ML20069F096

Responds to NRC 830114 Request for Addl Info Re Fsar.Encl Response on Population Distribution Will Be Included in Amend.Schedule for Submittal of Remaining Open Items Currently Being Discussed W/Ja Stevens

ML20069F096
Person / Time
Site:	Braidwood
Issue date:	03/16/1983
From:	Swartz E COMMONWEALTH EDISON CO.
To:	Harold Denton Office of Nuclear Reactor Regulation
References
6150N, NUDOCS 8303220311
Download: ML20069F096 (66)

Text

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c' Commonwealth Edison l

On) First Nationit Plaz:. Chicago. Ilhnors i

/ Addr:ss R ply to: Post Office Box 767

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Chicago, Illinois 60690 March 16, 1983 Mr. Harold R. Denton, Director Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, DC 20555

Subject:

Braidwood Station Units 1 and 2 Additional FSAR Information NRC Docket Nos. 50-456/457 References (a):

B.

J. Youngblood letter to L. O. DelGeorge dated January 14, 1983

Dear Mr. Denton:

The above Reference requested that the Commonwealth Edison Company provide certain additional information concerning our FSAR for Braidwood Station Units 1 and 2.

The Attachment to this letter provides our response to Questions 330.2, 371.7, 371.8, 371.11, and 371.13 through 371.15.

Our FSAR will be amended to include the information contained in the Attachment to this letter as appropriate.

Additionally, our schedule for submittal of the remaining open items is currently being discussed with Ms. Janice A.

Stevens.

Please address any questions that you or your staf f may have concerning this matter to this of fice.

One (1) signed original and fifteen (15) copies of this letter with Attachment are provided for your use.

For the purposes of clarity, one (1) s e t o f 11" x 17" figures referenced in our responses to the above questions are being sent directly to Ms.

Janice A. Stevens.

Very truly yours, p

E. Douglas Swar Nuclear Licensing Administrator Attachment OO/

cc:

J. G. Keppler - RIII RIII Inspector - Braidwood

.5 6150N I

/6 8303220311 830316 PDR ADOCK 05000456 A

PDR 6

BRAIDWOOD-FSAR s

QUESTION 330.2 "Please provide an update to the population data shoan in'Section 2.1 to reflect the 1980 Census data."

RESPONSE

As requested, Tables 2.1-2, 2.1-3, 2.1-7, 2.1-8, 2.1-9, and 2.1-10, and Figures 2.1-8, 2.1-11, and 2.1-12 have been revised.

Subsections 2.1.3 and 2.1.4 have also been revised.

Transient population values have not been updated since these are generally not affected by the 1980 census data.

However, in the case of transient population within the 1-1/8 mile icw population zone (LPZ) (see Table 2.1-8), the applicant has

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investigated the status of the Chicago Beagle Club located

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within the LPZ in the southwest sector.

It was determined that the peak daily attendance at the club facilities is 500

. persons.

This is considerably less than the estimated peak

- daily attendance of 1500 which currently appears in Table 2.1-4.

Note also that the population projections in the revised tables have been made to the year 2020.

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public notice of hearing on this matter was given, c.

a public hearing was held, and d.

a final hearing was held and a final order issued.

Paul Abraham (Highway Commissioner of Reed Township) and Mildred Blecha (Town Clerk for Reed Township) were the public authorities who made the final determination.

No roads will be relocated.

2.1.3 Population Distribution The population projections and the list of cities with their projected populations, found in Tables 2.1-2, 2.1-3, 2.1-9, and 2.1-10 are generated by a system of Sargent & Lundy (S &L )

developed computer programs (Reference 1).

The demographic tables present the population figures broken into 16 directional segments and 10 distance increments surrounding the site, while the list of cities details populations in urban areas, their distance and direction from the site, and their 2020 projected populations.

The U.S. Bureau of the Census 1980 population for all townships between 10 and 50 miles of the station was proportioned into each of the 16 directional sectors and distance increments.

The proportion of the population assigned to each sector was based on the proportion of land area of each township falling in that sector.

In order to ensure that the figures more

-accurately represent the population distribution of an area, the proportioning technique incorporated knowledge of the area, location of outstanding features such as parks and mil-itary bases., and location of large populations in cities.

The population thus derived from each sector was used as input to the computer program.

Projected population distributions were made by a computer program using a modified " ratio technique."

The ratio technique essentially involves calculating the future population of an area by projecting the' ratio of the total population of that area to the total population of a larger are,a containing the first, for which population projectionu have already been made.

Projection of the ratio for this report included the following techniques:

1) the georgraphic units used for the ratio were state and township, 2) to determine the rate of change in the ratio for use in projection, the historical base period 1970 to 1980 was used, and 3) the rate of change in the ratio found during the base period was projected linearly for a few years, but was gradually decreased to zero--the ratio itself became constant after 20 years.

The ef fect of the third technique is that the growth rate of the township may differ significantly from that of the state during the base period and for a few years thereafter, but after about 2.1-4

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BRAIDWOOD-FSAR 20 years the growth rates for the two areas will be the same.

State projections required for use in the modified ratio tech-n!que were projected geometrically based on state growth during the occe period.

For greater accuracy in the 0- to 10-mile region, a house count was obtained from a combination of data obtained from 1981 and 1982 aerial photographs, and field survey conducted in 1981.

To estimate the population, the number of houses was multiplied by the average number of people per household in each township based on the Census Bureau's statistics listed

.in Table 2.1-11 (Reference 2).

2.1.3.1 Population Within 10 Miles

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The geographical location of the sectors within 10 miles are identified in Figure 2.1-7.

Table 2.1-2 shows the 1980 and projected population distribution within 10 miles of the Braidwood Station.

The total 1980 population is estimated at 27,482 with an average density of 87 persons per square mile within this area.

The maximum population densities in the near vicinity of the station occur in the northern sectors, which includes the cities of Braidwood and Wilmington, and the village of Coal City.

Figure 2.1-8 shows the location of cities and villages within

,10 miles and their 1980 population.

Wilmington (1980 population 4,424), Braidwood (1980 population 3,429), and Coal City (1980 population 3,028) are the largest urbanized areas within 10 miles of the plant.

The village of Godley (1980 population 373) located approximately 0.5 mile southwest of the station is the closest village.

The total population within 10 miles is projected to be 35,411 by 2020 with average density projected to be 113 within this region.

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2.1.3.2 Population Between 10 and 50 Miles The 1980 population distribution and the estimated projected l

population distribution through 2020 at-10-year intervals for the area between 10 and 50 miles are summarized in Table 2.1-3.

The geographical locations of the population sectors are found in Figure 2.1-9.

The total population within 50 miles was 4,580,641 in 1980 and is projected to approach 5,124,734 by 2020.

The most heavily populated sectors within 50 miles of the site lie in the north-northeast and northeast directions, with 1980 populations of 1,178,378 and 2,201,145 respectively.

l The high populations in these sectors are due primarily to the inclusion of the city of Joliet (1980 population 77,956) and a portion of Chicago (1980 population 3,005,072).

Also included in this area are some suburbs of Chicago and cities in Lake County, Indiana.

