provides a background with which to place into perspective the 

numbers of fish impinged and ichthyoplankton entrained. 

Of the 4,228 fish impinged, 38.7% were gizzard shad, 26.8% were 

freshwater drum, 10.8% were channel catfish, 5.4% were emerald shiner 

5.2% were whi.te crappie, and 3.5% were bluegill. The annual estimat 

based on these collections indicated a mean of 52,136 fish impinge? 

(95% confidence limits of 25,429 to 78,843). Entrainment collect.' 

contained 2,289 larval fish. Of these, 24.3% were carp, 14.9% w 

catostomids, 13.9% were minnows, 6.7% were freshwater drum, ani 

undistinguishable. The annual estimates based on these colle 

indicate A13.9 x lo6 fish eggs and larvae are entrained. 

Because the r>&antuses only a small percentage of the river 

during periods of peak larval densities, and because the river 

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 significance of environmental impact can not be 

quantitatively answered in terms of population dynamics. Nevertheiess, the continuing improvement in the Ohio River fish fauna, 

including the Galli.po1i.s pool reach (Preston and White, 1978) 

supports the position that the Philip Sporn Plant intake structure 

is not causing an adverse environmental impact. 

-65-
I 

The alternatives to the existing structure and operation that 

would minimize any impact have been reviewed in this report and 

none have been found to be economically feasible considering the 

engineering difficulties and marginal environmental gain that might 

be achieved. 

The intake structures sit on the river's edge and 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. 

The possible operational changes that might minimize 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. The reduction of 

cooling water withdrawal rates was shown to be costly because of 

reductions in plant efficiency. 

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 a major and 

very costly redesign and reconstruction of the intake structure itself, even if feasible, which some are not. These costs appear far in 

excess of any benefit that couxd be obtained by such a modification. 

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

appears to be far in excess of any benefit incurred. 

-66-
Based upon the above considerations, any likely and 

demonstrated scheme of alteration to either the existing intake 

structure or the present operation would incur costs that are 

disproportionate to the reduction in impact. It is the conclusion 

of the Company, based upon the considerations presented in this 

report, that the existing Philip Sporn Plant cooling water 

intake structure represents the best technology available for 

minimizing adverse environmental impact. 

-67-
10. References Cited 

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

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

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

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

Rept. No. 15, 347 pp. 

Ecological Analysts, Inc. 1978. Muskingum River Plant Section . 

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

Ohio Power Company. 

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

Ichthyoplankton Entrainment Survival at the Muskingum River Plant. 

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

Evans, D., and D. Tartar. 1977. Water Quality, Creel Survey,

Ichthyoplankton, and Terrestrial Vegetation for Gallipolis Project 

on the Ohio River, Mile 279. Prepared for Ohio Power Company, 

Canton, Ohio. Marshall Univ., Huntington, W. Va., 133pp + Fig. 

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 PP= 

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

and Impacts of Physical Stress on Entrained Organisms, p. 135-188, 

in: J. R. Schubel and B. C. Marcy, Jr. (ed 1, Power Plant Entrainment: A Biological Assessment, Academic Press, NY. 271 pp. 

Milburn, G. S., and G. C. Ginsberg. 1978. Regulatory Developments

in Section 316(b), p. 11 - 20, in: L. D. Jensen (ed), 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 Screening Concepts, p. 367-376, in: 

L. D. Jensen (ed), Fourth National Workshop on Entrainment and 

Impingement. Ecological Analysts, Inc. 424 pp. 

Ohio River Valley Water Sanitation Commission (ORSANCO) . 1962. 

'Aquatic Life Resource's of the Ohio River. Cincinnati, Ohio. 

218 pp. 

ORSANCO. 1974. Daily Flows of the Ohio River, 1952-1974. 

Cincinnati, Ohio 

-6 8-
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 Entrainment: A Biological Assessment. Academic Press, Inc., NY. 271 pp. 

Sharma, 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 (ed), Larval Exclusion Systems for Power Plant 

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

Argonne, FL. 237 pp. 

Trautman, M. B. 1957. The Fishes of Ohio. Ohio St. Univ. Press, 

Baltimore, MD 683 pp. 

U. S. Environmental Protection Agency. 1971, Macroinvertebrate 

Collections and Water Quality Monitoring in the Ohio River Basin. 

1963-1967. Cincinnati, OH. 

U.S. Environmental Protection Agency. 1974. Ohio River Cooling

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

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. Geological Survey (USGS). 1971a. Water Resources Data for Ohio. 

