ML20052F365

Engineering Rept for Facility Effluent Discharges

ML20052F365
Person / Time
Site:	Clinch River
Issue date:	03/31/1982
From:	BURNS & ROE CO.
To:
Shared Package
ML20052F359	List: ML20052F358 ML20052F365
References
TN-0028801, TN-28801, NUDOCS 8205120387
Download: ML20052F365 (83)

Text

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NATO. E!O CP.".:XE2?1 musca WCNIPIlT\\ 0f' b.:

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I ATTACHMENT 2

[ W,/dtDb s EPA-PJMION IV ATLANTA. Cf.,

Q 00 2-1f?ol ENGINEERING REPORT FOR THE CLINCH RIVER BREEutR REACTOR PLANT PROJECT EFFLUENT DISCHARGES Owner:

U. S. Department of Energy Owner's Representative: Henry Piper, Licensing Branch Chief CRBRP Project Office P. O. Box U Oak Ridge. Tennessee 37830

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Registration No.

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i Prepared by:

Burns and Roe. Inc.

Oradell, N.J.

March, 1982 8205120387 820429 PDR ADOCK 05000537 A

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TABLE OF CONTENTS PAGE 1 I 1-1 1.0 Introduction and General Data 1-1 1.1 Project Description 1-2 General Description of the Site and Environs 1.2 1-3 1.2.1 Site Geology 1-3 1.2.2 Site Topography 1-11 1.3 Local Meteorology 1-11 1.3.1 Temperature 1-11 1.3.2 Winds 1-12 1.3.3 Humidity 1-12 1.3.4 Fog 1-13 1.3.5 Precipitation 1-14 1.3.6 Flood History 1-19 1.4 Water Use and Wast 2 water Discharge Sources 1-19 Clearing, Crubbing and Earthwork Activities 1.4.1 1-20 1.4.2 Construction Period 1-21 1.4.3 Operating Period 1-27 Basis of Design and Discharge Criteria 1.5 2-1 2.0 Wastewater Characteristics 2-1 2.1 Cooling Tower Blowdown 2-1 2.2 Wastewater Treatment System Influent Low Activity Level Liquid (LALL) Radioactive Waste 2-4 2.3 System Influent 2-5 2.4 Sewage Treatment Plant Influent 2-5 Storm Water Runoff and Conttruction Dewatering 2.5 3-1 Wastewater Treatment Processes and Effluent Discharge 3.0 3-1 3.1 Construction Period - General 3-1 Runoff Treatment Ponds - Design Features 3.1.1 3-2 3.1.2 Sewage Treatment System - Design Features 3-4 3.1.2.1 Component Design Description 3.1.2.2 Treatment Capacity vs. Variable 3-7 Loadings i

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s TABLE OF CONTENTS (Cont'd.)

PAGE 3-12 3.2 Operating Period - General 3.2.1 Low Activity Level (LALL) Radwaste 3-12 i

System - Design Features 3-16 3.2.1.1 Characterization of LALL Waste 3-17 3.2.1.2 System Design Basis 3-17 3.2.1.3 LALL Equipment Design Justification 3-22 3.2.2 Wastewater Treatment System - Design Features 3-29 3.2.3 Cooling Tower Blowdown 4-1 4.0 Common Plant Discharge l

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LIST OF FIGURES AND TABLES Page Title Figure / Table Number _

1-5 Location of Clinch River Site in Relation to Figure 1.2-1 Counties and State 1-6 Location of Site with Respect to Urban Centers, Figure 1.2-2 Railroads, and Highways within a 10 Mile Radius of the Site 1-7 Section Through CRBRP Nuclear Island and Figure 1.2-3 Foundation Strata 1-8 Topography of Clinch River Site Figure 1.2-4 1-g, 10 Topographic Profile Cross Sections from Site Figure 1.2-5 (2 sheets) 1-15 Monthly Climatological Temperature Data, Table 1.3-1 Oak Ridge Area Station, X-10 1-16 Table 1.3-2 Monthly Wind Data 1-17 Precipitation Data, Oak Ridge Area Station, Table 1.3-3 X-10 1-18 Precipitation Data for the CRBRP Site Table 1.3-4 1-23 Construction Period Schematic of Water Flow Figure 1.4-1 1-24 Location of Discharge Points - Construction Figure 1.4-2 Period 1-25 j

Schematic of Water Flow - Operating Period f

Figure 1.4-3 1-26 Location of Discharge Points - Operating Period Figure 1.4-4 2-6 Chemical Concentrations in Clinch River and Table 2.1-1 Cooling Tower Blowdown Runoff Treatment 3-8 Typical Dike Cross Section:

Figure 3.1-1 Pond 3-9 Figure 3.1-2 Pipe Outlet Detail 3-10 Runoff Treatment Pond, Sand Filter Detail Figure 3.1-3 iii

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LIST OF FIGURES AND TABLES (Cont'd.)

Mi Pace Title Figure / Table Number 3-11 Runoff Treatment Pond Physical Characteristics Table 3.1-1 3-31 Waste Water Treatment System: Equipment Table 3.2-l '

Design Criteria 3-32 Liquid Radwaste System Flow Diagram Figure 3.2-1 3-33 Waste Water Treatment System Schematic Figure 3.2-2 3-34 l

Figure 3.2-3 Layout of Plant Structures 4-3 Figure 4.0-1 Discharge Structure 4-4 1

Input Parameters for Modeling of the CRBRP Table 4.0-1 Discharge Plumes 4-S Surface Area of Clinch River Affected by Table 4.0-2 Themal Plumes 4-6 Bottom Area of Clinch River Affected by Table 4.0-3 Themal Plumes 4-7 Surface Area of Clinch River Affected by Table 4.0-4 Chemical Plumes 4-8 Bottom Area of Clinch River Affected by

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Table 4.0-5

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Chemical Plumes 4-9 Bottom Area of Clinch River Affected by Table 4.0-6 Scouring 4-10 Thema1/ Chemical Plumes Configuration:

f Figure 4.0-2 River Surface - Sumer Typical 4-11 Themal/ Chemical Plumes Configuration:

Figure 4.0-3 River Surface - Sumer Worst Case i

4-12 Thermal /Chemcal Plumes Configuration:

Figure 4.0-4 River Surface - Winter Typical 4-13 Themal/ Chemical Plur5es Configuration:

l Figure 4.0-5 River Surface - Winter Worst Case iv

i INTRODUCTION & GENERAL DATA su 1.0 Project Description _

1.1

_The Clinch River Breeder Reactor Plant (CRBRp) is the demonst d Metal Fast proposed by the U.S. Department of Energy (D0E) under its Liqui (1)

The major objectives of the CRBRP are:

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bility, Breeder Reactor (LMFBR) Program.

to demonstrate the technical performance, reliability, maintaina R

safety, environmental acceptability, and economic feasibility of an LMF (2) to central station electric power plant in a utility environ ble natural resources.

The CRBRp is designed to be an integrated electric power plant with a liquid-sodium-cooled breeder reactor supplying the thermal energy With the initial reactor core of steam to drive a turbine-generator.

d uranium and plutonium mixed-oxide fuel, the plant is expected to pro uce 975 megawatts of thermal energy (MWt) and a gross output of 380 Future core designs may result in a gross power of 1121 megawatts (MWe).

MWt and a gross output of 439 MWe.

For Water needed by the plant will be supplied by the Clinch River.

t 8.8 mgd, maximum power, the annual average water requirement would be abou d

of which 3.5 mgd would be returned to the river and 5.3 mgd would be c d to mainly by evaporation from the mechanical-draft wet cooling tower use cool the exhausted steam from the turbine-generator.

Two 161-kv transmission lines approximately 3.2 miles long will be con-structed from the plant to an existing transmission line owned by the Nearly all of the right-of-way required Tennessee Valley Authority (TVA).

will be ootained by widening existing corridors.

Electricity generated by the CRBRp will be purchased by TVA and d The applicants' plans call for aAt tributed to loads on its power system.

five-year demonstration period after operational testing of the plant.

h se the the conclusion of the demonstration period, TVA may offer to purc a i

plant at a price based upon its value as a power production facil ty d

otherwise, the plant would remain under DOE ownership for continue operation or decommissioning.

years, the average capacity factor is estimated to be 68.5%.

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GENERAL DESCRIPTION OF THE SITE AND ENVIRONS

.<r 1.2 side of the Clinch River, between CRM 14.5 and 18.6, an Nearby cities are Kingston, 7 miles W; Harriman, Knoxville, Figure 1.2-1.

The Site is in the remote south-9.5 miles WNW; and Oak Ridge, 9 miles NE.

western corner of the City of Oak Ridge, on undeveloped la DOE's Oak Ridge reservation meets the site's northern boundary.

0 35 53'24" The center of the reactor containment vessel would be located atGrade for p 84 22'57"W longitude.

The would be 74 ft. above the mean river water level of 741 ft N latitude and up by the peninsula where the plant would be located.

Steep limestone ridges, hills, and knobs are prevalent in the region.

Chestnut Ridge, running through the north portion of the Site, is the dominant topographic feature, reaching an elevation of 1100 ft above MSL at the crest.

The general area within a 10-mi radius of the plant is taken up by resi-Several commercial dences, farms, recreation, industry, and woodland.

l dairy farms are present in the area, although the trend over recent decades is toward beef production, with its lower labor requirement.

Agricultural crops generally are grown in small plots for single family l

A There are three bank fishing areas within 3 miles of the Site.

l 30-unit camping and day use area is located about 2-3/4 m use.

l is on the Caney Creek embayment about 1 mile SE of the Site boundary.

Site.

There are no wildlife preserves or hunting areas within 5 miles of the A waterfowl refuge is 8 miles southwest on the Tennessee River, Princip Site.

and a wildlife preserve is at Kingston.

are the Oak Ridge Gaseous Diffusion plant, the Oak Ridge National Laboratory (ORNL), the Y-12 Area, and TVA's Melton Hill Dam (Figure At the northern end of the Site, between Bear Creek Road and Grassy Cr about 112 acres have been set aside for the Clinch Rive-Co Industrial Park.

Within a 20-mi radius of the site, 8 public water systems and 16 ind systems draw from surface water, including the Clinch River and the Emo Groundwater The closest such withdrawal is by DOE,1.6 miles downstream.

supplies 17 public systems and many residences within the 20-mi radius River.

Over 100 such residences are within 2 miles, all located so For the same years, the Clinch River.

from 1000 tons in 1966 to 10,000 tons in 1973.

numbers of recreational craft dropped from 1200 to 800.

Additional site information may be obtained by referring to Sections 2.2, and 2.3 of the CRBRP Environmental Report.

1-2

SITE GEOLOGY i e near the 1.2.1 The CRBRP Site lies in the Valley and Ridge Tectonic Prov ncline, wh western border of the fomer Appalachian geosync o). The during most of the Paleozoic Era (more than 230 million years ag (siltstone Site is underlain at shallow depths by sedimentary rocksThe rocks were f and limestone) of Ordovician age, Figure 1.2-3.

d to the SE at and faulted during tge Paleozoic era and are now tilteSince then, weat an angle of about 30.

the dominant geologic processes at the Site, with se Clinch River.

b ing restricted to terrace and flood plain deposits of b

allel t)

(Chestnut Ridge to the northwest and Dug-Hood Ridge to the s ridges with intervening valleys.

crest between 900 and 1,200 ft.

locally as Poplar Springs Valley and Bethel Valley, consists o Within the Site hills which range between elevations of 750 and 800 f idges, which h

alley slopes crest at about 900 ft. elevation.

ridges, a topographic saddle rises to about 800 ft. and t e v directions from this saddle in both the northeasterly and southwesterly Flow along down to the Clinch River (nomal sunmer pool 741 ft.).

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valleys and gullies occurs only after heavy rainfa d Whiteoak The Site is situated between the traces of the Copper Creek Eleven recorded earthquake Mountain thrust faults.

hin a 100-mi, associated with them has been found.

epicenters are within a 50-mi. radius, 19 epicenters wit The i rgest radius and 44 within a 200-mi. radius of the Site.

i e in which earthquake known to have occurred within the tectonic prov ncTectonic Pro the Site is located (southern part of Valley and RiogeDetailed geologic infor-in Giles County, Virginia.

i 2.4.

mation may be found in CRBRP Environmental Report, Sect on was on May 31, 1897 SITE TOP 0 GRAPHY l

15 and 18 1.2.2 The Site is on a peninsula approximately between river m The Site lies on the Clinch River.

ridges extending in a northeast-southwest direction.

dually along a rolling flank of one of these ridges whicn slopes gra Horcal sunner toward the Clinch River (also known as Watts Bar Lake).

reservoir pool elevation is 741 feet.

i the Site.

Topographic profile cross sections in each of th l

Figure 1.2-5.

compass directions radiating from the Site are shown in beyond Watts Terrain to the south of the Site, approximately 3,700 feet t

l t grade Bar Lake, rises abruptly to a height of about 240 feet above f

which is 815 feet.

1-3

Hills or ridges of similar height are persion rate at this distance.

found within two miles of the Site in practically every direction except The highest point within a radius of five miles of the Site is Melton Hill, elevation 1,356 feet MSL, about 4.75 miles toward the northwest.

Lowest points within a radius of five east-northeast of the plant.

miles of the Site are along the margins of Watts Bar Lake, the surfaceFurt of which averages 738 feet MSL.

found in CRBRP Environmental Report, Section 2.6.