The south and south-southwest sectors are the least populated sectors with an estimated population of 8,886 and 12,123 respectively.

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BRAIUdOOD-FS AR mile area, which is highly unlikely, the total population of this

' area would increase during working hours oy only about 5%.

As shown in Table 2.1-6, there are 16 schools within 10 miles of the site, and they had a total 1975-1976 enrollment of 5817 students and a staff of 283 teachers.

The great majority of students attending these schools reside within a 10-mile radius

.of the site.

The 1980 and projected population within the 10-mile radius from the site is given in Table 2.1-7.

This table includes the residential population and the peak daily transient population resulting from recreational activities within the 10-mile area.

2.1.3.4 Low Population Zone The Low Population Zone (LPZ) as defined in 10 CFR 100 is "the area immediately surrounding the Exclusion Area which contains residents, the total number and density of which are such that there is a reasonable prooability that appropriate protection measures could be taken in their behalf in the event of a serious accident."

10 CFR 100.11 list a numerical criterion to ce met by the LPZ, namely, that the LPZ be "of such size that an individual located at any point on its outer boundary who is exposed to the radioactive cloud resulting from the postulatsd fission product release (during the entire period of passage) would not receive a total radiation dose to the whole body in excess of 25 rem or a total radiation dose in excess of 300 rem to the thyroid from I

iodine exposure."

'The LPZ for the Braidwood Station is the area including the Exclusion Area within a 1-1/8-mile (1810-meter) radius (measured l

from the midpoint between the two reactors) of the site.

This choice of the LPZ radius satisfies the radiation dose criteria (see Chapter 15.0).

The closest population center of 25,000 l

person or more is Joliet, Illinois, located approximately 20 l

miles north-northeast of the station.

Figure 2.1-10 depicts the highways, railroads, and recreational facilities within the LPZ.

The 1980 and projected population l

within the LPZ by sectors'is given in Table 2.1-8.

This tacle includes the residential population and the transient populations q

resulting from activities in the LPZ.

L As shown in Table 2.1-4, there is one private recreational facility located within the LPZ.

The Chicago Beagle Club, located approximately 1/2 mile southwest of the site near the village of Godley, has 75 families who are members and an estimated peak daily attendance of 500 persons.

Field trials l

are held three times a year (April, August, and November) for a duration of 1 day.

A meeting to elect club officers is held in January.

Some of the members (pernaps a dozen or less) also use the facilities on weekends for dog trials and training (Reference 7).

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BRAIDWOOD-FSAR In addition to the recreational facility within the LPZ, there are 11 private recreational facilities located between 1-1/8 and 5 miles from the site.

Their approximate locations, membership and estimated peak daily attendance are outlined in Table 2.1-4.

There are no schools within the LPZ.

The nearest schools are l

the Braidwood Elementary School, located approximately 1.4 miles north-northeast in Braidwood, the Reed Custer High School, located approximately 1.4 miles north-northeast in Braidwood, and the Braceville Elementary School, located approximately 2.0 miles southwest in Braceville.

In addition to the above three schools, there are four schools l

located between 3 and 5 miles from the site.

Table 2.1-6 outlines the approximate location and number of teachers and students for each school.

There are no industrial establishments within the LPZ.

Table 2.1-5 outlines the industries within 5 miles of the site and gives their approximate number of employees.

There are also no known commercial establishments located within the LPZ which could be expected to produce sizeable changes in the transient population of the area.

The only known commercial establish.ent is the Hileman's Junk Yard, located approximately 2/3 mile north-northeast of the center of the reactors.

The estimated 1980 and l

projected transient population within the LPZ is 500.

This esti-mated transient population is related va the Chicago Beagle Club located within the LPZ.

2.1.3.5 Population Center The nearest population center is Joliet, located approximately 20 miles north-northeast of the site.

This distance meets the population center criterion of 10 CFR 100,11, namely, that a population center distance be "at least one and one-third times the distance from the reactor to the outer boundary of the low population zone."

According to the 1980 population census, Joliet had a population of 77,956, a decrease of 3% during the last decade.

Kankakee, the second closest population center, located approximately 20 miles east-southeast, had a population of 30,141 in 1980.

Joliet and Kankakee are projected to be 82,501 and 31,065, respectively, by 2020.

Table 2.1-9 lists the population centers within 50 miles of the site with their 1980 and projected 2020 population, and Figure 2.1-11 locates them.

There is a total of 25 population centers within a 50-mile radius.

Most of these centers are located near the greater Chicago municipal area, 40 to 50 miles northeast of the site.

Table 2.1-10 shows the distance and approximate direction to

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and the 1980 population of all urban centers (population greater than 2500) within a 30-mile radius of the site along with their projected 2020 population.

It should be noted that there are only 22 such urban centers and that only two of these, Joliet and Kankakee, are population centers.

2.1-9

BRAIDWOOD-FSAR 2.1.3.6 Population Density The average population density 3 thin 10 miles of the site 1

is estimated to be 87 people /mi The maximum densities within 10 miles are in and around the cities of Braidwood (1 to 3 miles north and north-northeast) and Wilmington (5-10 miles northeast and east-northeast).

The population density within 10 miles is projected to be 113 by 2020.

The average population density in 1980 within 50 mi}es of the site is estimated to be approximately 583 people /mi By 2

2020, the average density is projected to reach 653 people /mi within 50 miles.

Figure 2.1-12 shows the 1980 and 2020 projected populatiogs with relation to ghe uniform densities of 500 people /mi and 1000 people /mi respectively in each of the 16 compass directions within 50 miles of the plant site.

Tables 2.1-2 and 2.1-3 detail the cumulative populations shown in Figure 2.1-12.

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2.1.4 References 1.

Demog Studies (DEMOG) 11.1.018-3.1 (1974), Sargent & Lundy Computer Program, revised 1982.

2.

U. S. Department of Commerce, Bureau of the Census, 1980 Census of Population and Housing, Washington, D.C., 1981.

3.

" Recreational Areas," Illinois Department of Conservation, State of Illinois, 1976.

4.

" Goose Lake Prairie State Park," Illinois Department of Conservation, State of Illinois, 1974.

5.

"Kankakee River State Park," Illinois Department of Conservation, State of Illinois, 1974.

6.

" Illinois and Michigan Canal State Trail," Illinois Department of Conservation, State of Illinois, 1975.

7.

Ms. P. Zidich, Co-President, Chicago Beagle Club, Telephone Conversation with Ms. B. Barickman, Commonwealth Edison, October 28, 1982.

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PREDICTED 1990 POPULAT ON BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO 4

SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N

44 890 502 18 2

356 1812 Nite 97 10G1 1238 307 73 247 3023 N.!