Part 1. Surface Water Records. Columbus, OH. 

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

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

W. Va. 201 pp. 

WAPORA, Inc. 1971. The Effect of Temperature on Aquatic Life in 

the Ohio River: Final Report, July 1970 - September 1972. 151 pp. 

WAPORA, Inc. 1973. Continued Surveillance of Thermal Effects of 

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

WAPORA, Inc. 19.74. Continuing Ecological Studies of the Ohio River, 

1973 (Draft). 

-69-
WAPORA, Inc. 1977. Continuing Ecological Research on the Ohio 

River, 1976: 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. 1975. Philip 

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

-70-
Appendix A 

Proposed 316(b) Study Plan and U.S. EPA 

Region I11 Approval 
6TH AND WALNUT STREETS 

PHILADELPHIA.PENNSYLVANIA 19106 

Wheeling Field Office 

303 Methodist Building, llth & Chapline Streets 

Wheeling, West Virginia 26003 

Mr- Richard E. Northup 

Environmental Affairs Director 

Appalachian Power Company 

Post Office Box 2021 

Roanoke, Virginia 24022 

Dear Mr. Northup: 

We have reviewed the proposed 316(b) study plan for the Philip Sporn 

Plant of the Centra Operating Company dated February 25, 19n and 

submitted with your letter of March 3, 1977. We find the proposals 

sdequate as to frequency and scope and therefore give our approval 

to your plan. 

Aquatic Biologist 

Wheeling Field Office 

4/4/77 - ::JJ:::'

J. . B lletto 

R.'W. hrmon 

T - L. Garrett 
-- 

Proposed 316 (b) Study Plan 

For 

Philip Sporn 

of 

Central Operating Company 

Prepared by:

John H. Balletto

. ­ krc e ric a n ~1e c t PI c rc:;.e r 

Service Corporz2icn

Februayy 25. 1$77 
PHILIP SPORN PI,AF!'T 316 (b) STUX PLAN 

1, 

2. 

~I 

I' 

I 

'I 

Introduction 

This proposal oui;lfr?es a stu5y prograz to monitor inpingexcent 

and entrainnent effects on fish and fish larvae of the oncethrough cooling water s7sterr.s at the Fhilip Sporn Flznt of the 

Central Operating Company on the Ohio River, in accordance with 

Special Conditions: EnYironrental Studies, KO. 1 on Page 24 

of 26 of NPDES Permit Ilmber WV OOOlC58. 

Sampling Freauency 

2.1 Impingement 

Samples.shal1 be collected from all screenhouses for a 

28-hour period once every two weeks during the periods of 

November 1 to Karch 15. Samples shall be collected for a 

28-hour period once every wek during the periods of 

Karch 16 thru October 31. Each 28-hour period of sampling 

will be divided into.seven successive four-hour periods 

to determine diel rhythms, 

At the start of each sampling period all trzveling screens 

will be rotated and cleaned; and, under normal river 

conditions, they will be rotated again about 4 hours later 

to collect the accumulated sanple. Sanples will be 

collected from a shorter period of accmulation when the 

debris load increases; however, when river conditions 

necessitate running the traveling screens continuously, 

or nearly continuously, no sar?.ples will be collected but 

samples bjill be collected as soon as possible after the 

debris load is reauced significantly, KO sanples for 

either iFpingexcnt or entrainzent will be collected during 
i 

periods of dangerously high xatcr levels. 

2.2 EntTalnT:ent 

Sampling for larvae will be .conducted oncc every we& 

begirining Narch 16 and will be continued until Lug~s'i31. 

Samples will be collecteci smi-xonthly in Septcmt:er and 

Octobey and monthly fro!n Novex3er through February. 

Samples collectsd fmfiSeptezker to February will be 

preserved and stored bvlt not snalysed. Samples will be 

collected for twenty-fox hours continuously except when 

impractical (.i.e.7 net blockage, debris, etc.). This time 

schedule has been selected to bracket the spawning "cirnes 

of fish reported in the Ohio River, and the spawning times 

reported in the attached report. The saKples ccllected TroK 

Septmber to February 1~111document. the absence of larvae 

durir,g those months. See attached table for one year's 

sampling schedule. 