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l 1.3 LOCAL METEOROLOGY _ Data from the CRBRP Site, the Oak Ridge Area Station X-10, the Oak Ridge City Office and the Knoxville Airport (the closest NOAA weather bureau stations to the Site) have been used as the primary source of local meteorological data, with a few exceptions noted in the following cussion. Supplementary climatological data were representative of the Site area. Atmospheric obtained from TVA on relative humidities and fog frequencies. dispersion characteristics for the Site have been estimated from hourly data collected at the CRBRP meteorological tower during the period February 1977 through February 1978. 1.3.1 TEMPERATURE Temperature data for the Oak Ridge Area Station X-10 show that a record high temperature of 103 degrees F occurred in July 1952 and in September 1954; a record low temperature of -8 degrees F occurred in January 1963. For comparison purposes, the temperature extremes in the Knoxville vici-for th nity were 104 degrees F on July 12, 1930 The annual average daily maximum on January 6,1884 for the lowest.is 69.4 degrees F and the minimum is 47.6 deg Monthly limatological the monthly mean tenperature of 58.5 degrees F. temperature data for Area Station X-10 and the annual mean temperature data and extremes of temperature for the Oak Ridge City Office and Knoxville vicinity for comparison purposes are presented i similar with respect to temperature. 1.3.2 WINDS The CRBRP meteorological infomation is the best data base for characterizin dispersion conditions because it is site specific and because the measuring height confoms to NRC Regulatory Guide 1.23 and the sta X-10. Wind data obtained from the meteorological towers at the CRBRP Site show a markedly lower occurrence of calm winds with a percentage frequency of only 3.19 percent at an elevation of 33 feet above ground and 0.47 percent 17, 1977 to at a height of 200 feet above ground for the period February February 16, 1978. Analysis of the one-year sumary of on-site wind data shows an average annual wind speed of 3.5 mph at the 33-foot level and 5.6 mph 200-foot level. Analysis of the Oak 33-foot and west-southwest at the 200-foot levels. Ridge Area Station X-10 data, where the wind sensor is mo 1-11

l ~ The Oak Ridge City Office shows a wind direction of south to southwest. prevailing wind from the southwest with a mean speed of 4.4 mph which is Knoxville Airport consistent with the other wind data discussed above. data show that the prevailing wind is from the northeast with a meanThese data s hourly speed of 7.4 mph. A summary of these terrain on channeling the wind flow in hilly areas. data is provided in Table 1.3-2. 1.3.3 HUMIDITY A four-year record of relative humidity and temperature data from the Bull Run Steam Plant was used to generate frequency distribution of relative The Bull Run data are more hunidity according to ambient temperature. representative of the CRBRP Site than the Knoxville data since the Bull Bull Run is Run sensor is located in a river valley similar to the Site. located approximately 151/2 miles NE of the Site, on the Clinch River at The river valley will affect wind flow and provide a moisture Regardless of CRM 4Z5. source that is reflected in the relative humidity data. the location, the relative hunidity varies inversely with temperature if Relative humidity is lowest the water content of the air is constant. at the time of maximum temperature and highest at the time of minimum Low relative hunidities are expected to occur in mid-I afternoon near the time of maximum tenperature and high relative humidities temperature. are expected to occur in early morning at the time of minimum temperature. 1.3.4 FOG Incidence of heavy fog (1/4 mile or less visibility) varies greatly around Typical values include 31 days at Knoxville, 34 days at Oak Ridge Tennessee. City Office and 36 days at Chattanooga. i l Five months of the year have an average fog frequency of three days or At Oak Ridge, October has the highest fog more at all three stations. Supplementary fog data incidence with an average of eight occurrences. recorded at two sites along the Melton Hill Lake, upstrea The data are very common for observation points near the river or lake. reported are not completely comparable to that recorded at Knoxville or the Oak Ridge City Office because of the difference in de Fogs which restrict the visibility to 1,100 yards or less were observed, on the average, 91 days per year at the Bull Run Creek site the Site. Melton Hill Dam site (about 4.5 miles east of the CRBR period January 1964 to October 1970). l Fog which restricted visibility to less than 550 yards was recorded at 1 This value the Melton Hill Dam site on an average of 106 days per year. f is about three times that recorded at Oak Ridge. 1-12 ..._m

l i 's 1.3.5 PRECIPITATION Average annual precipitation is 51.52 inches at the Oak Ridge Area Statio Winter is the wettest season when X-10 based upon 21 years of record. February and March 31 percent of the annual precipitation is recorded.are the wettest October is the driest month with a normal average of 2.82 inches. Maximum monthly rainfall occurred in September (12.84 inches) and the maximum observed rainfall in 24-hour period was 7.75 inches which also occurred in the month of September at Oak Ridge Area Station X-10 shown in Table 1.3-3. These values are similar monitoring program is presented in Table 1.3-4. to those recorded for the Knoxville Airport. Maximum annual snowfall Annual snowfall averages about 10 inches. recorded in the Oak Ridge area was 41.4 inches, more than four times the Heavy snows, when more than six inches are recorded in 24 hours, have occurred in each month from November through March. annual mean. 1-13

1.3.6 FLOOD HISTORY ) Clinch River gaged stage or discharge recorc's have been maintained at Wheat, 1937-63 and during the a few miles downstream from the plant site, fromStage records are available dow water year of 1967-68. 1877-82. near the mouth of the Clinch River, since 1874 except for the years Mixed stage and discharge records are available upstream at Clinton since 1883 except for the years 1949-64. Discharge stations have also been maintained for various periods at Scarboro. Lake City, and Norris Dam, all upstream from the plant site. Judging from these gage records and from newspaper and other historical accounts, a March 1886 flood was the greatest known on the Clinch River. site, Mile It reached about elevation 764 at the upper limit of the plant 18, and about elevation 758 at the lower limit of the site, near Mile 16. Backwater up the Clinch River from the maximum known Tennessee River flood of March 1867 approached the 1886 levels near Mile 16 but was substantially lower at Mile 18. A record breaking flood occurred in March 1929 on the Emory River, which In the natural state, this flood did enters the Clinch River at Mile 4.4. not exceed the 1886 and 1867 flood levels upstream on the Clinch River at Under present-day conditions, a repetition of this 1929 flood would cause the maximum known regulated level, producing elevation the plant site. The maximum Clinch River flood of 1886 would be 751 at the plant site. reduced to a lower level of about elevation 748 by Norris Re including backwater from Watts Bar Dam. 1973 when elevations 749.6 and 748.6 were reached This flood resulted from unusually intense rainfall below Norris Dam and below other TVA tributary reservoirs, r respectivt.'v. There are no historic records of Clinch River flooding from dam failures or ice, jams. 1-14

i '. TABLE 1.3-1, ~ MONTHLY CLIMATOLOGICAL. TEMPERATURE DATA OAK RIOGE AREA STATION,' X-10 Climatological Standard Nomals 1931-1960 1945 - 1964 Mean Daily Daily Highest Lowest Monthly Maximum Minimum Temp. Temp. Month (*F) (*F) _ (*F) (*F) (*F) December 40.4 49.4 31.3 76 -5 January 40.1 48.9 31.2 77 -8 February 41.7 51.6 31.8 77 0 Winter 40.7 50.0 31.4 77. -8 March 48.0 58.9 37.0 87 4 April 58.2 70.0 46.3 89 24 May 66.9 79.0 54.8 94 32 Spring 57.7 69.3 46.0 94 4 June 74.7 86.1 63.3' 99 41 July 77.4 88.0 66.7 103 49 August 76.5 87.4 65.6 99 44 Summer 76.2 87.2 65.2 103 41 September 71.1 83.0 59.2 103 33 October 60.0 72.2 47.7 91 21 November 47.6 58.6 36.5 83 4 Fall 59.6 71.3 47.6 103 4 Annual 58.5 69.4 47.6 103 -8 Oak Ridge City Office Climatological Standard Nomals 1941-1970 Annual 57.8 68.6 47.0 105* -9* Knoxville Vicinity Climatological Standard Nomals 1941-1970 Annual 59.7 69.8 49.5 104** -16**

• May 1947 - October 1974
  • 1874 - October 1974

~1-15

TABLE l'.3-2 MONTHLY WIND DATA CRBRP Meteoroloqlcal Tower ** Area Station X-10*- 33 Foot Level 200 Foot Level Dak Ridge City Office *_ Knoxville Airport" Average Average Average Average Average Speed Prevalling Speed Prevailing Speed Prevailing Speed Prevailing Speed Prevailing fiontS_ (eph) Direction jphL Direction (mph). Directfon .(eph). Direction p h1 Olrection January 4.8 SW

• 8. 2 NE 5.3 SSW 4.5 WNW 7.5 WNW February 5.0 ENE 8.7 NE 6.0 55W 4.4 WNW 7.5 NE

- ( l' arch 5.3 SW 9.2 NE 6.8 WSW 4.3 55E 7.2 W5W Aprli 5.7 SW 9.3 WSW 7.0 SSW 3.7 WSW 5.9 WSW tiay 4.5 SW 7.4 SW 6.2 NE 2.8 ENE 4.4 NE g g June 4.2 SW 6.7 SW 6.2 WSW 3.3 SW 5.3 W5W era ^8 y r July 3.9 SW 6.3 W5W 4.2 55W 2.8 WSW 4.1 WSW August 3.7 E 5.7 NE 1.5 55W 2.6 SW 4.1 WSW 5epten.ber

• 3.8 E

5.9 NE 2.9 NNE 2.4 E 4.1 NE October '3. 6 E 5.9 NE 2.9 NME 3.0 WNW 4.8 WSW November 4.1 E 7.2 NE 3.2 N 3.3 WNW 6.0 ENE Deces.ber 4.5 $W 7.6 NE 4.3 ' HNE 4.0 WNW 6.8 WSW Annual 4.4 SW 7.3 NE 4.'7 55W 3.5 WNW 5.6 W5W on wind speed, 13-year record on prevalling direction

• 16-year reco "31-year record on wind speed,14-year record on prevalling direction (

+1-year recordI20) (102 feet, sensor elevation)

• • 1-year record February 11, 1977 - February 16, 1978

l um

l i t TABLE 1.3 PRECIPITATION DATA OAK RIDGE AREA STATION, X-10 1944-1964 Monthly Monthly Monthly Maximum Average Maximum Minimum in 24 Hours Month (inches) (i nches)_ (inches) (i nches) December 5.22 10.28 1.98 4.38 January 5.24 12.37 1.11 3.96 February 5.39 10.01 1.89 3.23 Winter 15.85 March 5.44 9.69 2.06 3.84 April 4.14 8.54 1.25 2.39 3.48 7.01 0.90 2.09 May Spring 13.06 June 3.38 7.55 1.18 3.08 July 5,31 10.19 2.14 3.74 4.02 10.31 0.50 3.31 August Summer 12.71 September 3.59 12.84 0.21 7.75 October 2.82 6.43 0.00 2.32 November 3.49 12.00 1.01 3.20 Fall 9.90 l Annual 51.52 12.84 0.00 7.75 Ob m 6 1-17 l ~ ~ w

i ~ i, TABLE I'.3-4 " PRECIPITATION DATA FOR THE CRBRP SITE FEBRUARY 1977 - FEBRUARY 1978 Precipitation in Inches Month 1,44 February 4.81 March 6.95 Ap'il r 1.36 May 3.55 June 1.01 July 4.22 August 8.96 September

• 4.36 October 6.55 November 3.37 December 5.21 January 51.79 Annual total l

l l 1-18

l f Water Use and Wastewater Discharge Sources 1.4 um p Clearing, Grubbino and Earthwork Activities l> 1.4.1 timber, brush, shrubs, standing timber, down timb l hings, Grubbing rubbish, other vegetation, and all other objectionable material. t will include removing from the ground stumps, roots, matted roo s, Roots, matte stubs, brush, orcanic materials and debris. ll be or larger in diaineter, stumps, logs, organic or metallic debris sha r l and excavated to a minimum depth of one foot below natural g d construction 9enerally confined to areas required for cut / fill, permanent an l rcmoved. facilities, meteorological towers and runoff treatment ponds. Required excavation / fill slopes and compaction controis are design The stom drainage features which assist in controlling soil erosion. i system (catch basins, culverts, runoff treatment ponds) Judicious dra 'i ditch locations, and early installation of these facilities serve to control surface runoff and mitigate erosion effects. silt traps, seeding etc. will be utilized in soil erosion d stom runoff regulation. i associated with the effects of construction runoff, the l t pond basins and appurtenances have been designed to meet discharge j effluent guidelines and standards as follows: event, total suspen ithin the range of 6.0 to 9.0. at Owner's Oak Ridge project Office) apply to land tion l / activities: Specifications Drawings 3066-19-1 Clearing & Grubbing The drawings listed be10w generally indicate existing site contours, proposed finished 3066-19-2A Excavation, Filling grades, plant arrangement and details and Backfilling including roads, railroads, runoff treat-ment ponds, etc., major excavations / fills and stom drainage systems including appurtenances. BC 501 BC 511 BC 542 BC 605 TSK007 502 512 543 613 045 503 515 544 620 046 504 516 545 622 047 052 505 526 546 053 506 527 551 075 507 528 552 082 i 508 535 553 509 536 565 510 541 566 i 1-19 l

Raw water will be required for soil compaction, dust control and quarry Water for soil compaction will be pumped from the Clinch RiverThe operations.into a tank truck for spraying onto fill areas. for fill compaction is estimated by the constructor to average less additional 10,000 gallons per day of raw river water will be used for 10,000 gallons per day. Water for the quarry will be dust control on construction roadways. i L pumped from the river and will be recycled from settling basins; max mum use during peak crushing is estimated by the constructor to b gallons per day.be taken from the Bear Creek Road Filtration Plant via a pe main. Construction Period 1.4.2 The construction of the CRBRP is anticipated to extend ov f 1982. of approximately 5 years. request to commence site preparation activities during the summer o However, if NRC does not grant the exemption request, the site prepar Support of construction activities are expected to cormience on 4/1/83. will require water for the following purposes: potable Water _ Sanitary water uses such as toilets, showers, lavatories Fire protection system Concrete batching plant Concrete curing Clinch River Water _ \\ Dust control Fill compaction Quarry drilling operations Crushed stone production dust control ( Discharges resulting from construction operations will include: Sewage treatment system effluents Storm water runoff Excavation dewatering operations Use of water at the construction site and quantities of discharge are d function of the size of the construction work force, climatic conditions Major water uses and discharges have been calcu-the stage of construction. lated on the basis of the following assumptions: Sanitary wastes - 2450 person construction work force at 2 gallons per capita per day. additional infomation concerning des Stormwater runoff - 24 hour stom having a recurrence interva 10 years and individual treatment pond inficw based upon a com site runoff coefficient ranging between 0.3 to 0.6 reflective of l 1-20 l l l

A runoff coefficient contributing catchment area characteristics. of 1.0 was used to compute quarry treatment pond runoff from the imediate quarry area and 0.05 from the meadowland around the quarry. Excavation dewatering - based on ground water data, and on-site soil and rock conditions. A schematic diagram of peak water use and discharge is presented in Locations of the discharges are presented in Fig.1.4-2. Fig. 1.4-1. 1.4.3 Operating period Water for plant operation will be supplied by the Clinch River. An The anticipated annual average water makeup requirement is 8.8 mgd. average of 3.5 mgd will be returned to the river as blowdown (3.35 mgd) and effluent from other plant systems (0.15 mgd). Approximately 5.3 mgd would be consumed through evaporation, drift, and plant water usage. Based on an annual average Clinch River flow rate of 3,480 mgd (5,394 cfs) the consumptive water use is less than 0.2% of river flow. Potable water for the CRBRP will be supplied by the DOE Bear Creek Water Potable water usage includes an allowance of 7000 gpd for Filtration Plant. sanitary water uses and 30,000 gpd for a hypochlorite generating plant. The latter is a seasonal demand, anticipated to occur only during the sunrner months when chlorination of plant water system is required for control, of slimes, algae and fresh water clams. Figure 1.4-3 is a schematic diagram of the plant water uses and Discharges due to storm water runoff from the site are plant discharges. The location of these discharge represented schematically in Figure 1.4-1. points are shown in Figure 1.4-4. For plant operations, the discrete discharge point sources are as follows: Cooling Tower Blowdown Wastewater Treatment System Effluent Sewage Treatment System Effluent Low Activity Level Liquid Radioactive Waste Treatment System Effluent Storm Water Runoff The first four point sources are discharged to the Clinch River via Storm water runoff is discharged to the river via a Comon Plant Discharge. The quarry runoff five separate discharges from runoff treatment ponds. treatment pond will be redressed following the construction period and will not be a point source discharge. 1-21