O 138 133 0

501 5037 5809 ENE 5

15 26 25 327 2084 2482 E

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16 31 25 1105 117G ESE O

O 20 20 56 2G9 365 SE O

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181 205 SSE O

O 77 11 276 414 778 5

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4 772 780 SSW 0

8 17 30 177 809 1101 SW 478 304 220 20 94 1473 2589 WSW 104 224 0

38 221 167 754 W

0 35 184 3

12 857 1091 WNW 8

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38 14 297 365 NW 5

2G 43 1560 16G3 1291 4588 NNW 8

328 140 2246 715 1414 4851 Sum for radial interval 749 3029 2G28 43G1 41G9 1G833 31769 Cummulative total to' outer radius 749 3778 6406 10767 14936 31768 Average density (people /mi2) in radial region 238 321 167 198 147 71 101

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PREDICTED 2000 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N

47 956 539 19 2

375 1938 NNE 104 1140 1330 317 75 255 3221 NE O

148 143 0

517 5219 6027 ENE O

17 28 26 343 2154 2574 E

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16 33 2G 1148 1223 ESE O

O 22 21 59 283 385 SE O

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8 18 31 181 893 1131 SW SOS 313 226 20 97 1527 2G89 WSW 111 230 0

39 228 171 779 W

0 OS 189 3

12 891 1131 WNW 8

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39 15 314 384 NW 6

26 44 1008 1770 1405 48G5 NNW 8

352 148 2420 770 1501 5271 Sum for radial interval 790 3220 2800 4G09 4412 17G32 33475 Cummu,lative total

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to outer radius 796 4022 6822 11431 15843 33475 Averago density 2

(people /mL ) in radial region 253 342 178 210 156 75 107

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BRAIDWOOD-FSAR TABLE 2.1-2 (Cont'd)

PREDICTED 2020 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 0.0 1.0 2.0 3.0 4.0 5.0 0.0 TO TO TO TO TO TO TO SECTOR 1.0 2.0 3.0 4.0 5.0 10.0 10.0 N

50 1011 570 20 2

397 2050 NNE 110 1206 1407 336 80 270 3409 NE O

157 151 0

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18 30 27 363 2279 2723 E

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O 23 22 G2 299 40G SE O

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O 88 12 308 461 8G9 S

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9 19 32 192 945 1197 SW 535 331 239 21 103 1615 2844 WSW 117 244 0

42 241 181 825 W

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28 47 1701 1878 148G 5140 g.

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372 157 25GG 820 1G51 5575 Sum for radial interval 842 3414 2963 4875 400s 1cc51 35411 Cummulative total to" outer radius 842 4256

'7219 12094 16760 35411 Average density (people /mi2) in radial region 268 3G2 189 222 165 79 113

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TABLE 2.1-3 ESTIMATED 198o POPULATIO BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MIt.ES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.o N

18118 21G07 159852 196880 39G457 397896 NNE 18014 140555 210493 80G860 1175922 1178378 NE 4170 31037 328860 1831G53 2195720 2201145 ENE 1252 7008 135725 251879 3958G4 398195 E

1875 7055 6972 1G999 32901 33991 ESE 25876 45742 9524 3854 84996 85317 SE 3479 632o 2591 9739 22129 2230G SSE 19G3 1977 5545 2G18 12103 127G5 S

1191 1583 2918 2502 8194 8886

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SSW 833 1395 6401 2418 11047 12123 SW 4926 2012 14G51 6144 27733 30137 WSW 711 2612 21515 5561 30399 31113 W

1075 2013 8987 31459 43534 44555 WNW 1970 9491 19G87 4206 35354 35G71 NW 11138 3G75 12042 4979 31834 35G72 NNW 1840 6195 29119 11818 48972 52491 Sum for radial interval 98431 290277 974882 31895G9 4553159 4580G41 Cummulative total 4580G41 td outer radius 125913 416190 1391072 4580641

.i Avorage density 2

(people /mi ) in radial region 104 185 443 1128 604 583

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TABLE 2.1-3 (Cont'd)

PREDICTED 1990 POPULATION BY ANNULAR SECTORS 0! STANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N

24174 27526 187765 247373 486838 488G50 NNE 18675 150493 268507 790971 122864G 1231GG9 NE 5273 44293 379G01 167G391 2105558 21113G7 ENE 13G7 8580 154G12 258285 422844 42532G E

1219 5192 8140 22523 37074 38250 ESE 30443 47173 10307 4231 92154 92519 SE 3821 SG30 2G36 9GG3 22750 22955 SSE 2140 2005 5574 2388 12057 12835

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S 1313 1577 2730 2247 78G7 8647 SSW 849 13G8 6436 2083 10736 11837 SW 52G8 1926 15G57 GOG7 28918 31507 WSW 622 2499 20820 5292 29233 29987 W

1087 2349 9290 30514 43240 44331 WNW 2246 10293 18757 4290 35592 35357 NW 11881 4141 141G8 4814 35004 39592 NNW 2127 78G8 34744 14888 59G27 G4478

. Sum for radial interval 112505 323913 1139G94 308202G 4G58138 4G89907 Cummulative total to outer radius 144274 460187 1607881 4689907 4689907 Average doncity 2

(people /mi ) in radial region 119 206 518 1090 618 597 sise.e ee,

.%=

- + -

O O

O sa

^

BRAIDWOOD-FSAR TABLE 2.1-3 (Cont'd)

PREDICTED 2000 POPULATION SY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N

26127 29520 198444 264664 518755 520G93 NNE 19241 156133 288030 804612 1268016 1271237 NE 5648 48379 399855 1678125 2132007 2138034 ENE 1424 9137 162464 270509 443534 44G108 E

1092 4868 8G40 24871 39471 40G94 ESE 32184 48546 10729 4506 95965 9G350 SE 3985 6849 2704 98G2 23400 23G18 SSE 2228 2056 5640 2387 12311 13133 S

1370 1G10 2746 223G 79G2 8779

~

SSW 871 1392 6585 2051 10899 12030 SW 54G4 1948 1G237 6182 29831 32520 WSW 615 2527 21114 5345 29G01 30380 W

1114 2480 95G5 309G2 44121 45252 WNW 2300 10708 18350 4412 3G430 36814 NW 12317 4342 14978 4881 3G518 41383 NNW 2241 8433 3G828 15936 63438 68709 Sum for radial interval 118281 338928 1203509 3131541 4792259 4825734 Cummulative total t'o outer radius 151756 490684 1694193 4825734 4825734 Average density 2

(people /mi ) in radial region 126 216 547 1108 636 614

87 O

O O

BRAIDWOOD-FSAR TABLE 2.1-3 (Cont'd)

PREDICTED 2010 POPULATION BY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N

26871 30361 204093 272197 533522 535515 NNE 19788 160577 296228 827514 1304107 1307420 NE 5809 49756 411236 1727849 2194G50 2200849 ENE 1465 9397 167114 285085 4630G1 4G5708 E

1123 5007 8948 2G282 41360 42618 ESE 33100 49928 11049 4758 98835 99231 SE 4098 7043 2781 10850 24072 24296 SSE 2292 2114 5801 2455 12GG2 13507 S

1409 1656 2824 2300 8189 9029 SSW 896 1431 6772 2109 11208 12371 SW 5619 2004 16699 6358 30G80 33446 WSW 632 2599 21715 5497 30443 31244 W

1146 2550 9837 31843 4537G 4G541 WNW 2427 11013 19490 4538 374G8 378G4 NW 12GG8 44G5 15404 5019 37550 425GO NNW 2304 8G73 37870 1G389 G5242 70GG4 Sum for radial interval 121647 348574 12378G7 3230343 4338431 49728G3 Cummulative total to outer radius 156079 504653 1742520 4972863 4972863 Average density 2