3. Saxplinc ikthods 

3.1 Impingezent 

At the start of the 28-hour sannpling period, all traveling 

screens will be rotated and cleaned by washing with no 

collection macle of accuzulated dejris. After about b hours, 

or sooner if debris accumlatioc requires, nets or screens 

will be placed in the sluiceway receiving the traveling 

screen wash water and the traveling screem will be rotated 

and washed. This will be done to collect the fish and 

refuse that had been irr.?inged end accunulatcd on the 

traveling screens and recoved bj: the screen t:ashing 'operation, 

-2-
The number of panels rotated xi11 depcnd upon the depth 

of water passing through the traveling screen well. The 

mesh size of the screen or net used irL the sluiceway 

collection device xiL1 be 3/8” Gi’ less. Cnce the traveling 

screens are washed, the collection device will be lifted 

from the sluiceway and emptied, the debris and fish 

separated, the fish keyed to species, counted, measured, 

and weighed. However, when large numbers of a species are 

collected, a representative subsample will be .taken to 

determine length frequency distributions and mean weights 

for each length group. All fish will be bulk weighed when 

numbers are large enough for subsampling. 

3.2 Entrainxent 

Entrainment sarnpl.ss wi.11 be collected hy either nets QT 

pumps. Nets or pumps will be decided on site to ascertain 

which method is the most practicable. Samples will be 

collected in the screen house or in the circulating water 

system. If the samples are collected in the screen house, 

the samples will be collected in such an arrangement so 

as to deternine the absence or existence of vertical.or 

horizontal stratification. If no stratification is 

evident, only one station and depth will be sampled. If 

samples are collected from the piping of the circulating 

water systerr complete mixing will be assumed. Sampling 

from the piping would have to be correlated with some 

other sampling method at the beginning of the stuciy to 

prove that pipe sa!xples are mt being drawn froa a dead 

space. 

-3-
The punping method, if used, \;ill consist of the use cf 

diaphragm pwps to mixir.izc mechanical damge to ti,? 

larvae. The pumped watcr vould be psssed through 5 :let 

of 500 micron cesh -rlhi.ch would be suSpen3ed in 2 1ZrgG 

water filled container. This container ~0~1ci prct~ctthe

larvae from further danzge that Right be caused by the 

net. The net method, if used, would consist of placing 

a metered net of 5CO nicron mesh into the influent water. 

The final method will be chosen by the peclple perforring 

the study on site. 

4. Sampling ilata Required 

4.1 Plant operating data (to be collected on sampling days) 

4.1.1 Circulating water volume cal.culated fron the 

number a;..,$ rated ~~nz~jf~r -,.;zf--y --r YJ sf r-i~c-~lating 

pumps in operation during the inpingesent and 

entraiment sarzpling period. 

4.1.2 Temperatures of intake and discharge 'ciater. 

4.1.3 Time started, duration and. amount of xarE water 

recirculated for intake de-icing, if such an 

operation is underway. If de-icing is in operation, 

samples will be collected concurrently with the 

de-icing. 

4.1.4 Chlorination feed schedules, feed rates, and 

residuals. 

4.1.5 Current velocities will be messured conthly zt 

various locatiom, at and in front of the trzveling 

screens . 

-4-
4.1.6 tleteorological dsta compri.scd of air txi;Psr3turej 

esthate of wind Srjecd and direction, ~10x5co-rer 

and barcneiric pressure as estimted average for 

the sampling day. 

4.2 Biolocical Data 

4.2.1 Determine the nmber of fish larvae ani identify 

to family or genus if possible. 

4.2.2 Determinc the water voluqes filtered for larvae 

samples. 

4.2.3 Quantify the nurrber of larvae as nunber per cubic 

meter in the intake water. 

4.2.4 Count, measure total length (standard length where 

necessary), and weigh by species the juvenile and 

ad-,,it zisk, collectez fr.~~~ szr.~.-~=-- bU*L--LO .d=--J -*. iur; -e­ . 

4.2.5 Note and separately report fish obviously dead 

prior to impingezent, and exclude these fron 

calculation of estimates of yearly losses due to 

plant intakes. 

5. Dzte Presentation 

Present results and interpretation in a concise nsrrative 

surnnary; and include a detailed drawing of the intake and 

adjacent shoreline areas. Present estiwites or measurerents 

of intake. velocities through the traveling screens an5 at 

critical points upstream. Present time and temperature 

estimates for entrainrzent exposures as well as pmping flows 

.I :and intake velocities of 5ar.pling. 

Includi a tabular surxary of dsta by species on a ncnthly 

basis for the entire year. an estinate of the amxual 

-5-
c' 

loss by species in terms of numbers aid wights and celculate 

the confLdcnce interval for ths anncal estimte. 

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