Low Activity Level Liquid Radioactive Waste (LALL) is discharged to The system is designed the common plant discharge stream after processing. to insure that the activity concentration of the discharge, after processing is As Low As Reasonably Achievable (ALARA) and a small fraction of 10 CFR 20 Section 3.2.1 of this report provides additional information relative limits. Section 3.5 of the Environmental Report provides to the design of the system. a detailed discussion of the system and senmarizes the expected isotopic concentrations of both influent and effluent streams. present design plans for pre-operational cleaning call for treatment and disposal offsite by cleaning contractor. Should present plans change, the owner will provide facilities for treatment and disposal of these wastes onsite. Treatment processes may include, but not be Ifmited to, physical / chemical treatment, biological treatment, incineration and evaporation. Treatment process to be used will be determined on the basis of the type and volume of cleaning wastes. Treatment facilities and appur-tenant structures may include: waste holding ponds of impervious construc-tion, chemical addition provisions, mixing provisions, aeration provisions, pumping provisions and other structures as required to suit the treatment process selected. 1 l \\ l l 1 i 1-22

NOTE: TGD-FIGURE 1.4-1 f, 7 Lorstruction CONSTRUCTION PEo10D SCHE"' TIC Or WATER FLOW U.S. DOE Bear Creet [nce Cif nch Filtration Plant g,,, River 13 isp 150 TGD 1 f0 TGD n Concrete 4 Cencrete ] Interitittent Fa eup W855 I ' 7 [ Fr:n Potable Water Socce ~ Wash Settling i EquiPmot 10 TGD Construction i E7 TGD Constructier Pond Fill Com-Water r Contrete ,I paction. Uses & 77 TGD Consu-Ption I Quarry Use. Systear g @ TGD Dust Control Interwitten Aggrecate ~ Aggregate ~ 63 TGD ID TGD Concrete N"E 2625 TGD Precipitation Clinch River Station 111ng Pond g Curing Water If g 720 TGD l 60 TGD Consum tion c a on Pret'Ditation I I (IPO? TGD ExcavatjanDewatering p{g Runoff 1361 TGD Preci itation Runoff 1440 TGD IPrecipitition P 3717 TGD Escavation gRunoff 4'.14 TGD Precip. Runoff I Drecipitation Dewatering 3212 TGD l,' g Runoff 3426 TGD g y y f y jf g II If Sanitary 3rtr 1r1rIf Pcncff Runoff Runotf Runoif Syste9 Treatment T rea trnent Treatrent Treat ent T a p,, ( if Tr t Fond B Pond C Pond D Pond E p nd 62 TGD 3212 TGD Solid Waste 1r . 355 TGD 3717 TGD 2801 TGD 4114 TGD 1 7 5226 TGD jr 9 Dis. No. 002 y Dis. No. 004 Dis. No. 005 Dis. No. 006 Dis. No. 007 Dis. No. O Dis. No. 003 DEPARTMENT OF ENERGY CLINCH RIVER BREEDER REACTOR PROJECT

• -23 OAK RIDGE. ROANE COUNTY, TENT 55EE March 1982 me

y .'s s I l p,j! l y Location of Runof f Treatment ' N, /d,,. / p ~ "E" Discharge, pt. 007 / /

==i ( 'y / iJ N. / NR,, 4 ,/ CUNC. H Dtv..t.R 38t E I ~,., o ~

1. ~d*,.. 0' /,,

Location of Runof f Treatment Pond "C" Discharge, [ / 7, 3Nf- ' "~ ~ ~N M 4 / Pt 005 3. ![ --.~ '.. ~~;;";.~ -% " - g / .u... g Location of Conmon [ / N. I !Z'.'.::" 'O. D P1 ant Discharge, l*.. h - / / 'D / pt. 001 C~ f' ~ '$..V -'**"*"a-"*** // f ctun e VER g ePEEDER PE ACTOR -.~.f %=.., /*g AREA) Location of Runof f {?:1 / N, Treatment Pond % / {

try v

. M,/ ~~~ / % :m...-

g 'N o A'.. yl "B" Discharge,

• ,/

-, nres:, f L "2 [s .g' \\,Y-".*.* o LQ': ~ " ' * " " .t '*5 ~' %.l"E '- t[' p'4"~'"" pt. 004 / s \\. Y Location of Y 3 ] " W'O. /- [reatment Pond "0" Q .' ./ \\ \\ ,,,,y d it j g Location of Sewage Discharge pt. 006 Treatment Plant %,tg,.\\ g f / '~ ! 'p + ^~ Discharge, pt. 002 _.f s e f ~.)\\ 's,/*' / Location of Quarry Treatment

Pond, j=

location of Runotf Tre t g _:=ta

• • ' L '

Discharge Pt. 008 Pond "A" Discharge,' i,- - - f pt. 003 h e / . 2,..

r

.-i o. o n u / "~." P,/./ / ~m k $Y ~ 28G o [ !$7 P., -/ 550 l ~ m ee . a 2,., = e ss I aea .,u. _ a -a ,2 n r m mnam a- -c rn 8 " in "3 %,, h M 8% i n N O 4/5 (A C3 Sh O 8 4 5 89 u .n;o e. W ,s $ 6-OM m" o. 8 1

FIGURE 1e4-3 SCHEMATIC OF WATER FLOW - OPERATING PERIOD 2 e (ol2)Cienne neve n SHIAuf 8797 TGD 107TGD one is ico HO t t - IGo lheasaad ganons pee der E vaP. 57tF I6o Maat up 3394fco war (R StOwoOwM p(CH DA AF T ~ TAfAtufMT + C COOLsNG 50wtRs ( 0 11 ) sesitu i c 30 TGD _ 't 5 a a Aus CoOtmG a E y o { CinC wAitn G o; g 1 s susitu

l',

vAnious ressuaes a= l = PaOcass a misc. wasta usts =T = ust s og au as s

• T 8

U 12 N us 4 g 3 <r ,,],,,, C8 (0o9) eas tco <estco pasPOsat 2Sico i susieM ,,,,,,,,,,,,,,,p esco S AL'PL *G (002) ,p -r "c'OUn'n$"Os" Misc. Minor Sot o sesco sewAct <e Tco W a s't a tuAs se asONat) sYsitte Losses to pisPOsAL systiM sOllO waste Coottrec Cort 3 on AnaAce. w Ast a sos trata Waste Water e-ne ss Na natu)N wasia s s <1 %D Treatment ~ sosco uisC. wasst sOunct* (sE AsOraAtI N sopeuu serPOcutOntyt POTA8tf HTPOClit ORIf f TO ctac waf f R sisitM. WATER c( Nt M A R HeG pgVE R SHI AME A sTsitM PtANI COOLsNG IUWE R S4 serfs f27fc0-- p NOM dot II AoW A sif POf ABL F wAllR (seasemas) y Acatly y 49Icp sis 1E M (0f0) y "''''I 3502it.o smio wAsir : pescesanct 10 C L INC H HIVE R (001) DepArgenent of Enesgy Clincte pleet Dreeder Reactor Plant Project Oak fledge. Huane County. Tennessee March, 1982

• C

DA'O. C i .s Location of Runoff. Treatment /. '; V. p-( Pond "E" Discnarge, j f, 6 Q,\\ / .'l pt. 007 / j9 / concu R1vER "a1E -- y.. 4 ~.. rl/ ,i g/ ,/ / Location of Runof f Treatment Pond "C" Dischartje, j .T,:', / "" A." //X.C'% g%, f pt. 005 [ f ..,...r-- y y T.g' ( j/ j? Location of Runof f Treatment ,- * *C'_ ,g = N q. Pond "B" Discharge, f y ,.ge _. y. f wc'N-5 pt. 004 /, r- -....m--. Location of Common I '4,'d., /,. '... e s' .... h N 8 7 //, ' -ctwcH Prvrp j

4. Q.Q g

1 EREEDER PL ACTOR f::':, '"g?c' 7 A- .... v s pt. ANT art [,..- o WPOTECTED ARE A) Plant Discharge, N ] q N. pt. 001 fj/' {. j ' q.', M ,,, 7 ,./ i' i"::::::::,... - ' 'N. i' ,[ -Q ~ ~ ' Location of Sewagg[ l 2 =. / "~

{' g

/ Location of Runof f 4 g (f Q' 3 P / Treatment Pond N.> Treatment of w v. "D" Discharge, k., - , / g M /{ , / m._ 3; 8 ~ - --' Plant Disharge, s s

t. 006 pt. 002 y

o" Location of Rad-y.i Location of pla" waste Treatment System W i - / //, ~'e 91 L Intake, pt. 013 =; f Discharge, pt. 010 't. v ' 7- ,/ ocation of Cooling Tower \\ 3I! E Location of Runof f Treatment g,~, =*****f g+ / 's Blowdown Discharge, pt. 011 **. A Pond "A" Discharge, i .g g pt. 003 J A / .h d z

s e o 'o o es

/ o / am--= n E # $ U, Approximate location of Waste Water 5 bisposal System Discharge, pt. 009 9 Pr * !? " 9 - E i' % # 7 := S. / 0 e **S2m E ", E d. b-e w, u) mao S-g s a E'Q N k Approximate location of { h E n Chemical Cleaning Waste S M y .( y (Preoperational) pt. 012 u 5, ~ ~' w M

I Basis of Design and Discharge Criteria 1.5 The design of treatment facilities and discharges for the CRBRP are based on accepted treatment technologies for the various classes of wastes In general, these can be swamarized as that are expected at the plant. follows: Desian Criteria Design Basis Discharge Source '~ Development Docu-Draft NPDES Permit TN0028801 Cooling Tower Blowdown ment for Effluent Limitation Guioelines and Standards of Per-formance - Steam Electric Power Plants, June 1973, Oct.1974 Development Docu-Draft NPDES Waste Water Treatment System ment for Effluent Permit TN0028801 Limitation Guidelines and Standards of Per-i formance - Steam Electric Power Plants, June 1973, October 1974 i Design Criteria In-Draft NPDES Sewage Treatment System cluding Laws, Regula-Permit TN0028801 tions and Policies for l Water and Waste Water Systems, Tennessee Dept. of Public Health l As low as reasonably Draft NPDES Low Activity Level Liquid achievable through Permit TN0028801, 10 CFR 20 Radioactive Waste System recognized industry practice. Draft NPDES Permit Engineering practice l Storm Water Runoff for minimizing impact TN0028801 I of overland flow, due i to 10 year 24-hour storm. l l l i 1-27

i 2.0 WASTE WATER CHARACTERISTICS .i, 2.1 Coolino Tower Blowdown Evaporation in the cooling tower will cause the solids concentrations in the circulating water to increase. To preclude reductions in plant efficiency and service life, cooling water blowdown is required. The blow-down maintains the cooling water concentration of solids 10 a non-scaling, non-corrosive condition. Blowdown will contain primarily the same constituents as the river water concentrated by a factor of about 21/2. Average concentrations in the Clinch River and in the blowdown are shown in Table 2.1-1. Normally, chen$ical additions will not be required to control scaling conditions. However, provisions for sulfuric acid addition are provided, if needed, to reduce circulating water alkalinity by converting calcium carbonate to stable, soluble calcium sulfate. The feed rate in this appli-cation will be detemined on an as needed basis by plant operators based upon circulating water chemistry. Tgo, 30 gph acid feed pumps are provided for this purpose, designed to use 66 Be sulfuric acid. Control of biological growths (algae, slimes and bacteria) in the cir-culating water system and control of fresh water clams will be accomplished other facilities in the area which use river water, chlorination,ence of by use of 0.8% solution of sodium hypochlorite. Based on experi will take place during wann-weather months only. Total residual chlorine (TRC) will not exceed 0.14 mg/l in the blowdown since chlorine residual analyzers will index as automatic blowdown control valve to close when chlorine concentration exceeds 0.14 mg/1. Chlorine dosage rates are manually set by plant operators on the basis of demand and residual requirements,. 2.2 Waste Water Treatment System Influent The waste water treatment system receives all non-radioactive power plant liquid wastes, except cooling tower blowdown, stom water runoff and sanitary wastes. Most of the wastes are discharged to the system on an intermittent basis; both scheduled and unscheduled. The wastes vary considerably in chemical / physical characteristics and temperature, consequently, all wastes are blended prior to treatment to equalize characteristics. Sources and estimated volumes of the various wastes processed by the waste water treatment system are given on the following page: I t 2-1 l

ESTIMATED PRINCIPAL WASTE DISCHARGE SOURCE WASTE STREAM CHARACTERISTICS VOLUME, GPD FREQUENCY 1. Condensate Polishers Ion exchange regeneration high/ low pH, high 40,000 once/ week wastes (sulfuric acid, dissolved solids sodium hydroxide), and rinses 27,000 daily 2. Make-up Water De-mineralizers (anionic and cationic) 4,500 once/5 days 3. Make-up Water De-mineralizers (mixed bed) N 4.' Make-up Water Treatment Gravity Filter Backwash high suspended solids 8.750 daily N 2,140 ~ daily 5. Make-up Water Treatment Clarifier Blowdown 8,400 daily 6. Make-up Water Treatment Activated Carbon Filter Backwash 1,650 daily 7. Waste Water Treatment Clarifier Blowdown 5,000 daily 8. Waste Water Treatment Gravity Filter Backwash 9. Feedwater and Steam Laboratory Analysis Wastes high/ low pH, chemical 28,800 daily . reagents Sampling

10. Non-radioactive Floor Equipment drainage, floor high suspended 20,000 daily Drains washing, etc.

solids, oll/ grease 0-74,000 seasonal

11. Cooling Coil Drainage

12. Hypochlorite Gene-Water softener regenera-high dissolved 800 daily seasonal rating Plant tion wastes (brine) and solids rinses M