(people /ni ) in radial region 129 222 563 1143 655 633

89

--^

I

=

r

,a BRAIDWOOD-FSAR TABLE 2.1-3 (Cont'd)

PREDICTED 2020 POPULATION SY ANNULAR SECTORS DISTANCE RANGE FROM SITE (MILES) 10.0 20.0 30.0 40.0 10.0 0.0 TO TO TO TO TO TO SECTOR 20.0 30.0 40.0 50.0 50.0 50.0 N

27636 31225 209902 279945 548708 550758 NNE 20352 165147 304G59 8510G7 1341225 1344G34 NE 5974 51172 422941 1779099 2259186 22G55G1 ENE 1507 9GGS 171899 30046G 483537 48G2GO E

1155 5149 9267 27773 43344 44G37 ESE 34042 51349 11379 5025 101795 102201 SE 4215 7244 2860 10447 24766 24995 SSE 2357 2175 5966 2525 13023 13892 S

1449 1703 2905 23G5 8422 928G SSW 921 1472 69GS 21G9 11527 12724 SW 5779 2061 17175 6539 31554 34398 WSW 650 2673 22333 SG54 31310 32135 W

1178 2623 10117 32749 46GG7 478G5 WNW 2497 11326 20044 4GG7 38534 38942 NW 13028 4592 15843 51G2 38G25 43771 NNW 2370 8920 38954 16856 G7100 72G75 Sum for radial interval 125110 358496 1273209 3332508 5009323 5124734 tummulative total to outer radius 160521 519017 1792226 5124734 5124734 Average density 2

(people /mi ) in radial region 133 228 579 1179 675 653

TABLE 2.1-7 1980 AND PRCATECTED POPULATION DISTRIBUTION BETWEEN 0-10 MILES OP THE BRAIDWOOD SITE INCLUDING PEAK DAILY TRANSIENT POPULATION SECTOR DESICNATION 1980 1990 2000 2010 2020 3,439 3,812 3,938 3,993 4,050 (1,4 39 + 2, 000 * )

(1,812+2,09P)

(1,938+2,000*)

(1,993+2,000*)

(2,050+2,000*)

. N 5,456 6, ni 3 6,221 6,313 6,409 (2,456+3,000*)

(3,02: u 3,000* )

(3,221+ 3, 00 0* )

(3,313+3,000*)

(3,409+3,000*)

6,825 7,209 7,427 7,599 7,775 (5,425+1,400*)

(5,809+1,400*)

(6,027+1,400*)

(6,199+1,400*)

(6,375+1,400*)

NE ENE 2,331 2,842 2,574 2,647 2,723 4,

90

.34,176 34,223 34,258 34,293 (1,090+33,000*)

(1,176+33,000*),

(1,223+33,000*)

(1,258+33,000*)

(1,293+33,000*)

E ESE 321 365 385 396 406 SE 177 205 218 224 229 1,262 1,378 1,422 1,445 1,469 (662+600*)

(778+600*)

(022+600*)

(045+600*)

(869+600*)

SSE 717 805 842 865 889 (692+25*)

(780+25*)

(817+25*)

(840+25*)

(864+25*)

3,176 3,201 3,231 3,263

• 3,297 (1,076+2,100*)

(1,10l+2,100*)

(1,131+2,100*)

. (1,163+2,100*) *

(1,197+2,100*)

88" 2,904 3,089 3,189 3,266 3,344 gg (2,40 4+ 600* )

• (2,589+500*)

(2,689+500*) -

.(2,766+500*).

(2,844+500*)

WSW 718 754 779 801 825 W

1,020 1,091 1,^ 131,

1,165 1,198 WNW 317 365 384 396 408 2

4,838 5,588 5,865 6,004 6,146 (3,838+1,000*)

(4,588+1,000*)

(4,865 + 1,000* )

(5,004+1,000*)

(5,146+1,000*)

NW 10,331 11,663 12,083 12,234 12,387 (3,519+6,812*)

(4,8 51+ 6,812* )

(5,271+6,812*)

(5,422&G,812*)

(5,57 5+ 6,812 * )

NNW Sum for 0-10-mile 78,919 83,206 84,912 85,a59 86,848 l

interval (27,482+51,437*)

(31,769+51,437*)

(33,475+51,437*)

(34,432+51,437*)

(35,411+51,437*)

e Average density (persons /mi2) in.

251 265 270 273 276 0-10-mile interval l

t i

• Denotes transient population only.

um

BRAIDWOOD-FSAR o

TABLE 2.1-8 1980 AND PROJECTED POPULATION DISTRIBUTION WITHIN

'IYlE LPZ INCLUDING TRANSIENT POPULATION SECTOR DESIGNATION 1980 1990 2000 2010 2020 N

68 88 94 96 100 NNE 113 146 156 161 165 NE O

O O

O O

EtE 4

5 6

6 6

E O

O O

O O

ESE O

O O

O O

S,E O

O O

O O

SSE O

O O

O O

S O

O O

O O

SSW 0

0 0

0 0

SW 902 978 1,006 1,02 0 1,035 (402 + 500*)

(478 + 500*)

(506 + 500*)

(520 + 500*)

(535 + 500*)

WSW 98 112 119 123 126 W

0 0

0 0

0 WNW 8

8 8

9 9

NW 4

5 6

6 6

NIM 12 16 16 18 18 Sum for.LPZ 1,205 1,358 1,411 1,439 1,465 (705 + 500*)

(858 + 500*)

(911 + 500*)

(939 + 500*)

(965 + 500*)

Average density

- 4 2

(persons /mi )

in LPZ 303 342 355 362-368 l

• Denctes transiegt population only.

(Reference) f.

f

'I

-f h

-n w

A s

te s-4.-

~.

~

Re ference :

,,.. s s

', =

' P. Zidich, Co-Pdesident Chicago Beagle Club, Telephone

-[s

\\. Conversation with,B. Barickman, Commonwealth Edison,

' October 2_.8, 1982.

3 q..

s

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+

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A

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~

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+

+

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g.

3

- \\

1 t

- s.

s

BRAIDWOOD-FSAR TABLE 2.1-9 POPULATION CENTERS WITHIN 50 MILES OF THE SITE (1980)

POPULATION

• 1980 2020 CENTER COUNTY POPULATION POPULATION Joliet Will 77,956 82,501 Kankakee Kankakee 30,141 31,065 Park Forest Will and Cook 26,222 35,023 Aurora Kane 81,293 92,830 Chicago Heights Cook 37,026 43,046 Downers Grove DuPage 39,274 53,334 Harvey Cook 35,810 39,869 Oak Laan Cook 60,590 66,883 Wheaton DuPage 43,043 57,640 Calumet City Cook 39,673 43,908 Chicago (part)

Cook 3,005,072 2,847,231 Lombard DuPage 37,295 41,175

• Hammond Lake (Ind.)

93,714 98,434 Elmhurst DuPage 44,251 50,140 Maywood Cook 27,998 27,136 Tinley Park Will and Cook 26,171 39,936 Highland Lake (Ind.)