Equalized average annual characteristics of the waste water treatment system influent have been estimated on the basis of the waste water volumes given in the preceeding table and on river water characteristics, assuming , ~ CRBRP operation at 100% power on a year-round basis. These data are presented below: s Waste Volumes p Annual Volume Waste Water Source 2.1 Million Gallons 1. Condensate Polishing 10.2 Million Gallons 2. Makeup Demineralizers 13.5 Million Gallons 3. Cooling Coil Drainage i 4. Floor Drains, Clarifier Blowdown & Filter Backwashes (Sludge Lagoon Overflow), & 27.0 Million Gallons Miscellaneous plant wastes 52.8 Million Gallons Total Annual Volume Waste Characteristics 1. Condensate Polisher Wastes: 10,000 lb/yr Total Dissolved Solids removed Sulfate discharged in regenerant 68,000 lb/yr waste Sodium discharged in regenerant 30,000 lb/yr waste Total impurities in 108,000 lb/yr Polisher Waste 2. Makeup Demineralizer Wastes: Total Dissolved Solids renoved 46,000 lb/yr from river water Sulfate discharged in regenerant 274,000 lb/yr waste l Sodium discharged in regenerant 121,000 lb/yr _ waste Total impurities in 441,000 lb/yr Demineralizer Waste 2-3 l

I Cooling Coil Drainage: 1,000 lb/yr. 3. No impurities anticipated, assume 10 ppm TDS Floor Drains, Filter Backwashes & Clarifier Blowdown, and Miscella stem as wastes (a part of these wastes enter the wastewater treatment sy ). id 4. overflow from sludge lagoons following a quiscent settling per o Assumed total suspended solids and total dissolved 34,000 lb/yr. l solids, 150 mg/l Combined Waste (Items 1 through 4, above) 5. 91,000 lb/yr. Total Dissolved Solids in combined waste342,000 lb/yr. Sulfate in combined waste 151,000 lb/yr. Sodium in combined waste 584,000 lb/yr. Total impurities in combined waste 1350 ppm Combined. waste TOS, Sulfate, Sodium concentration Sludge Lagoon Influent Lagoon overflow enters the waste water treatment system (Note: accountedforabove.) i tivated Total volume of clarifier blowdowns, gravity filter backwashes, ac day. carbon filter backwashes, is estimated to be 26,00 /1. lids basis Based on above estimates, daily sludge production on a dry so is estimated to be 450 lb/ day. Influent _ Low Activity Level Liquid (LALL) Radioactive Waste System liquids 2.3 Low activity level liquids (LALL) are deffned as radioactive pCi/cc. This category of having an activity concentration less than 10'i l wastes and radioactive liquids consists of low purity wastes, chem caThe LAL i l shower drains, laboratory drains, decontamination station and personne detergent wastes. Reactor drains from the various buildings of the CRBRP Shop and Warehouse (MS&W) Regulated Maintenance Shop.i being periodic and the total average influent varies due to operat onsTh perfomed within the plant. to be 850 gallons per day. 2-4 l ~ ~~

l 'i 2.4 Sewage Treatment Plant Influent l Sewage treatment influent during the construction and operating periods for the CRBRP will be similar to typical domestic sewage, except that kitchen i Non-radioactive laundry will be and laundry wastos are not anticipated. processed offsite; kitchen facilities are not provided except for small kitchenette units in employee lunch areas. Influent hydraulic and biological loadings are anticipated to be in the range of values contained in Chapter 5 of Section V " Design Criteria for All Waste Water" of Design Criteria; Including Laws, Regulations and i Policies for Water and Waste Water Systems, published by the Tennessee Department of Public Health. These values are as follows: Construction Operating I l Period Period 25 35 Hydraulic loading, gallons / capita per day 0.06 0.06 Biological Loading, lb/ day ~ per capita of B005 Storm Water Runoff and Construction Dewatering 2.5 Storm water runoff will contain particulates and suspended solids that The quantity of these are picked up by the water during overland flow. materials is a function of rainfall intensity and the surface over which During construction, ground surface will be disturbed, the water flows. During the operating period, resulting in more solids in the runoff. surfaces will be paved or planted with g During the construction and operating quantities of solids in the runoff. period, some quantities of oil and grease can be expected in the storm water, although oositive control will be exercised to minimize the quantity dis-Positive control includes: charged to the runoff treatment ponds. allocation of specific areas for fueling and oiling operations; isolation of these areas from the stormwater system during handling of hydrocarbons; and housekeeping practices which include use of oil absorbing materials and sweeping compounds for clean up of minor spills. Construction dewatering flow is expected to contain fewer suspended solids than storm water runoff since the water will emanate p Further, it is expected that water from excavations will be of soil. conveyed to the storm drainage system by means of hoses and pipes, rather than traveling overland. i 2-5 l l l

o TABLE 2.1-1 CHEMICAL CONCENTRATIONS IN CLINCH RIVER AND COOLING TOWER BLOWDOWN Avg. Cooling Tower (2) III Avg. River Blowdown Concentration Water Concentration Parameter 218 87 Alkalinity (total as CACO ),;mg/l (' 3 NR Aluminum, pg/l 0.10 0.04 Ammonia Nitrogen, mg/l NR Arsenic, pg/l <2.5 <l.0 Cadmium, pg/l 72 29 Calcium, mg/l 7.5 3.0 Chloride, mg/l <15 <6.0 Chromium, mg/l 90 36 Copper, Ug/l 258 103 Hardness (as CACO ), mg/l 3 1325 530 Iron (Total) pg/l 125 50 Iron (dissolved), pg/l 160 64 Iron (ferrous), pg/l <28 <11 Lead, pg/l 19.2 7.7 Magnesium, mg/l 138 55 Manganese (total), pg/l <0.5 <0.2 Mercury, pg/l <125 <50 Nickel, pg/l NR Selenium, pg/l NR Silver, pg/l 8.2 3.3 Sodium, mg/l 40 16 Sulfate, mg/l 312 125 Total Dissolved Solids, mg/l 17.5 7.0 Total Suspended Solids, mg/l 90 36 Zinc, pg/l (1) Data based on samples at proposed river water intake structure Amend. IX, (See Environmental Report, Clinch River Mile 17.9. Table 2.5-14a.) (2) Blowdown concentration based on concentration fact water concentration. ( NR - Not Reported. 2-6

WASTEWATER TREATMENT PROCESSES AND EFFLUENT DISCHAR 3.0 1m Construction Period-General 3.1 and stomwater/ excavation dewatering discharges via The locations of these discrete point sources are shown in Figure 1.4-2. Anticipated volumes are shown on Figure 1.4-1. Areas of the plant site not served by the construction period storm-water system and treatment ponds will result in discharge directly toT existing drainage ways. The consequences of runoff from these embankment and spoil deposit areas. areas during the early construction period are expected to be minor, and will be mitigated by the installation of silt trenches across drainage ways, erection of hay bale barricades, and possibly pumping to nearby retention ponds. Runoff Treatment Ponds-Design Features 3.1.1 Fiverunofftreatmentponds(alsoreferredtoasimpoundingpondsin referenced documents) and a quarry pond serve the construction and The ponds are designed to process water from a 24 hour storm having a recurrence interval of 10 years in addit. ion to antici-operating period. Rainfall runoff from stoms greater than the pated dewatering flows. design event will be discharged by means of the ri,s Design data for the ponds is given in Table 3.1-1. 3.1-1, 3.1-2, Construction features of the ponds are shown in Figures and 3.1-3. The primary function of the ponds is to provide a quiescent settling environment and filtration system so that stormwater discharged to Consequently, the Clinch River contains acceptable total suspended solids. the pond configurations have been developed on the principles of sedi-mentation / filtration theory and current operating practice. Sus-The pond retention dike features are indicated in Figure 3.1-1. pended solids are removed by processing the collected stormwater t This filtration the sand / aggregate filter set forth in Figure 3.1-3. system is generally representative of the actual system to be employ Individual pond filters will vary in total filter area and number of perforated risers. As shown in Figure 3.1-2, the pond outlets are provided with an ener dissipation structure to minimize potential erosion caused by the disch to the river. 3-1

i l When settled solids reach a predetemined thickness, the individua Maintenance frequency pond and filter medium will be physically cleaned. between several = will vary during construction and plant operational phasesIn the event total weeks to upwards of four to six months, respectively. susp t Appropriate corrective pond system perfomance will be evaluated. action will be taken as required. On-site activities during the construction period include unloading il,etc.) and handling of petroleum products (diesel oil, turbine lube o dic maintenance and various chemicals (sulfuric acid, caustic, etc.) and perioTo prevent th d design features of various construction equipment. materials to the stomwater system, the CRBRP has inc i take place. l The construction equipment maintenance area will be located at p All equipment maintenance will be done The pad will be coordinates N43 + 53. E210 + 00. on a concrete pad enclosed by a gravel and sand apron. sl i int l All for disposal offsite by a licensed contractor. be located in the same general area as the equipment maintenance are l sed by a above ground storage tanks will be located on concrete pads, enc o l h t may occur. gravel and sand apron to locally contain any spills / leaks t a dry sump These pads will also be sloped to allow any leakage t l thto runoff All overflow which may occur during upset conditions will flowO treatment pond "E". prevent the leakage from reaching the river. Sewage Treatment System - Design Features _ construction 3.1.2 There will be two periods of sanitary waste water generation:D ste water, except and normal plant operation. water may be characterized as nomal domestic sanitary wa l CRBRP. The sanitary that no kitchen or laundry wastes are expected for the d ting 2,450 persons. system for the construction period is designed for accomo a l Average daily sanitary waste water design flow will be 61.250 ga The average daily sanitary waste water flow during norm This is based upon 200 plant personnel or 25 gal / person / day. Present projected number of operation will be 7,000 gallons. ons anticipated 35 gal / person / day for nomal plant operation. plant t for The permanent plant design flow of 13,000 gal / day will be adequa for annual shutdown. this peak loading. i d to The treatment plants during the construction period are des gneTh the design population accomodate a projected work force of 2,450. work force and the served population may be higher than k construction h of the plants for a relatively short period of time durin l lized at this time, however, the plant design population and capac f the time during period. are sufficient to serve the construction work force for most oInc the construction period.detemine their impact on the sewage treatment p 3-2

i t f, - date may necessitate modification of the biological treatment i Any changes to treatment processes or the number of Sanitary waste water generated during the construction period will beThe p treated by two package sewage treatment plants. Upon in parallel will have treatment capacities of 13,000 gpd and 52,000 gpd. completion of CRBRP construction, the smaller plant will continue operatio 7' for the life of the project, and the larger plant will be either abandoned or removed. During the construction period, sewage flow will be proportionally split between the two treatment plants to avoid underloading or overloading To accomplish the flow splitting, a junction manhole will The manhole bottom will have a either plant. be constructed upstream of the plants.The leg of the "Y" leading to the smaller plant will include an adjustable sliding deflector board that will regulate "Y" form channeled bottom. The collector board will the quantity of flow diverted to either facility.have to be adjusted on split. Treatment will be by the extended aeration variation of the activated sludge process, with chlorination of the effluent prior to discha Clinch River. Prior to installation of the sewage treatment plants, Portable toilets influent cominutor. portable toilets will be used by construction personnel. may be used after operation of the sewage treatment facilities to serve Wastes from the portable remote areas during the construction period. toilets will be removed The treatment plants include acceptable manner by licensed contractors. aerated surge tanks for equalization of flow and post aeration tanks to assure that effluent discharged to the Clinch River is not septic. The sewage treatment plants will be located approximately 850 feet south (SeeFigure3.2-3.) the Reactor Containment Building centerline. The 13,000 gal / day capacity treatment plant, as described above, will t The extended aeration process remain for the plant operating period.is expected to effect a 90 percent Sludge generated by the sewage treatment systems will be oxygen demand. trucked offsite for ultimate disposal. The sewage treatment system is designed in accordance with applicable State of Tennessee Design Criteria. The sewage collection system is designed in accordance with Chapter 2 (" Design of Waste Water Collection Lines and Pumping Stations") of S " Design Criteria; Including Laws, Regalations and Policies for Water and Waste Water Systems _, published by the Tennessee Department of Public He All collection lines are 8-inch ductile iron pipe, installed at a minimum Building sewers Manholes are spaced at 350 feet, maximtsn. slope of 0.4%. 3-3 l l l

I e are 4-inch C.I. soil pipe and confom to the requirements of the Southern Minimum depth of cover for piping Building Code Council Plumbing Code. is 3 1/2 feet. 3.1.2.1. Component Design Description The permanent and construction period plant and component design require-30 ments have been included in Technical SpecificationThe contract for this equipmen 7-Treatment Equipment". Specific design data and dimensional Clos Corporation of Florence, Kentucky.The component descriptions provided data are not available at this time.below reflect specification requirements imp Pre-Treatment Facility A removable welded ANSI Type 304 stainless steel screening basket is The pre-treatment facility provided, along with an influent comminutor.1s arranged so that raw waste l waste enters the aeration tank. I Aeration Tank _ The tank volume is determined by the F/M ratio (Food-to-Microorganism) F/M ratio of 0.1 of MLSS (Mixed-Liquor Suspended l for the design condition: Solids) = 2,500 mg/l or 0.05 at MLSS = 5,000 mg/l (same as 15.6 lb BOD pe j 1,000 cubic ft of tank volume). sewage treatment plant is 8,000 cubic ft and Froth sprays are provided in the aeration tank. 1,200 cubic ft. Air Blowers Aeration equipment supplies at least 2,100 cubic feet of air per pound of BOD or 3 cubic feet per minute per foot of length of aeration tank, whichever Additional air is provided for the sludge holding tank and air lift for pumping return sludge from the settling tank, and for the aeratedTw is larger. surge tank and post aeration tank.having a capacity to supply the air Blowers are rotary positive displacement type. motor and V-belt drive, air relief valve, gas type check valve, and filterAdditiona silencer, all mounted on a common base. each blower to provide blower output of approximately 50 percent or 75 The blowers and motors are mounted in a l percent of output capacity. ventilated weather proof enclosure, lined wits flexr glas noise control. Air Diffusers The diffusers installed in the aeration tank are designed for the maximum quantity of air required to assure unifonn small bubble distribution of air The oxygen transfer efficiency of the over the entire length of the tank. assemblies is such that an adequate supply of oxygen is maintained in the aeration compartment to meet the treatment requirements of the biological l loading for which the plant is designed. l 3-4 l ~ ~ ' ~ -

m The air diffuser assemblies are of corrosion-resistant construction, The complete air individually mounted from an air distribution header. = diffuser and drop-pipe assemblies are factory mounted on the air headerEach drop-pip and adequately supported by structural framing. with an air regulating valve to pemit adjustment of the air flow or The drop-pipe complete shutoff of each individual diffuser assembly. is so connected tc the air header as to pemit the air diffuserassem to, and the operation of, any other diffuser assembly and without dewatering the tank. Clarifier _ ding at peak flow rate of 360 gpd/ft{arifier is sized for a surface loa The c The maximum allowable weir based on effective surface area. loading rate is 10,000 gpd/lin ft. The clarifier has a hopper bottom with side walls sloped at a minimum of 60 degrees to insure effective removal of solids from the clarifier to The clarifier is properly baffled, including scum An adjustable air the aeration tank. baffles and an adjustable V-notch overflow trough. lift type surface s surface of the clarifier and return them to the a'eration tank. Sludge Return Air Lift The settled sludge is pumped from the bottom of the clarifier by a sludge air lift to the inlet of the aeration tank, and is arranged so thatThe air lift ha a sample of the return sludge can be collected. Valves are provided capacity equal to 100 percent of the daily design flow. for e egulating return sludge flow and for blowing down the air lift toA prevent clogging. removing excess sludge to the waste sludge holding tank. The air blowers provide air for the operation of the air lift, and the air supply line includes a needle valve for control and adjustment of air The air lift is installed in a manner to permit convenient removal flow. from the clarifier without dewatering the tank. Waste Sludge Holding Tank The waste sludge holding tank volume is at least 10". of the aerat tank volume and is aerated. Arrangement of the tank is such separation and decantation of supernatant. that supernatant flows by gravity to the inlet of the aeration compartment. The waste sludge holding tank has an outlet provided near the bottom for Aeration at 2 cfm per remova} of waste sludge from the outside of the tank. of holding tank volume is provided. 100 ft 3-5

Chlorination System _ ins The chlorination system includes a chlorine contact chamber, complete k quired with a hypochlorite solution feed pump, polyethylene solution tan, re piping or tubing, electrical controls, and weatherproof enclosure. The chlorine contact tank is designed to provide a contact time of 45 Air lift piping (1-inch) and minutes, based on the peak flow rate. valves are provided to allow for per l tion to the head of the plant, The hypochlorinator is a positive displacement type feeder, designed for The unit provides for feeding a solution of sodium or calcium hypochlorite. All parts manual adjustment of feed rate and is acid and alkali resis chemically resistant plastic or rubber. with electric motor and drive, relief valve, plastic fittings and tubing, foot valve, injection check valve or antisiphon valve, essential spare parts ano special tools and polyethylene solution crock to provide a minim of thirty-six hours storage capacity. The hypochlorinator housing is a ventilated weatherproof enclosure and An is r omplete with bottom plate, hinged lid, and mounting brackets. elecu'ical unit space heater of adequate capacity to maintain temperature above freezing and a manual pushbutton operated blower provides forced ventilation. Surge Tank and Post Aeration Tank A surge tank is provided to assure a uniform and continuous flow to The surge tank is aerated to prevent septicity. l the aeration tanks. A post aeration tank is provided to assure that effluent discharged l to the Clinch River is not septic. I Flow Measurement and Monitoring Sewage treatment plant effluent flow is measured and continuously rec by means of a V-notch weir and a float activated flow indicator / recorder The weir is located at the outlet of provided with 7-day circular chart. the chlorine contact chamber. Influent, effluent and process unit monitoring for regulatory purposes and process control will be by means of grab samples taken at locations reflect representative conditions for the parameters being measured. Analytical techniques for fulfilling regulatory monitoring requirement will be EPA approved methods. 3-6 1 l

Treatment Capacity vs. Variable Loadings _ "e d will 3.1.2.2 During the life of both treatment plants, the population serve be underloaded. vary, the primary concern being that the facilities mayTo difications and process adjustments may have to be made. tion) so as out between the owner and the plant manufacturer (Clow Corpora I to maintain treatment efficiencies. The changes and modifications may include, but not be limited to the following: Process physical Plant Adjustments _ M_ odifications_ adjust sludge return rate utilize surge tank adjust sludge wasting rate for process aeration temporarily decrease volume adjust aeration rate of aeration tank provide supplemental feed to maintain food to mass ratio i d Should short tem overloading occur, the process adjustments m Extended above may also be utilized to main + sin treatment efficiency. require the periods of overloading, or severe short tem overloading mayThe Own t units. use of additional treatment units. cation well in advance of installing l 3-7

a a. L' =' ogg

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.I... .3% - W3 = couractra Fitt i'CatST t MM ANRMIN,I , jhS __ Filter Discharge ,,g,, and was Gaar-6 Overf) ow Pipe q t___ '1* p Af rit" ELEVATION j_ r Aped SEENCE COLLAR 'N

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ta uma. ve rc.a ',[ g t }{t_M_0_ Mea / .)_. i EnsonNC CRADE l 20* I I [ e c) -7 g -3 i 5 + .e p-- =_b:-- = = r,...._0 - m ...l. 4_ - 4 q _=.=- . _ _y h' h -8 " fX 'i - J = j ossna.u.an ritita cau it_ g lo* 05' RIP RAP LAVER c*rceroeitto #_,ceacto ceAvet. Toe DMRI'4 one ceusseo Rocn Note: Pilter with discharge pipe C"*'" and emergency spillway.are not shown. FIGURE 3.1-1 TYPICAL DIKE CROSS SECTION: RUNOFF TREATMENT POND (IMPOUNDING POND) (N0 SCALE)

t ' X ** *' Filt.or Discharge \\ and . i'l g m overflow pipe u l ( E' ~ e-II q____ 3,i .t_L 0' lt 3I 8 t I 'i l 'O I j ) g C dssearcc . _d .i' I l J: 1

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1L %I 9 .= E a,, PLAN ,l i : $k StueND rO904'CtULL De s leDA ?ce .x-t-....... J) p e t .j\\ t 3 C,* Pl ? s ORAf f D CRAiaJ Piet. ELEVATION t 1 I '+ l FIGURE 3.1-2 POND OUTLET DETAIL - DISCHARGE (N0 SCALE) 3-9

.~ ~~q n' = = - trists. d/t Heed. J, IcseRise49 (T (3 ~ (> (J .e P _f,, so tu crun A. gg,p s 3 'TO C O F 'S 4 P G & ~ v-, A < g W 56':- Torce Ficter s f 4' W

t. C-(9' ** **

g.e- - ' w. Mi"- g w o o m =,3, / m,esepec ne- -m 1 --l ,l I-n 3 m y,3,Ew, -9fs :,q,,,p,,s an " _3c4 W4%. 2 mgr. E Ii e' Di I5m"^'dT MM odT M'" I !. *. Mex , As *a' *" o o ' 4SE94 'T'~**"'"" Idi i J3,,illh i;Nl:' p.. ::. as-d$i.;. ,,wa 3 /%ffhRY///Q'l s. h Ita -y-J \\ * ** ~~' ;I A M-are ceoas. - 24' 4 seniMa*4T TRAP FAo Mn3 - I pI co" A 5'-) H4 ( T19w.AL PILp S o S A ItNS MUt.7tPLC ytCTEft !<MME pt.PcTE.D FIGURE 3.1-3 Runoff Treatment Pond - Sand Filter (No Scale) W ~ g

__m m. 3 TABLE 3.1-1 RUN0FF TREATMENT PONOS' PHYSICAL CHARACTERISTICS DESIGN STORM / PGND SEDIMENT VOLUME DRAINAGE EXCAV. DEWAT. AVERAGE POND STORAGE AT CLEAN-00T 3 ELEVATIONCUgIC IMP 00NDING AREA VOL., CUBIC DIMENSIONS, FT. VOLUME FEET x 10 POND ACRES FT x 10 / day (L x W x H) CUBIC FTx10 3 A 45 458/241 385 x 190 x 10 546 31 B 34 351/96 160 x 140 x 10 380 51.5 i' C 48 497/NA 275 x 250 x 12 391 57 C D 25 182/193 230 x 110 x 12 161 14 E 83 550/NA 240 x 120 x 12 424 88 Quarry Impounding Pond 45 437/NA 100 x 200 x 10 200 60 e

3.2 Operating Period-General During the operating period, the following point source discharges will be conveyed to the Clinch River via a Comon Plant Discharge: Sewage Treatment Plant Effluent Low Activity Level Liquid Radwaste System Effluent o Waste Water Treatment System Effluent T o o Cooling Tower Blowdown o the dis-Stomwater discharges will occur at five separate locations: cussion in Section 3.1.1 is applicable for the operating period runoff treatment ponds. The design features of the sewage treatment system for the operating period are discussed in Section 3.1.2. A layout of the plant, showing the relative location of the various structures referred to herein, is shown in Figure 3.2-3. Low Activity Level Liquid (LALL) Radwaste.'ystem-Design Features 3.2.1 The Low Activity Level Liquid Processing System, designed to collect, process monitor, store and dispose of radiogetive liquid wastes havingpCi/cc an activity concentration not exceeding 10'This system provides the necessar in Figure 3.2-1. ties to collect and process low activity level liquid wastes, chemical w and detergent wastes from floor and equipment drains, laboratory drains, de-contamination station personnel shower drains, the Reactor Service Buf1 ding Decontamination Facility and the Maintenance Shop and Wa wastes are accumulated until such time as a convenient quantity of wastesThe vario Maintenance Shop. has been collected before processing is initiated. processing I below. LALL Collection. Low Activity Level Liquids are collected in a sump located in the Rad-The s waste Area of the Reactor Service Building (RSB). and decontamination station drainage and contaminated drainage from LALL Radwaste equipment such as tank drains and overflows, pump drains, leakag etc. sump, one of the sump pumps is started to transfe k wastes to either the Intemediate Activity Level Liquid IALL Collection Tan A sample connection at the sump is provided or the LALL Collection Tanks. Laboratory analysis of to detemine the activity of the sump contents. the liquid within the sump is used to detemine which processing systemThe dischar should be employed in treating the accumulated liquid. 3-12 1

O

• i t liquids with an activity level of 10-4 pC1/cc or less to the L L Collection Tanks,

."" s i a higher activity while a batch of collected liquids in the sump hav ng l i level would be directed by the operator to one of the d LALL Filters directed to the LALL Collection Tanks via one of the inst id stream prior to Tanks. which serve to remove undissolved solids from the liquPersonnel shower drai L, h they Gntering the LALL Collection Tanks.from their source to the upstre its the operator combine with the discharge of the sump pump. type, connected by piping, and valved in a manner which penn both of the f to bypass the filters or direct flow through either one o filter Tanks. without interrupting flow to the LALL Collection i re Two LALL Collection Tanks, each of 2,000 gallons nominal capa d eceive waste provided so that one tank may be receiving or be rea d The total ides for approxi-usable LALL Collection Tank capacity of 4,800 gallons prov i input sources. mately five (5) days of accumulation from the var ous l _LALL Collection Tank Sampling _ pro-Two (2) centrifugal type LALL Circulation and Transfer Pumps are for purposes of vided to recirculate the LALL Collection Tank contents, hich will provide agitating the tank liquids to fom a homogeneous mix l i j l all Based on the results of the laboratory analysis perfomed on a s l i the grab sample of liquid withdrawn from the LALL Collection Tank v a i agent to sample connection, it may be necessary to add an anti-foam ng cessing. level of the liquid to bring the pH between 8.0 and 9.5 prior to pro the tanks contents. h micals 1s performed while the contents of the LALL C in the d ced into the tank recirculation mode, anti-foaming agents being intro u i l are introduced l recirculation line while pH level adjusting chem ca sEffectiveness of t drawing another sample for laboratory analysis following a su into the tank proper. d the waste period. liquid from the LALL Collection Tanks is proc LALL Evaporator Prefilters. f tank The anti-foaming station is comprised of a vertical anti-oam t anti-foam feed to store the anti-foaming agent, a positive displacemen t tion to inject pump and the necessary piping, valving, controls and instrumen Anti-foam agent small quantities of the anti-f aam agent into the LA f mance when deter-r gents are present in the LALL waste batch. 3-13 i =

'i The pH adjustments are made utilizing either acid or caustic:pH adjustment appro-priate tanks and pumps are provided for this purpose. chemicals are added in small quantities to reach a pH within the range of 8.0 to 9.5. LALL Evaporation The Low Activity Level Liquid Evaporator System is provided to con-centrate impurities in the LALL wastes as well as the contaminants of the Low Activity Level Liquids which are proven by laboratory analysis to be of low solids content, relatively free of LALL processing system. chemical impurities, and of low activity level may bypass the evaporation process and be transferred directly from the LALL Evaporator Prefilters to the LALL Demineralizers. Evaporator Recirculating Pamp, the LALL Evaporator H LALL Evaporator '/apor Body, the LALL Evaporator Surface Condenser, the LALL Distillate Receiver, the LALL Evaporator Distillate Pump, the LALL Evaporator Distillate Cooler, and the LALL Evaporator Bottoms Dischage Pump. Distillate meeting the criteria for discharge from the Evaporator System is cooled in the Evaporator Distillate Cooler and directed to oneCon of the installed LALL Demineralizers. are periodically discharged from the evaporator system by the Bottoms Discharge Pump, and are pumped to the Solid Radioactive Waste System for solidification and ultimate disposal by licensed contractors. LALL Demineralitation The All LALL wastes are denineralized as part of the LALL processing. two possible sources of LALL demineralizer liquid fe Flow from the LALL Evaportor Prefilter discharge to the demineralizer. through an LALL Demineralizer is accomplished by opening the inlet valv to the demineralizer through which flow is to proceed, and closing the Con-inlet valve to the demineralizer which is to be out of service. currently, the demineralizer outlet valves are positioned in an identical manner to permit demineralizer effluent to proceed from the demineralize in service through one of the LALL Resin Traps. and valved in a manner which will permit flow through either deminerali Flow from the resin traps is directed to one of the LALL Monitoring Tan d through wherein the processed liquid is sampled prior to being discharge the Common Plant Discharge to the Clinch River. The LALL demineralizer bed resins are backwashed to th active Waste System for disposal upon reaching the point of ion exchange demine-exhaustion, as indicated by conductivity elements installed in the 3-14