25,957 27,241 East Chicago Lake (Ind.)

39,786 41,790 Oak Forest Cook 26,096 32,529 Lansing Cook 29,039 32,444 Addison DuPage 28,836 37,059 Bolingbrook DuPage and Will 37,261 64,928 l

Naperville DuPage and Will 42,330 65,976 Berwyn Cook 46,849 44,418 Cicero Cook 61,232 59,853' l

• A population center is defined as an urban area having 25,000 or more persons.

e BRAIDWOOD-FSAR TABLE 2.1-10 URBAN CENTERS WITHIN 30 MILES OF THE SITE (1980) 1980 2020 URBAN CENTER

• COUNTY POPULATION POPULATION Coal City Grundy 3,028 3,898 Wilmington Will 4,424 5,032 Morris Grundy 8,833 9,954 Dwight Livingston 4,146 4,905 Bourbonnais Kankakee 13,200 18,776 Bradley Kankakee 11,008 15,564 Joliet Will 77,956 82,501 Kankakee Kankakee 30,141 34,489 Manteno Kankakee 3,155 1,077 Crest Hill Will 9,252 10,907 New Lenox Will 5,792 8,916 Lockport Will 9,017 10,188 Plainfield Will 4,485 6,160 l

Romeoville Will 15,519 23,172 Momence Kankakee 3,297 4,001 Marsailles LaSalle 4,766 5,659 l

Channahon Will 3,734 5,791

]

j Frankfort Will 4,357 7,374 Mokena Will 4,578 7,748 l

Peotone Will 2,832 3,507 Shorewood Will 4,714 7,556 Braidwood Will 3,429 5,026 l

l 1

• An urban center is defined as an incorporated or an unincorporated place with a population of over 2500 according to the 1970 census.

1

BRAIDWOOD-FSAR I

l

{

TABLE 2.1-11 AVERAGE NUMBER OF PEOPLE PER HOUSEHOLD

~

IN TOWNSHIPS WITHIN 10 MILES OF SITE AVERAGE NO.

QOUtCIES OF PEOPLE (TOWNSHIPS )

PER HOUSEHOLD Will County Channahon 2.7 i

Custer 3.1 Florence 3.6 1

~

Reed 2.0 i

Wesley 3.5 l

Wilmington 2.0 l,

i Grundy County I

I Braceville 2.8 I

Felix 3.2 Garfield 3.4 Goodfarm 2.9 Goose Lake 3.8 Greenfield 2.6 Maine 3.3 Mazon 2.7 W,auponsee 3.1

}.

Kankakee County Essex 2.7 Norton 2.9 Salina 3.1 O

e o

e 2.1-36 i

_________m_______

)

N NilW

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W:

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CAP,B0tl HILL (569) q g,

DiA!;0!!D l)

WilW (406) as EllE E.

}

WILMINGTON (4424)

C0AL CITY BRAIDWOOD (3028) j (3429) i G0DLEYi W

(373) in y///

E RADIUS 1N NILES Jg

~

}

BRACEVILLE WILL COUNTY I

(721)

..[.....................

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(747) gj ESSEX gi (463)

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==

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l l

(

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BRAIDWOOD STATION FIN AL S AFETY AN ALYSIS REPORT FIGURE 2.1-8

[

4 CITIES AND VILLAGES l'

WITHIN TEN MILES OF THE SITE t

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.c i

BRAIDWOOD-FSAR l

QUESTION 371.7

}

i "1.

Is the surface area of 2475 acres based on the normal l

pool elevation of 595 ft msl?

What is the storage j

volume at normal pool level?

What is the average depth?

"2.

The list of Category I structures is not complete.

i It should include, as a minimum, the portion of the Lake Screen House that contains the ESW pipes and water supply, the turbine building basemat and refueling water storage tanks.

Figure 2.4-1 should include

[

all Category I structures and piping associated with the ESWS.

l "3.

Define the term ' average depth' for the essential I-cooling. pond."

t RESPONSW l

t-Item 1:

The pond has c normal pool elevatica of 595.Q feet msl, and a surface arca of 2475 acres, or 3.87 mi", at i

this normal poci elevation.

(The surface area of j

the pond at normal pool elevation, as measured from j

the as-built topographic maps, is 2537 acres.- However, s'.

this value is not significantly different from the l

FSAR value. )

The storage volume of the cooling pond l

at the normal pool elevation of 595.0 feet msl is 22,300 acre-feet.

The average depth at normal pool I

elevation is approximately 8.21 feet, as given in Subsection 2.4.8.2.6.

l Item 2:

Seismic Category I buildings include the containmen-building, the auxiliary building, and the fuel handling building.

In addition, the portion of the lake screen-house housing the essential service water intake, the essential service cooling pond, and the ESW intake

/'

and discharge pipes are also classified as safety i

Category I facilities.

For a detailed lis. ting of l

Category I buildings and components, see Table 3.2-1.

See also Figures 2.4-1, 2.4-26 through 2.4-29, and 2.4-47.

i Item 3:

The essential service cooling pond (ESCP) is an exca-I vated pond within the cooling pond with a bottom eleva-l tion of 584.0 feet.

The ESCP has a surface area of

/

99 acres and a depth of 6 feet at a pool elevation of 590.0 feet (see Figure 2.4-47), which is the maximum elevation at which the ESCP will function (see Sub-sec tion 2. 4.11. 6).

l Q371.7-1 i

BRAIDWOOD-FSAR QUESTION 371.8 I

"Show the site location on Figure 2.4-5 and provide the girainage area of the Kankakee River upstream of the site."

i i

RESPONSE

See revised Figure 2.4-5.

The drainage area of the gankakee

/

i River at the location of the river intake is 5000 mi (see Subsection 2.4.11.3).

i I

I 6

f l

i.

i 1

4 1

t G

i Q371.8-1

BRAIDWOOD-FSAR se QUESTION 371.11 "You mention a 48 hour5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> PMP with a 100 year recurrence interval.

We believe the 100 year event should refer to snow load.

In any event this statement should be cor-rected and the correction should provide values and basis for the PMP and coincident snow.

You should consider the occurrence of the PMP first with roof drains blocked (we would assume blockage by prior accumulation of debris, ice and/or slush), followed by freezing temperatures resulting in an ice cover on the ponded water sufficient to support the snow load."

RESPONSE

Subsection 2.4.2.3 has been revised.

However, if the roof load is calculated as suggested in ghe question by superimposing e

j the 100-year snow load of 28 lbs/ft on the maximum 48-hour winter (Magch) PMP of 14.7 inches, the roof load will be 104 lbs/ft designed fcr a lead of 104 lbs/ft} safety-related As stated in Subsection 2.4.2.3, the roofs of al t

t

,s ruc ures are O

e e

S O

Q371.11-1 I

B

BRAIDWOOD-FSAR F

QUESTION 371.13 "The staff estimates the peak PMF discharge for the Kankakee River at the intake (based on PMF studies for the Dresden Nuclear Plant Site) to be at least about 350,000 cfs.

The generalized curves in Regulatory Guide 1.59 give a peak discharge of about 650,000 cfs.

Since you are doing a conservative analysis to show a dry site, we suggest you use a.ponservative peak PMF discharge of about 400,000 cfs in lieu of the 209,000 cfs used in your current analysis.

See question 371.14 on water surface elevation.

"Use the square root of the ratio of drainage areas when transposing flows between locations."

RESPONSE

/

Refer to the response to Question 371.14.

/

O Q371.13-1

. ~.

BRAIDWOOD-FSAR

=

QUESTION 371.14 "1.

Provide additional clarification on the method used to develop.the Kankakee River rating curve at the site from data at Wilmington'and Custer P' ark and also explain how the curve was extrapolated to PMF levels.

Provide a cross section of the Kankakee River at the site.

If the channel cross section is not available, then provide the bankfull capacity and indicate the bankfull width on the overbank cross section.

"2.

It appears that your PMF peak discharge estimates are not consistent with cross section locations on Granary Creek and Mazon River; e.g.,

the PMF discharge should be evaluated at the cross section location where the design basis water level is determined.

The Mazon River PMF peak discharge should be computed for the drainage area above cross section X-MD2.

The Granary Creek PMF peak discharge and cross section should be furnished for a point just upstream of the confluence of the East Fork and Granary Creek.

Also provide the energy gradient at X-MD2 and at the new X-section on Granary Cree %."

RESPONSE

Item 1:

A typical cross section of the Kankakee River'near the river screenhouse is presented, in new Figure 2.4-14a (see also revised Subsection 2.4.3.5).

The discharge rating curve to be used at the location of the river screenhouse was developed using the following method.

j The daily flows for the Kankakee River at Wilmington, Illinois for the period 1950 to 1970 were obtained

/'

from the data published by the U.S. Geological Survey and the daily stage data for the Kankakee River at custer Park, Illinois was obtained for the same period from the U.S. Army Corps of Engineers.

From this

' data,.the observed peak river flows at Wi1mington for.each year and the corresponding peak river eleva-tions at Custer Park were obtained, and plotted in

' revised Figure 2.4-9.

The discharges at the river screenhouse are estimated from the discharges at Wilmington in the ratio of the square root of corres-ponding drainage areas.

The water levels for a given discharge at the river screenhouse are conservatively assumed to be the same at Custer Park, which is approxi-mately 1/2 mile upstream of the river screenhouse.

Q371.14-1

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The peak discharge of record at Wilmington, Illinois is 75,900 cfs with a corresponding peak stage of 551.5 at Custer Park', Illino'is and 522.26 f eet at' Wilmington, Illinois.

The distance between the two gauging stations is 9.4 miles.

Therefore, the water surface slope of the Kankakee River for a flow of 75,900 cfs is computed to be 0.000589.

Using this water surface slope and the typical cross section of the river shown in Figure 2.4-14a the Manning's "n" value is computed to be 0.03, corresponding to the flow of 75,900 cfs.

The water surface elevations in the river cross section were obtained for higher flows of 209,000 cfs and 400,000 cfs using the above values of Manning's "n" and the water surface slope, and the discharge rating

/

,f curve is extrapolated as shown in Figure 2.4-9.

The water level in the Kankakee River near the river screenhouse is 561.3 feet for the estimated PMF peak discharge of 209,000 cfs.

However, as suggested in Question 371.13, if the peak discharge is conservatively postulated to be 400,000 cfs, the estimated peak water level at the screenhouse would be approximately 571.0 feet.

Since this peak elevation is 29 feet below the plant grade elevation of 600.0 feet and the plant O

site is 4 miles away from the Kankakee River, the plant site will not be affected by the PMF in the Kankakee River.

Item 2:

The peak PMF discharges for Mazon River and Granary Creek are presented in the FSAR at the locations where the design basis water level is determined.

The Mazon River PMF peak discharge is 112,000 cfs at cross section X-MD2 with a corresponding water level of 581.5 feet as shown in Table 2. 4-8.

The PMF peak discharge in Granary Creek just upstream of its confluence with East Fork Mazon River is 19,500 cfs and the corres-ponding water level is 576.0 feet as presented in Subsections 2.4.3.4,

2. 4. 3. 5, and T able 2. 4-5.

The j

energy gradients at cross section X-MD2 on the Mazon 1

River and at the cross section of Granary Creek just upstream of its confluence with East Fork Mazon River are 0.000345 and 0.000746, respectively.

The cross section of Granary Creek just upstream of its con-fluence with East Fork Mazon River is presented in Figure 2.4-17a.

Subsection 2.4.3 has been revised to clarify the above information.

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i QUESTION 371.15 "The initial loss of one inch is.too high.

The staff would normally allow about inch initial loss, but since c

75% of the drainage area is the pond, there should be no initial loss for that area.

Therefore, it is the staff conclusion that an initial loss of 1/8 inch for the total drainage area is appropriate for the conditions.

Either use this value or provide justification for a higher value."

RESPONSE

The initial loss of 1 inch was applied only to that part of the drainage basin excluding the pond surface area.

No initial loss was considered for the pond area, which is 73% of the total drainage area.

As explained in Subsections 2.4.8.2.2 and'2.4.8.2.3, due to the presence of strip-mined area, poor drainage conditions, and impervious soil, an initial loss of j/'

1 inch was used for the drainage basin excluding the pond area.

This amounts to an initial loss of 1/4 inch over the total drainage area instead of 1/8 inch over the total drainage area suggested in this question.

However, if a loss of 1/8 inch instead of 1/4 inch occurs as used in the FSAR, it will amount

'.3 to an additional volgme of water of 35 acre-feet in the cooling

? pond from the 5.3 mi drainage area.

This additional amount x.

of water will raise the maximum PMF water level by 0.014 feet, which will not have any effect on the safety-related f acilities N

of the plant.

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4 Q371.15-1 4

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s BRAIDWOOD-FSAR 2.4 HYDROLOGIC ENGINEERING 2.4.1 Hydrologic Description 2.4.1.1 Site and Facilities The site is located about 4 miles southwest of the Kankakee River near the town of Custer Park in a strip-mined region presently characterized by many water-filled trenches and ponds.

Cooling water for the plant is supplied by a cooling pond which covers one of these strip-mined areas.

(Note:

the condenser water cooling facility at Braidwood Station is referred to as a cooling pond in the FSAR rather than as a cooling lake as in the PSAR.

This is consistent with the definition of " pond" in EPA Effluent Guidelines and Standards for Steam Electric Power Generation, 40 CFR 423, Section 423.11, Item m, which became effective in 1974.)

The pond has a normal pool elevation of 595 feet MSL (all elevations refertoUgGS 1929 datum), with a surface area of 2475 acres or 3.87 mi and a storage volume of 22,300' acre-feet at normal pool elevation.

The wager surf ace area is 73% of its total drainage area of 5.3 mi The pond is contained by dikes having a top elevation of 600 feet, except for that portion of the dike just south of the plant, which has a top elevation of 602.5 feet.

The dike system is not a Seismic Category I structure.

Seismic category I buildings include the Containment Building, the Auxiliary Building, and the Fuel Handling Building.