l The procedure for backwashing is described l es ralization effluent lines.backwashing is accomplished by closing the inlet a e l next, air of the demineralizer and opening the back flush outlet va ve;lly through the below: and flush water are admitted into the vessel sequentia (this backflush air inlet valve and the backflush inlet valve for ked material); operation serves to fluidize the resin bed by breaking up ca the dislodged the flushing water serves as the transport vehicle to carryl t valve to the Soli 7, resin beads from the vessel, via the back flush out e Radioactive Waste Systems Decanting Tank. h air inlet Upon completion of this phase of the operation, the backflusl t va valve, the backflush inlet valve and the backflush out e l e opened and the then the demineralizer vessel vent valve and drain va ve ar i vessel is drained of any remaining water. A new resin bed is prepared in the Resin Feed Tank mixed with l through demineralized water and slurried to the demineralizer vesse Upon complete transfer of the a resin feed line and the resin inlet valve. i feed line are contents of the Resin Feed Tank, the feed tank and the res n t r being flushed with clean water into the demineralizer vessel, excess wa e i drain drained off the bottom of the vessel and directed to a s l the drain valve and the vent valve are closed.The entire sequence of backwashin valve. lly upon manual and ready for operation. recharging a demineralizer is perfomed semi-automati Panel. LALL Processed Liquid Monitoring, Storage and Discharge _ f LALL Discharge liquid from the LALL Resin Traps is directed to The contents of a flow into one tank while excluding flow from the other. Monitoring Tanks. d since the LALL tanks. When an Monitoring Tanks are identical in size to the LALL d Transfer from which suction Pump is strcted and liquid is recirculated back to the tank Following a recirculation period of approximately 30 min i if the liquid meets was drawn. sample of the liquid is drawn fro and the liquid is analyzed in the laboratory to detem neTho::e liqui Discharge to the reused. in the plant or discharged via the Common PlantLiq discharge criteria. the LALL Radwaste System for further processing. Clinch River. i Tanks, which are The flow path for liquids collected in the LALL Monitor ngThe tank ef to be discharged to the environs is described below: d and flow passes pump suction valve and pump discharge valve are opene,the discharge through a flow element and a flow control valve toPrior to discharge, flow is p The shutoff valves to leading to the Comon Plant Discharge. through a radiation element for monitoring purposes. 3-15

c the Common Plant Discharge are remotely operated from the Control Room. The valves' remote switches are equipped with a locking device to prevent inadvertent discharges to the environs, thus, they must be unlockedAdditionally, before the actuator can be operated to open the shutoff valve. the shutoff valves are interlocked with a flow switch in the cooling tower blowdown line so that LALL Radwaste System discharges do not occur Radwaste System discharge unless blowdown flow is 1000 gpm or greater. flow rate is 25 gpm. The radiation element installed in the discharge line serves to prevent the discharge of LALL Radwaste effluents which do not meet discharge criteria. Upon detecting a higher than allowable activity level, the element is inter-locked to close shut the shutoff valve to the Common Plant Discharge and to annunciate the condition in the Radwaste Control Room and the CRBRP Main Control Panel. LALL Monitoring Tank contents not meeting the discharge criteria may be directed back to the LALL Collection Tanks, to the evaporator system or to the demineralizers. 3.2.1.1 Characterization of LALL Waste LALL waste consists of floor, lab, decontamination station, and equipment drains. Floor drains from cell with radioactive equipment are directed to the The quality of this influent is expected to be low in LALL system. Small quantities activity and high in suspended and dissolved solids. of detergents, soaps and oils are also anticipated. Lab drains will be relatively pure and are expected to contain dilute solutions of Na0H and Na0 which are by-products of primary sodium sampling operations conducted in the Plant Service Building combined lab. Equipment drains from the various portions of the radwaste system Influents will include LALL as well as are directed to the LALL system. small quantities of IALL waste which includes chemically pure dilute solutions of sodium hydroxide (from water vapor nitrogen sodium cleaning rinses) and spent acid decontamination solutions. The quantity of this i waste is expected to be small and will not contribute significantly to the chemistry or activity of the LALL system. Decontamination station drains consist of personnel decontamination They are expected to contain dilute quanti-laboratory and shower drains. ties of soaps and detergents with trace amounts of activity. The total influent to the LALL system is expected to be approximately The typical chemistry of the influent is identified 850 gallons / day. as follows: 3-16

o 1 Concentration in PPM Species 58 i, Ca 21 Mg 84 Na 215 HCO3 5 C1' 57 504 4 NO3 0.3 Fe 1.5 SiO2 50 Insoluble Fe 0 23 6 011 150 P0 4 TOTAL 652 The activity of the LALL influent will be less than or equal to 10 cc The design annual concentration of activity by isotope is identified in The concentrations and volumes are based on Table 11.2-2 of the PSAR. extrapolation of typical experience from light water plants. 3.2.1.2 System Design Basis The system design basis is to provide the capability to insure that the influents described in the previous paragraphs can be processed to produce a released activity concentration that is as low as reasonably In addition, the achievable and a small fraction of the 10 CFR 20 limits. effluent must meet the chemical purity requirements of the NPDES draft The design released activities and a description permit (#TN0028801).of the effluent release control is provided in the PSAR Chapte i i 3.2.1.3 LALL Equipment Design Justification A sump of approximately 1,200 gallon capacity is provided to collect The sump is sized to / the various inputs which are discharged by gravity.The sump is provided with hold a minimum of a days worth of influent.provides access for visual inspection sampling capability. A manway Two sump pumps (50 GPM 0 140 ft) and, if necessary, skiming of oil films. Pumps are provided to transfer the sump contents to the collection tan time to a minimum. Two system inlet filters are provided to trap undissolved solids prior The filters have disposable paper and to entering the collection tanks. Filtration ratings stainless steel cartridges and are rated at 10 microns. 3-17

can be changed to suit the operating conditions by simply changing 2 of filtrat cartridges. Approximately 16.3 ft Filtra-Filters will be changed based on pressure dmp or radiation = in collection tanks. Two 2,000 gallon nomina 1' capacity, stainless steel collection tanks are The total usable collection tank capacity of 4,800 gallons The tanks will be designed in accordance with ASME Secti provided. vertical, cylindrical 7' diameter x 13' high. The capability to add pH adjustment and anti-foam chemicals is provided Pre-deteminted volumes of either H 504 or NaOH can be 2 Final selection by metering pumps. metered into the collection tank proper during recirculation.Howev of the antifoam agent has not been made. Selection of the chemical composition to Diamond Shamrock Foamaster "A". will be based on compatibility with the process system requirements in Predetemined volumes of antifoam will be particular, the evaporator. metered into recirculation line of either tank. The LALL system equipment is sized to process the normal daily A recirculation pump is influent of waste io a single 8 hour shift.These pumps are centrifugal type rated at 25 G provided for each tank.This capacity provides tank contents recirculation within 96 0 140'. minutes, which is compatible with the objective stated above. The LALL evaporator prefilters are similar in design to the system These filters will remove suspended solids from the The filtration rating of these filters has been tentatively se inlet filters. As with other cartridge filters, the rating can be adjusted I micron. to suit operation by changing the element. This flow has been selected to be compatible with the de process the nomal daily influent within a single 8 hour shift. The process to be employed will be dictated by the result of the If the activity or chemical collection tank grab sample analysis. composition warrants, both evaporation and demineralization will be employ Conversely, relatively pure and low activity fluid will be demineralized only. submerged tube type and will be provided by HPD of Cooling is High temperature hot water is employed as a heating medium.The primary evapora provided by the nomal plant serytce water system. recirculation lo to stainless steel in this application. High velocities and the design which prevents boiling in the heating element tubes, serve to minimize An entrainment separator with degradation of heat transfer surfaces. 3-18

i d droplets bubble trays and a mesh pad demister will serve to remove entra neon th A single pass heat exchanger "" s and impurities from the steam. pass stainless steel condenser is provided. lizers. is provided to subcool the liquid prior to discharge i and Sampling distillate pumps are provided in the evaporator package. to of fluids monitor evaporator perfomance. monitor the evaporator distillate and will prevent discharge h e witgconductivitygreaterthan50umhoandtemperaturesgrea solidification system for encapsulation in concrete. 150 F. Evaporator decontamination factors are identified as follows: Decontamination Factor _ Feed (IALL)_ 3 10 4 Iodine - 131 10 4 Cesium - 137 10 Other Fission Products 5 10 Other Corrosion Products Volatile Solids (tellurium, strontium, 4 10 5 ruthenium) 10 Non-Volatile Solids The demineralizer will be supplied by Crane Coc Flow 3 mixed bed demineralizers are provided. can be directed through one demineralizer at a time or both in series. Pennsylvania. Two 5.3 ft Spent resins are The demineralizers are of the non-regenerative type. l tion backflushed to the solid radwaste system for dewatering and encaps in concrete when exhausted. The resin that has been of compressed air and demineralized water.The vessels are vertical, cylindrical, selected is Rohm and Hass IRN-150. Sampling connections and conductivity stainless steel,150 psi de.:ign. cells are provided in the demineralizer discharge pipes to monitor Expected The conductivity cel1 alarm is set at 15 umho. 2 decontamination of influent is 10- for iodine and cesium an performance. for all other isotopes. i Resin trap filters are provided on the discharge path of the dem ne The filters are provided to prevent resin fines which may pass LALL monitoring through the demineralizer retention element from enteri lizers. tanks. previously described. A resin feed tank is provided to refill the demineralizeI discharge of the bed. water to the empty demineralizer. l 3-19

Consistent with the batch philosophy of the system design, two mon d Two 25 GPM tanks which are identical to the collection tanks are provide. Grab sample connections are provided r 230 ft. recirculation pumps are provided. Tank effluent samples will be evaluated in the tank recirculation lines. If the discharge in order to detemine if discharge criteria are met. d criteria are not met, fluid can be reprocessed by either evaporation an demineralization or only demineralization. As previously mentioned, the discharge criteria for activity and l l-chemistry is provided in 10 CFR 20 and the NPDES d A breakdown of the be orders of magnitude below the 10 CFR 20 limits. expected activity is provided by isotope in the Environmental Re Table 3.5-3. A radiation alam will automatically shut two Ade-radiation monitor. air operated valves in the discharge path securing the discharge. quate holdup volume is provided to insure that fluid causing the alarm will not be discharged due to response time of instrumentation. The common plant discharge header provides the mean i System materials are generally stainless steel with the exception of materials exposed to acid and the evaporator recirculation path Small tanks (acid, caustic, antifoam, which are high nickel alloys. These tanks resin feed) have been standardized in size of 150 gallons. are vertical cylindrical type (8'6" high by 2'6" in, diameter) designed in Pressure vessels such as filters and accordance with ASME Section VIII.demineralizers are designed and fab VIII. The LALL evaporator may be used as a backup to the IALL evaporator Following processing of IALL fluid in the event of equipment failure. the LALL evaporator will be thoroughly cleaned and flushed to restor compability with LALL fluid. upstream and downstream of the evaporato evaporator will be exposed to IALL fluid. A crossover connection is provided between the IALL distillate t and the LALL n.onitoring tanks. This fluid will be processed in the IALL system, it must be discharged. in the IALL system to radiation levels that are as low as practical and It will then be sampled then discharged to the LALL monitoring tanks. and processed in the LALL system to meet the same off plant discharge It should be noted that this is not an expected occurrence. Section 3.5 of the Environmental Report describes th criteria. d IALL discharge. Pump curves are not available at tais time since procurement has not been completed. 3-20 _a. --..m m_

r Because of the nature of the LALL waste, no traceability or pilotPilot plan t plant studies are considered necessary. These studies have conducted on IALL system decontamination solutions. concluded design. Because of the varied natyre of the LALL system influents, no titration As a by-product of collection tank grab sample curves can be provided. analysis, during operation, titration curves for the variou adjustments (e.g., pH) will be generated. The system is designed to be operated remotely from a central control area consistent with good practice and ALARA. i l i l 3-21

3.2.2 Waste Water Treatment System - Design Features The Waste Water Treatment System handles non-radioactive floor drainage The Waste Water Treatment System and process water treatment system waste. is shown schematically in Figure 3.2-2. The process units of the Waste Water Treatment System are located outside the main CRBRP plant buildings, east of the Steam Generator Building Mainte-The collection-equalization basins and the sludge lagoons are nance Bay. located east of the Sewage Treatment Plant. Figure 3.2-3 snows the location l of these facilities. The unit processes to be employed at the CRBRP for treatment of waste water include neutralization, equalization pH adjustment, coagulation, These processes have proven flocculation, sedimentation and filtration. themselves to be effective in the treatment of the types of wastes that will be generated by the CRBRP and provide the needed flexibility for wastes that vary in chemical composition. Power plants that have used or specified i equipment using these processes include Seminole Electric Cooperative, Inc., l Seminole Units 1 and 2, in Florida, and New Jersey Central Gas and Electric, l Gilbert Station, in New Jersey. The waste water treatment system has been included in Technical Specifi-l cation 3066-76-1, " Waste Water Treatment Equipment". The contract for this l system has been awarded to ERC/Lancy Equipment and Serv %es Division of Dart & Kraft of St. Paul, Minnesota. Specific design in ormation and details I are not avaiable at this time. Equipment design criteria imposed on the equipment manufacturer are given in Table 3.2-1. Process Description Floor drain wastes that may contain oil undergo oil-water separation Oil from the separation prior to discharge to the equalization basins. process is discharged to a waste oil tank which will be periodically pumped out by a licensed contractor who will dispose of the waste oil off-site. Non-oily drains discharge to the equalization basins directly. Chemical wastes associated with process water treatment consist of regeneration cycle wastes and rinses from the Condensate Polishing System and the Make-up Water Treatment System, feedwater and steam sampling wastes, l and Turbine Generator Building chemical storage area drains, discharge to the l l The wastes are then chemical waste sump in the Turbine Generator Building. pumped to the batch chemical waste neutralization system located in the Waste l Following neutralization, these l Water Treatment area of the plant yard. wastes are discharged to the equalization basins. The equalization basins consist of two equal capacity compartments, each compartment sized to provide one full day of storage capacity for nonnal plant Dual compartment design pennits the basins to operate alter-waste volumes. 3-22 I l

7 1 1 6, Since plant wastes are one in service, one in clean-up or standby. h t ristics, discharged at variable frequency and duration, and have variable c ara nately: d hold-up capa-the basins provide equalization of flow and characteristics an j city prior to processing in downstream treatment units. l treatment units by three submersible pumps which st Each pump is designed concrete wetwell adjacent to the equalization basins. l t flows. to provide continuous discharge of wastewater based on average p an di s'- Two pumps will handle unusual waste volumes resulting from intemitt d basin charges such as fire protection system discharge, high volume tank anT cleanings and unscheduled discharges.A flow meter on the discharge line monitors in down-plant waste flows and provides a signal for pacing chemical feed of pump failure. stream treatment units. The wastewater treatment units consist of the following major com ilters. These pH trim tank, solids contact clarifier and automatic gravity f l t yard. Appur-units are located in the Waste Water Treatment area of the p an i tanks, tenant equipment, consisting of bulk chemical storage tanks, m x chemical feed pumps, controls, instruments and ass Wastewater pumped from the equalization basins is discharged to f waste-trim tank which provides sufficient detention time for adjustment o ids contact water pH to optimize the perfomance of the downstream sol The pH trim tank is fitted with a mixer at the inlet end and a This sensor works in conjunction with a pH clarifier. to sensor located in the wastewater wetwell at the equalization pH sensor at the outlet end. The optimum provide pH control. pumps, as required, to maintain a narrow preset pH ran From the pH trim tank, wastewater flows by gravity to the solids c The clarifier removes suspended solids and dissolved iron and The clarifier provides flash mixing clarifier. floccu-copper from the wastewater stream. Solids produced in the clarifier of chemicals and previously fomed precipitates with inlet wastes, lation, and clarification of wastewater. ifier bottom are moved by a sludge scraper mechanism to a hopper in the clar kflush and and are removed from the clarifier by an automatic system of bac The sludge removal cycle is adjustable and is paced by Cycle adjustments will be established and modified as req blow-off valves. t istics. to maintain optimum clarifier perfomance based on waste charac er inlet flow. fluent Chemical feed to the clarifier is paced by the flowmeter in t pump discharge line. operators on a periodic basis by means of jar tests. by Following the solids contact clarifier, treated wastewater flows The filters gravity to two full design capacity automatic gravity h t effluent 3-23

The meets the discharge limits stipulated in the CRBRP discharge permit. backwashing of the filters is completely automatic and is based on loss of The filter backwash system includes air head through the filter media. scour of filter media to enhance the removal of sticky or gelatinous materials. Filter controls are interlocked so as to prevent simultaneous backwash of both filters. Filter effluent is monitored for turbidity (turbidity limits to be correlated to total suspended solids), oil and grease, and pH by automatic An excursion in any of analyzers located in the Waste Disposal Building. these parameters beyond discharge limits automatically diverts plant effluent back to the equalization basins so as not to contravene discharge limits. Normally, effluent is combined with cooling tower blowdown and discharged If chemistry permits, plant effluent can be discharged to the Clinch River. Chemical considerations influencing to the cooling tower basins for recycling. the decision to recycle include total dissolved solids concentrations on the Circulating Water System and in the Waste Water Treatment Plant effluent. The conditions under which recycle will take place will be determined during CRBRP operation. Wastes which contain high suspended solids, including Make-Up Water Treatment System clarifier blowdown, gravity filter backwash and activated carbon filter backwash; Waste Water Treatment System clarifier blowdown and gravity filter backwash; and other plant wastes such as cooling tower The sludge lagoons basin clean-up, are discharged to the sludge lagoons. are located adjacent to the equalization basins and are comprised of two Dual compartment design permits the lagoons equal capacity compartments.one in service, one in clean-up or standby. Each to operate alternately: compartment is sized to hold the solids production of approximately six Accumulated solids (sludge) will be removed and months operation. As sludge settles and disposed of off-site by a licensed contractor. thickens, clear supernatant is The Waste Disposal Building contains bulk storage tanks for acid and caustic; acid and caustic feed pumps; coagulant mix tanks and feed pumps; coagulant aid mix tanks and feed pumps; and instruments and controls and alarms associated with the waste water treatment process. In general, the Waste Water Treatment System is designed to treat and dispose of all process chemical wastes and non-radioactive floor drainageAve at a rate of 100 gpm average annual flow. to be 75 gpm; average summer flow is estimated to be 125 gpm; summer sta.t-up The design flow rate for the pH trim flows are estinated to be 225 gpm. tank, the solids contact clarifier, and the g each unit, which is adequate for treating the summer start-up flow, since this is considered to be an infrequent occurrence. Each compartment of the equalization basins is sized to provide hold-up capacity for 200,000 gallcns. 3-24

Each compartment of the sludge lagoons is sized to provide approxim six months sludge storage, which is equal to 13,000 cubic feet. The treatment requirements and parameters controlling discharges from it issued for the Waste Water Treatment System are defined in the NPDES perm The Waste Water Treatment System is designed to meet these f t r requirements by imposing the following effluent limits on the manu ac ure the CRBRP. of the waste water treatment system: 15 mg/l (Daily Avg.) 20 mg/l (Daily Max.) l Total Suspended Solids 15 mg/l (Daily Avg.) 15 mg/l (Daily Max.) Oil and Grease 7 to 9 7 to 9 l pH i Equalization Basins and Sludge Lagoons The equalization basins consist of two equal capacity compartm 200,000 gallons. divided by a concrete wall. day of storage capacity for nomal plant waste volume of The total volume of each compartment, including dead storage and op 470,000 gallons. l volume, is A concrete inlet structure pemits the diversion of wastes to either compartment by means of hand slide gates. The sludge lagoons consist of two equal capacity compartments, d Each compartment is sized to provide one half years n storage volume of settled sludge; 13,000 cubic feet at 10% solids conce - by a concrete wall. The total volume of each compartment, including depth for decantation of dilute sludge is 33,000 cubic feet. tration. A concrete inlet structure pemits the diversion of sludge to either A concrete outlet structures of compartment by means of hand slide gates.pemits the release wooden flashboards. f The equalization basins and sludge lagoons will be constructed o Proctor density cohesive (clay) soils, compacted to at least 95% of Modified The highly compacted clay soils will bei htness impervious from a practical point of view, thus ensuring the water t as determined by ASTM D-1557. t of the basins and lagoons and protection of the groundwater environme Pumping Station. 8 The pumping station consists of a buried pre-cast concrete wetw feet in diameter, which contains three equal capa ih t l The pumping disturbing discharge piping, adjacent pumps, or controls. ils and station includes access lid and frame assembly, pump rem fixed discharge piping. is located adjacent to the pumping station. 3-25

r A locally mounted weather-proof panel includes motor starters and pump

controls, pH Trim Tank minimum detention time, at a design flowrate of 200 gpm, fo to a preset range.

The tank contains a mixer at the inlet end, and a pH sensor / transmitter A bridge and ladder are provided for access to the top at the outlet end. of the tank. The tank is constructed of steel plate with an interior coating for corrosion protection. Solids Contact Clarifier The solids contact clarifier is a free st;, ding open vessel, designed to provide a rise rate in the effective settling zone of 0.5 gpm/sf. minimum, at the design flow rate of 200 gpm. The inner mixing and flocculation zones are provided with agitators for effective mixing and flocculation. The sludge scraper mechanism, which moves sludge to a bottom hopper, is The automatic powered by a drive motor working through a gear reducer. sludge re The clarifier is provided with a bridge and ladder for access. The shell is constructed of steel plate with an interior coating for corrosion protection. Gravity Filters The two automatic gravity filters consist of two equal capacity units, The filtration rate at design each designed for a flow rate of 200 gpm.The filters have a self-contained backwash l flow is 3 gpm/sf, maximum. The back-compartment which provides an average of 15 gpm/sf backwash rate. wash sequence is automatic and is initiated by headloss through the filter. The filter media consists of sand, supported by a sand retaining under-drain system. l An air blower is provided for air scour of the filter media during the backwash cycle. The gravity filters are provided with a bridge and ladder for access. An interior coating The gravity filters are constructed of steel plate. is provided for corrosion protection. 3-26

Chemical Waste Neutralization System _ The batch chemical waste neutralization system consists of the following + two 50,000 gallon horizontal tanks; two recirculation pumps and in-tank water sparger system; pH control instrumentation; acid and caustic components: feed pumps; and associated piping, valves, and controls. The two 50,000 gallon tanks are mounted horizontally on concrete saddles. The tanks are fabricated of steel plate and are coated for corrosion pro-A ladder and a hatch is provided at the top of the tank for access. Each tank has a flanged outlet nozzle and a motorized valve for discharge tection. In addition, flanged inlet and recirculation line of neutralized waste. connections are provided. The water sparger is a pipe with diffusers spaced along its length, The recirculation pumps are centrifu-installed in the bottom of the tank. gal type pumps, designed to provide flowrates consistent with the spa system requirements. Acid and caustic are introduced on the discharge side of the pumps adjustment. The batch chemical waste neutralizing system is designed to neutralize condensate polisher and make-un demineralizer regenerant wastes in a period .f tank contents takes 2 hours, maximum. of 4 hours, maximum. Disch*" - Bulk Chemical Storage and Chemical Feed The Waste Water Treatment System requires the following chemicals for sulfuric acid, caustic soda, coagulant and coagulant treatment of wastes: aid. The Waste Disposal Building houses the bulk storage and feed systems The areas around the acid, caustic and associated with these chemicals. coagulant tanks are individually curbed to prevent discharge of hazardous The volumes within the curbed areas are materials to the environment. designed to contain a spill of the entire tank volume. The acid storage tank is a free standing 4,000 gallon vented vessel,T fabricated of c: bon steel plate. A flanged inlet connection, flanged ootlet connection, and a valved drain.The tank includes a leve manway and ladder provide access into the tank. indicator with local level alanns. The acid feed pumps are f abricated of corrosion resistant materials. Each pump is rated for a maximum and minimum capacity consistent with the ran The pumps are provided with manual of dosages anticipated for the system. The pumps can be used speed adjustment and automatic stroke adjustment. interchangeab waste neutralization tanks. 3-27

l fabricated of steel plate and coated for corrosion p Insulation

The tank and heating is provided to maintain tank contents 80 -100 F.i is furnished with a vent, flanged inlet connection, flanged outlet con The tank includes a level indicator with local level and a valved drain.A flanged manway and ladder provides access into the tan il alams. Each pump is rated for a maximum and minimum w i h the The pumps are provided with range of dosages anticipated for this system. The pumps can be manual speed adjustment and automatic stroke adjustm k to the batch chemical waste neutralization tanks. Causgic piping is insulated and heat traced to maintain a te of 80-100 F. i The coagulant system consists of two mix tanks furnished with m xers A flanged The tanks are fabricated of corrosion resistant materials.The ta connection and valve are furnished at the outlet. Coagulant is delivered to the mix ta indiator with local level alarms. Tank size is 550 gallons, minimum. by a dry chemical delivery system. Each The coagulant pumps are fabricated corrosion resistant materials. i h the require-pump is rated for a maximum and minimum capacity consistent r nts of the system. i The coagulant aid system consists of two mix tanks furnished with A flanged The tanks are fabricated of corrosion resistant materials. The tank includes a connection and valve are furnished at the outlet. Tank size is 100 gallons, minimum. level indicator with local level alams. il The coagulant aid pumps are fabricated of corrosion resistant n"ter h Each pump is rated for a maximum and minimum capacity consiste The pumps are provided with automatic stroke requirements of the system. adjustment. _0il/ Water Separator _ The oil water separator is of the corrugated plate type, designed t The separator operate under intermittent flow conditions of up to 500 gpm. l

tpoint, is furnished with an oil and grease monitor with adjustable a arm se that the unit freeze protection, and all accessories necessary to assureThe separat discharge oil / grease content does not exceed 15 mg

/ ffluent. yaste Oil Tank _ The waste oil tank is a 10,000 gallon capacity buri comercial design.ficial anodes for cathodic protection, and a high level alarm 3-28

The tank is located adjacent to the oil / water separator and also receives direct discharge from CRBRP oil 1, umps. m' Waste Treatment Effloent_ The waste treatment effluent control and monitoring functions are located in the Waste Disposal Building. The waste treatment effluent is monitored for turbidity (correlated to An excursion in any of total suspended solids), oil and grease, and pH. these parameters beyond discharge limits is alamed at the Back Panel in the Control Room, and closes the motor operated valve on the disch to the Common Plant Discharge.zation basins by automatically opening the moto leading to the basins. Waste treatment effluent can be discharged to the cooling tower basins by opening the motor operated valve on the line going to the basins and closing the other two discharge valves. 3.2.3 Cooling Tower Blowdown Blowdown is provided to maintain the quality of the closed cycle circu-lating water system in a non-corrosive, non-scaling condition and is aThe annu function of ambient wet bulb temperature. solids concentration in the circul Cooling tower blowdown is provided by circulating water pumps' and ~ These pumps, as well as the blowdown nomal plant service water pumps. monitoring and control functions are located in the Circulating Water Pump-Blowdown flow is recorded and control interlocks permit discharge of low level liquid radioactive waste system effluent only when minimumBlowd house. required flow of 1000 gpm is available. The flow control valve is re-total residual chlorine exceeds 0.14 mg/1. This discharge is opened when residual chlorine drops below 0.14 mg/1. controlled for pH, temperature and total residual chlorine No corrosion Cliach River, reconcentrated approximately 21/2 times. inhibitors are required. Cooling tower blowdown is discharged to a 20-inch diameter gravity line which also receives effluents from the Wastewater Treatment System, the LALL P.adwaste System and the Sewage Treatment System. Based on " worst case" climactic conditions, maximum blowdown flow is anticipated to be 4.5 mgd. Blowdown Monitoring and Control Blowdown flow is measured by a flow element and transmitted by a flow transmitter to a local indicating flow controller and a local recorder / The flow controller set point is manually adjustable and is a totalizer. 3-29

function of the circulating water chemistry. A specific conductivity i element and recorder are provided to aid in the determination of properThe blowdown flow rate. tain blowdown flow rate at the set value. The control valve is designed to fail closed. The control valve is interlocked to close in the case of the following: Circulating water high total residual chlorine o Circulating water high or low pH o o High blowdown temperature These excursions in discharge limits are alamed at the Main Control A return to acceptable limits automatically opens the control valve Panel. to its setpoint condition. The sampling tap for the pH, total residual chlorine, and specific con-ductivity analyzers is on the 12-inch blowdown line in the Circulating The tap and the analyzers are located as close as Water Pump House. practicable to the circulating water discharge manifold in order to avoid lagtime in monitoring and blowdown control. As previously described, the LALL Radwaste System shutoff valve, which controls discharge to the Cor: mon Plant Discharge, is interlocked with a low flow switch so that radwaste system effuent cannot be discharged unless a minimum blowdown flow of 1000 gpm is available. 3-30