In

. " addition, the portion of the lake screenhouse housing the essential service water (ESW) intake, the essential service cooling pond (ESCP ), and the ESW intake and discharge pipes, are classified as safety Category I facilities.

The grade floor elevation of these buildings is at 601.0 feet.

Seismic Category I structures are shown in Figures 2.4-1, 2.4-26 through 2.4-29, and 2.4-47.

3 The 93.5-acre (at the average depth) essential service cooling l

pond is located in the northwestern corner of the cooling pond in an area excavated below the surrounding pond bottom, to an elevation of 584 feet.

The ESCP has a surface area l

of 99 acres and a depth of 6.0 feet at a pool elevation of 590.0 feet.

Makeup water for the pond is pumped from the River Screen House on the Kankakee River via pipeline to the northeast corner of the cooling pond.

Blowdown water is discharged

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from the plant by pipeline to the blowdown outfall structure and discharge flume to the Kankakee River.

i 2.4-1

CRAIDWOOD-FSAR The Kankakee River is joined by Horse Creek at Custer Park.

Horse Creek 1.ies gbout 2.5 miles cast of the site at its nearest point.

The Mazon River flows northwest to the Illinois River.

At its closest point, the Mazen River is joined by Granary Creek,1 mile southwest of tht! site and about 4 miles south of the safety-related facilities.

Crane Creek, a tributary of Granary Creek, flows north to meet Granary Creek about 1.5 miles south of the site.

The flow in both creeks is intermittent.-

Floods on these small local streams and the Kankakee River would not affect safety-related portions of the plant.

The nearest highways to the site, Illinois State Routes 53 and 129, are adjacent to the northwest boundary of the site.

Interstate 55 is less than 2 miles west-northwest of the site (centerline of the reactors), and State Route 113 is O

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• BRAIDWOOD-FSAR given in Tables 2.4-2 and 2.4-3.

The maximum 6-hour PMP is subdivided into 5-minute intervals as shown in Table 2.4-4 (Reference 2a).

The roofs of all safety-related structures are designed to withstand the higher of the loads caused by the 24-hour all-season PMP or the 100-year maximum snow pack combined with the winter PMP of 48-hour duration at the plant site.

Postulating that the roof drains get clogged at the time of PMP, the maximum accumulation of water on the roofs of safety-related structures will be up to the height of the parapet walls plus the depth of overflow over the parapet wall.

The height of the parapet walls is 1 foot 4 inches.

The maximum depth of overflow is estimated to be 2.0 inches.

Therefore, the corresponding yater load due to summer PMP on the roofs

~

will'be 93.6 lb/ft.

The maximum 48-hour winter PMP at the site is 14.7 inches in March (Reference 2).

The snow load at

- ~

the site cogresponding to a 100-year mean recurrence interval is 28 lb/ft Due to the 1-foot, 4-inch-high parapet walls, accumulation of the entire winter PMP with the above snow load is not possible on the roofs, and the excess precipita-tion overflows the parapet.

Therefore, the governing rcof load is 93.6 lb/ft2 However, as explained in Subsection 3.8.4, the roofs of all safety-related structures are designed for a load of 104 lb/ft2, Figure 2.4-7 shows the plant drainage, roads, and tracks.

Areas surrounding the plant are graded to direct surface runoff away from the plant to the existing natural drainage.

The general plant area is subdivided as shown in Figure 2.4-7a.

Figure 2.4-7a also shows the location of culverts, manholes, and roads which act as weirs during the PMP.

Pertinent data for culverts are tabulated in Table 2.4-4a.

All the ditches are 2 feet wide at the bottom with side slopes of 2:1.

During the local PMP, some ponding is expected in areas enclosed by the roads and tracks near the plant.

Under ponding conditions, manholes will be operating under higher than design heads and will pass larger flows.

However, the

' manholes in the immediate plant area are assumed to pass their 100-year design discharge throughout the, duration of l

PMP.

To be conservative, no credit for. culvert flow during the PMP is taken in the analysis.

The roads around the l

plant at elevations below 601.0 feet will act as weirs, passing the runoff away from the plant.

The weir coefficient of 2.5 is used conservatively in the calculations.

The analytical procedure consists of routing the surface runoff j

away from the plant through the drainage system and over the roads.

Runoff ultimately enters the natural drainage pattern, which discharges to the Ma=on River.

It is conservatively assumed that no retention losses or infiltration take place during the PMP.

2.4-5 l

L m

BRAIDWOOD-FSAR Peak discharges from PMP on drainage subarcas are listed in Tabic 2.4-4b.

Flows from Areas A and B will be discharged over Road 1 (see Figure 2.4-7a).

The maximum water surface elevation at Road 1 will be 600.22 feet, with a discharge l

of 178 cfs flowing over the length of road 690 feet.

Back-water effects are less than 0.01 foot, and there is no effect of downstream submergence.

Hence, the maximum water surface elevation at the plant will be 600.22 feet.

Flows from Areas C, D,

and E will be discharged over Road 2.

The maximum wa'ter surface elevation at Road 2 will be 600.13 feet, with a discharge of 75.6 cfs flowing over the length of road 645 feet.

Backwater effects from Road 2 to the plant are negligible, and there is no effect of downstream submergence.

For Area F, the large amount of storage available below the roads and tracks permits the PMP to pond without reaching an elevation that would potentially flood the plant.

The results of this analysis predict a maximum water surface elevation of 600.2 feet at the plant.

The plant floor elevatica is at 601.0 feet.

This water surface elevation is temporary and is expected only during the peak rainfall period of the PMP.

Thus, the local PMP will not have any effect on the safety-related plant facilities.

2.4.3 Probable Maximum Floods on Streams and Rivers The probable maximum flood (PMF) is defined by the Corps of Engineers as the hypothetical flood characteristics that are considered to be the most severe reasonably possible at a particular location, based on relatively comprehensive hydrometeorological analysis of critical runoff-producing precipitation and hydrologic factors favorable for maximum ficod runoff.

PMF elevations were calculated for the Kankakee River, Mazon River, Granary Creek downstream from Crane Creek, and the i

cooling pond.

The Kankakee River PMF elevation at the river screen house and elevations for other streams near the site are calculated and described in the following paragraphs.

The cooling pond PMF is evaluated in Subsection 2.4.8.2.

These locations and water levels are summarized in Table 2.4-5 along with the low, average annual, and flood-of-record flow elevations for the Kankakee River at the intake.

As shown in the following subsections, none of the stream floods would have any effect on the plant safety-related systems.

2.4-5a

BRAI DWOOD-FS AR o

for Crane and Granary Creeks and the Mazon River, the precipitation increments are given f or 3-hour intervals.

For the Kankakee River, the PMP was distributed into 6-hour intervals.

2.4.3.2 Precipitation Losses on the' Kankakee River, the Mazon River, and Crane and Granary Creeks Part of a storm's rainf all is retained by the basin and does not contribute to storm runoff.

The significant factors in basin retention are depression storage, interception by vegetation, and soil infiltration.

The rate of retention de pends largely on soil types, land use, and antecedent soil moisture.

For the Kankakee River Basin, initial retention was assumed to be 0.5 inch, with infiltratien thereafter taken to be 0.1 inch per hour.