4 TABI.E 3.2-1 WASTE WATER TREATMENT SYSTEM EQUIPMENT DESIGN CRITERIA A. pH Trim Tank 10~ minutes Detention time @ 200 gpm pH + 0.2 units, based on optimum pH for clarifier operatio,n. B. Solids Contact Clarifier Maximum rise rate in effective Settling area 0 200 gpm 0.5 gpm/sf C. Automatic Gravity Filters Maximum filtration rate 9 200 gpm 3 gpm/sf 15 gpm/sf Average backwash rate as approved Filter air scour D. Bulk acid storage tank Tank size 40g0 gallons 66 Se H 50 Chemical strength 2 4 E. Bulk caustic storage tank 4000 gallons Tank size 50% NaOH Chemical strength F. Acid and Caustic Feed Pumps Sufficient to neutralize 40,000 gallons of Maximum: Pump System size condensate polisher waste during 4 hour period (maximum) Minimum: pH trim @ waste flow rate of 20 gpm G. Coagulant system 24 hour capacity, minimum, but not less than Mix tank size 550 gallons 5% alum solution Chemical strength Sufficient to feed up to 85 ppm at 225 gpm Pump size H. Coagulant aid system 24 hour capacity, minimum, but not less Mix tank size than 100 gallons 1% polymer solution Chemical strength Sufficient to feed up to 3 ppm at 225 gpm Pump size 1. Chemical Waste Neutralization Two 9 50,000,ga11ons Tank size Maximum neutralization Four (4) hours time Maximum time for dis-Two (2) hours charge of tank contents Discharge pH 6.5 to 8.5 J. Oil / Water Separator Design flowrate 500 gpm 3-31

FROM SOOlUM REMOVAL AND DECONTAMINATION SYSTEM FILTER RECtCLE NCUTRALs2AfsON q qp COLLECTION COLLECTON If '~ TANK TANN sT8kAGE ',TORAGC l 7'*

• k h

t* "

• E "'* * * Z E "

~ ? [ " "' " ritica h* INTERME01 ATE ACTIVITY _gg SYSTE M y i acust i p l s nANT DRAINS I Y I l k! FILTER I NEuinAuzaTo I l 9 o 3d II COLLECTION COLLECitON b v u-w=_ TANE TANE Oa .-c9 g g .U b TANN TANE 5 FsLitp E VAPOkAT OR t [t v i *d " An I? b LOW ACTIVITY SYSTEM = REUSE y se/ ocCaAact CONCENTRATC n ec y y ' aAo.Asir sesitu Figure 3.2-1 LIQUID RA0 WASTE SYSTEM FLOW DI AGRAM o 6

t l. Neutral Hastes Non-Neutral Wastes Non-Rad Floor Drains Polisher Regen. Waste Water j Make-up Domin. Regen. Waste Water _ Chemical Storage Area Drains ---* HVAC Cooling Coil t l Condensate Drains ( l Feedwater and Steam r Non-sodium fire protection Sampling Wastes sprinkling Aux. Boiler Blowdown ~ Oil Storage Area Drains v ir ir _ Neutralization Oil / Water o g> Separator l Tank 01 Tank 42 Oil J ) waste 011 l Storace bff-site (Oil Disposal) , Cooling Tower Basin Uashdown it/U Gravity Sand Filter Backwash h it/U Activated Carbon Purifier .M/U Clarifier Blowdown

tisc. Drains Backwash Effluent d'.

^ 0 Recirc. <> fN Collection - Filter , Equalization Basin #1 0 # Clarifier -e linch Tank River A _. 711ter Blolwdown \\M Collection -

• pqualization Basin 42
• To Cooling o

Tower Basin di-l Backwash a l- %e.FabBuildinc ~] d\\ O l Houses ] lChemicalFeedSys., gemicals& Controlsj Sludge Storage Lagoon 81 --->Sludg e : Off-Site (Sludge Disposal) Sludge Storage Lagoon 42 FIGURE 3,2-2.- WASTE WATER TREATMENT SYSTc1 SCHEMATIC Uhenever ecoling tower chemistry permits, will discharge effluent to the cooling tower basin 3-33 l l t -,.,...,,.,. ~, ~. - -,,,, - - -.. _,

i N TRUE GATEg 1. REACTOR CONTAllmENT BUILDING V f '3 7 REACTOR SERVICE BUILDING .3. RADWASTE AREA 3/ F__F.h:g / 4. PLANT SERVICE BUILDING 5. CONTROL BUILDING y 7 6. DIESEL GENERATOR BUILDING = v 7. lHTERMEDIATE BAY 4 ?.-- 6 'O Il =' 8. STEAM GENERATOR BUILDING y 9. MAINTENANCE BAY g s ~

10. AUXILIARY BAY i""l is

=

11. TURBINE GENERATOR BUILDING 3

y v i %.J = 2 +1

12. MAINTENANCE SHOP & WAREHOUSE

.C_ g 15 I / !khNkeNEerTreatmentArea

15. Sewage Treatment Plant 14 b u

16. EMERGENCY COOLING TOWERS f._ 3 On

17. COOLING TOWER t

Equalization + 18. C. W. PUMP HOUSE Basin 8 I W

19. GENERATING SWITCH YARD j]i

/

22. FIRE PROTECTION PUMP HOUSE I si ll ir 1

20. STARTUP RESERVE YARD Sludge Lagoon 8

+

21. SWITCHYARD RELAY HOUSE

'*~""

23. Waste Disposal Building

= =- = s Figure 3.2-3. LAYCUT OF PLANT STRUCTURES

w COMMON PLANT DISCHARGE 4.0 Effluents from the Waste Water Treatment System, the Sewage T d System, Radioactive Waste System and blowdown are discharg This single-port diffuser located at approximately Clinch River Mile 16.It w discharge structure is shown in Figure 4.0-1. 25 ft from the shoreline and has a minimum depth to centerline of 4 e ts-The discharge velocity varies with the effluent and blowdown flow ra e d weather and is approximately 15 fps at full load assuming average water an conditions. i As is typical of nuclear power plants, effluents resulting from ope both in of the condenser cooling system will dominate the CRBRP discharge The CRBRP will employ a closed recir-for heat dissi-tems 'of waste heat and chemicals. culating cooling system utilizing mechanical draft wet towers Other The annual average cooling tower blowdown flow is 3.35 mgd. i d ste, contributors to the discharge flow are minor and include liqu d ra wa pation. These discharges con-treated plant wastes and sanitary system effluents.gpd and none contain sig f stitute approximately 150,000 waste heat. The Comon Plant Discharge (CPD) is a 20-inch diameter cemen 4%. ductile iron pipe designed as a gravity sewer at a minimum slope of The design capacity of the CPD is approximately 5.8 mgd, which is ap imately 20% greater than' maximum anticipated discharge from the Complete mixing of all effluents which enter the CPD is assured s CPD includes several drop manholes along its route, after all discharg l have entered the line. Approximately 1100 feet of the CPD immediately upstream of th diffuser may experience pressure flow depending on river stage an Consequently, this section of the line does not contain any This section of the CPD is located adjacent to the Clinch River flow rate. i tion along an existing road, and continues uphill in an easterly d rec manholes. l l ation adjacent to Stormwater Retection Pond B up to approximate y e ev 760 above MSL. i During nomal operation, the CRBRP will discharge to the Clinch ill differ an effluent stream whose temperature and chemical composition w As an initial step in detemining the environ-ization of t mental impact of plant discharges on the environment, a charac er from ambient river values. eleases the anticipated themal and chemical plumes resulting from these r f d by was made on the basis of a thermal-hydraulic modeling study per ome the University of Iowa, Institute of Hydraulic Research 5 of The results of this study are contained in Appendix A to Sectio

dures, the CRBRP Environmental Report.mentai Report contains a descrip l

experimental results and discussion, t s f 4-1

8' The study basically investigated four cases for the CRBRP discharge: Typical winter conditions o Typical sunmer conditions Extreme temperature winter conditions at short duration no flow o Extreme temperature summer conditions at short duration no flow o o Input parameters for the above cases are given in Table 10.3A-4 of the CRBRP. Environmental Report, presented herein as Table 4.0-1. The results of the study for the thermal plume cases described above are given in Tables 10.3A-5,10.3A-6 of the CRBRP Environmental Report, presented herein as Tables 4.0-2 and 4.0-3. The results of the study for the chemical plume cases described above are given in Tables 10.3A-7,10.3A-8 of the CRBRP Environmental Report presented herein as Tables 4.0-4 and 4.0-5. Data concerning bottom scour of the Clinch River are presented in Table 10.3A-9 of the Environmental Report, presented herein as Table 4.0-6. Predictions of thermal plume formation for the physical model are given in Figures 10.3A-4 through 10.3A-7 of the CRBRP Environmental Repert. These figures have been scaled up to redrawn from the model scale to full scale and are presented herein as Figures 4.0-2 through 4.0-5 for the purpose of predicting the extent and configuration of plume formation in the Clinch Valves for chemical isopleths which coincide with isotherms are also River. shown in Figure 4.0-2 through 4.0-5. Isopleths are given as percent difference in chemical concentration These of discharge versus Clinch River background chemical concentration. valves have been translated into dilution ratios. Based on the data shown in Figure 4.0-2 through 4.0-5, it is reasonable to expect that under actual conditions, isotherms and chemical isopleths that form in the Clinch River will be modest in extent and near ambient river temperature and chemical concentration valves. l 4-2

n' l T { f B 1 1, [ f [ (Nia" ( \\g is \\ 's k\\ \\. N g s \\ '**. e, 5 ur i ,,,y, er3rir as h \\ a \\ s k',;s., ,\\ \\ N \\ v s j p 'f ) y.. '- Ng* N N s N viewty was g s costinc s s h a = "" 1C44TOUIL5 gN N,, s T ue "Cgf***T ~ s% ~~. ~ ~ sotNw or N a I \\< b Det00E UNE .b' s y 'N, El. 7W ' g;- '=== ~ -= 10 ' Kcu 'b C I %* q, PLAM g sawwic scal.1 le 10 w.... IG't _ , S,'d t's t ~ ~'n. n: l s LUSTm4 GRAct 64 w.i. EL Tir .p, W D1 ,"s, i LW.L st.755' rfme w _e_I, - /28 03A PI'I _v.h g b ~~ nx g su m =Ts e.t. si seescos uws eL7w SECTION A-A e-.c sme le O WB 964d a las #$3T DISCHARGE STRUCTURE Figure 4.0-1 4-3

• e TABLE 4.0k INPUT PARAMETERS FOR MODELING OF THE CRBRP DISCHARGE PLUMES Ambient River Conditions Initial Jet Parameters Pljat Discharge Atmospheric Glowtown Water Flow Pool h AT T

Wet Belt Teep. Bloalown Flow, Temp. Bate velocity Elevation e o y Mining Conditions (*F1 (*f) ,(gpol {ct,sj Q 1c,is} ffpL (f t MstL {'FJ UpsJ g y Typical Cases Average Winter 43.3 14.9* 2.500 5.57 43.9' 5.338 1.39 136 31.0 15.96 67.8 7.5 9 8 (Jan/Feb/ star) 73.2* 89.3 3.240 7.22 65.7 4.777' O.63 741 23.6 20.68 77.1 15.0 C C Averste Suminer (July /Au9fSep) Thermal Entrese Cases 0 0 735 46.8 17.93 68.2 6.0 Mypothetical lilater $6.2 79.8 2.810 6.26 33' b 7 (Jan) [ Hypothetical Summer 14.4 89.6 3.280 7.31 78' O O 739 11.6 20.94 84.3 12.0 g b 8 (June) Oestcal Entreme Cases i (5hort Duration be Fleu) Wlater (Jan) 56.2 79,g 2.810 6.26 33' O O 735 46.8 17.93 68.2 6.0 b d Swamer (June) 74.4 89.6 3,280 7.31 78' O O 739 II.6 20.94 84.3 12.0 b d

• Iable 3.4-3 (ed IRull Rei Steam Plant Osta. 1/70-12/73
• iable 10.3A.I (E EL)

Figure 10.3A-2; accept taken of coolin9 ef fect of makeup flow NN 8 3

• Figure 10. M-2 (E N Clinch Bleer (m 28.6) Deta. 6/62-9/72

'lable 2.5-3 (E 9.) table 2.5 5 (g d r l ~ \\ 6 ll

TABLE 4.0-2 SURFACE AREA 0F CLINCH RIVER AFFECTED BY THERMAL PLUMES

• Area (acres)

Isotherms (F'): 0.7 1.0

1. 2 _

1. 5 _

2.3_ Mixing Conditions Typical Cases 0.05 0.01 0.01 Winter 0.07 0.02 <0.01 Summer Hypothetical Extreme Cases 3.92** 0.06 Winter 0.02 Sumner

• Detennined from lowa Institute physical model study.
  • Estimated based on extrapolation of model plume boundaries to achieve closure of isotherm (see Fiqure 10.3A-10

.,E R.) i' i f

~ I TABLE 4.0-3 BOTTOM AREA 0F CLINCH RIVER AFFECTED BY THERMAL PLUMES

• J I

i Area (acres) Isotherms (F*): 0.7 1.0 1.2

1. 5 _

2.3 [ j Mixing Conditions Typical Cases 0.01 <0.01 Winter 0.01 <0.01 Sumer i 6 i* Hypothetical Extreme Cases 0.01 Win ter <0.01 Sumer l l

• Determined from Iowa Institute physical model study.

1 4 .q I e

• -seg W

TABLE 4.0-4 SURFACE AREA 0F CLINCH RIVER AFFECTED BY CHEMICAL PLUMES

• Area (acres)

Chemical Isopleth** (%): 2 3 4 5 6__ Mixing Conditions Typical Cases 0.05 0.01 0.01 Winter 0.07 0.02 <0.01 Summer Extreme Case - Short Duration No Flow 3.92* 0.06 da Winter 0.07** 0.02 Summer

• Derived frcm lowa Institute physical model study.
  • Percent difference between initial blowdown and river ambient chemical concentrations
• Estimated based on extrapolation of model plume boundaries to achieve closure of 0.46F*

isotherm (see Figures 10.3A-10 and 10.3A-7.; ER) 0 o G 9

l - TABLE'4.0-5 BOTTOM AREA 0F CLINCH RIVER AFFECTED BY CllEMICAL PLUMES

• Area (acres)

Chemical Isopleth (%): 2_ 3 4_ 5 6 4 Mixing Conditions Typical Cases 0.01 <0.01 Winter 0.01 <0.01 Sumner i' Extreme Case - Short Duration No Flow 0.01 Winter 0.03** Summer

• Derived from towa Institute physical model study
  • Estimated based on extrapolation of model plume boundaries to achieve closure of 0.46F*

l isetherm (see Figure 10.3A-7 ER) t 9 e

4 . TABLE 4.0-6 BOTTOM AREA 0F CLINCH RIVER AFFECTED BY SCOURING

• Area 2

Mixing Conditions (ft ) (acres) Typical Cases Winter 71 <0.01 Summer 85 <0.01 Hypothetical Extreme Cases Win ter 59 <0.01 Sumer 54 <0.01

• Based on actual scouring of model flume bottom material. Areas computed assuming elliptical-shaped scour hole.

) 1 l 4-9

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