For the Mazon River and Crane and Granary Creeks, initial retention was assumed to be 1.0 inch, with subsequent infiltration taken as 0.1 inch per hour.

Selection of these conservatively low values was based on land use and the soils in the basins.

Soils (Ref erences 1 and 5) in the Mazon River Easin in the area are evenly mixed between hydrologic class C (minimum infiltration 0. 05 to 0.15 in./hr) and B (0.15 to 0. 30 in./hr)

(References 6 and 7).

2.4.3.3 Runoff Models for the Yankakee River, the Mazon River, and Crane and Granary Creeks the basins are shown in Figures 2.4-3, 2.4-4, and '2.4-5.

.Th9 unit hydrograph and PMF hydrograph for.the Kankakee River at the Wilmington gauge are given in Figure 2.4-8, The PMF hydrograph was constructed by applying the PMP for the area (Reference 2) (after infiltraticn losses) to the synthetic unit hydrograph determined by the method developed by the State of Illinois Division of Waterways for Illinois Streams (Reference 3).

Reference 3 provides a generalized method of computing flood hydrographs based on an extensive study and verification of several Illinois streams.

In view of the insignificance of the river PMF levels for plant' safety, it was found reasonable to

,,__ _,, utilize the previously established watershed parameters.

Unit hydrographs for the Mazon River at section X-MD2 below the East Fork Mazon River and the combined Crane-Granary Creeks basin are shown on Figures 2.4-11 and 2.4-12.

They were computed using the Snyder synthetic method.

Some important parameters for the basin characteristics and the unit graphs are given in Table 2.4-7.

The values of 640Cp and C for the Mazon River at Coal City (drainage area 470 mi )t 2

are 530 and 3.7 respectively (Reference 3).

The 640Cp value of 530 is consid-ered to be conservatively high for the basin topography.

C, and Cp are coefficients in Snyder's synthetic-unit hydrogra6h formulas and depend on basin characteristics.

For the combined Crane and Granary Creeks basin, a higher C f 5.0 and a lower t

2.4-7

BRAIDWOOD-FSAR 640Cp of 320 were used.

Although these coefficients yield low peaks, they are considered to reasonably represent flood-producing characteristics of this watershed, since the basin is long and narrow and there are strip-mined areas in the downstream portion of -the basin which will retard flood runoff from the basin.

2.4.3.4 Probable Maximum Flood Flow on the Kankakee River, the Mazon River, and Crane and Granary Creeks The PMF hydrograph (Figure 2.4-8) for the Kankakee River at the Wilmington gauge yields a peak discharge of 211,981 cfs.

This flow was adjusted to the intake location by multiplying the peak discharge at the Wilmington gauge by the ratio of the square roots of the drainage areas.

The drainagg area of the Kankakee River at the Wilmington gguge is 5,150 mi The drainage area at the intage is 5,000 mi.

The drainage area at the intake is 5,000 mi This results in a PMF peak discharge of 209,000 cfs at the intake.

The PMF hydrographs for the Mazon River and for Crane and Granary l

Creeks are shown in Figures 2.4-13 and 2.4-14 respectively.

The hydrographs include a base flow equal to the lowest mean daily flow in the wettest month of record on the Mazon River at Coal City transposed to' the flood site by the ratio of the i

drainage areas.

The base flow on the Mazon River is 200 cf s I

and 50 cfs for Crane and Granary Creeks.

The PMF peak discharge on Granary Creek at a point about 1 mile south-southwest of the southwest corner of the site, just upstream from its junction with the East Fork Mazon River, is 19,500 cf s.

The peak discharge

,on the Mazon River at old Route 66 at section X-MD2 is 112,000 cf s.

• There are no dams on any of the streams to af fect the PMF flow.

.The dam at Kankakee on the Kankakee River will not affect its PMF flow.' No channel routings were made.

2.4.3.5 Water Levels for the Kankakee River, the Mazon River, and Crane and Granary Creeks The PMF elevation at the intake on the Kankakee River for a peak flow of 209,000 cfs is 561.3 feet above mean sea level.

This elevation was determined by relating flow as measured by the U.S. Geological Survey at Wilmington, Illinois to the corresponding stages measured above Custer Park, Illinois (close to the intake point), by the Army Corps of Engineers, as shown in Figure 2.4-9.

The rating curve for the Kankakee River at Wilmington gauge as developed by the U.S. Geological Survey from actual measurements is shown in Figure 2.4-10.

A typical cross section of the Kankakee River near the river screenhouse is shown in Figure 2.4-14a.

The plant grade elevation of 600 feet is 38.7 feet higher than the estimated PMF elevation.

The PMF line would be 3 miles away from the-site facilities.

Hence, the PMF on the Kankakee River would pose no threat to site facilities.

2.4-8 9

BRAIDWOOD-FSAR Peak discharge elevations for the Mazon River and Crane and Granary Creeks, as listed in Table 2.4-5, were approximated by assuming normal depth of flow through a cross section at the points of interest, just upstream from old Alternate Route 66 on the East Fork Mazon River (Figure 2. 4-18) and on Granary Creek just upstream of East Fork Mazon River (F igure 2. 4-17a).

An overall Manning's "n" of 0.06 was used based on field observations correlated with known values (Reference 8).

Because the peak elevations are 18 feet or more below the plant safety-related facilities gr4de of 600 feet, refinement of "n" values and deter-mination of the elevations in more detail by backwater computations is not warranted.

An increase of 0.02 in "n" value adds approx-imately 1 foot to the water surface elevation.

Two typical cross sections for each of the streams, the East Fork Mazon River, Crane and Granary Creeks, and the Mazon River

, below Crane and Granary Creek are shown on Figures 2.4-15, 2.4-16, 2.4-17, and 2.4-18.

The locations of these cross sections are shown in Figure 2.4-19.

The rating curves at these cross sections are shown on Figures 2.4-20, 2.4-21, 2.4-22, and 2.4-23.

The flood elevations in the site vicinity are tabulated in Table 2.4-8.

2.4.3.6 coincident Wigd Wave Activity The intake structure on the Kankakee River is not a Seismic category I structure and is designed for the flood of record only.

During the PEF at elevation 561. 3 feet, the wind velocity of 40 mph will produce a significant wave h'eight of 0.8 foot.

During the flood of record, elevation 552.0 feet, a wind velocity of 40 mph will produce a significant wave height of 0.65 foot.

The intake structure operating floor (elevation 557 feet) is located above the flood of record, elevation 552 feet, plus wind wave (0. 8).

Coincident wind wave activity on other rivers and creeks which would amount to 1 or 2 feet at most will not affect the plant safety-related facilities.

2.4.4 Potential Dam Failures, Seismically Induced The nearest upstream dam en the Kankakee River is at Kankakee, about 15 miles from the river screen house.

The dam is 12 feet high, with a normal pool elevation of 595 feet.. Failure of the dam would create minor flood waves which would dissipate before reaching the site area.

During river floods, the dam would be completely submerged, so that failure would not cause a flood wave.

The nearest downstream dam is.at Wilmington, approximately 5 miles from the river screen house; the dam is 11 feet high, with a crest elevation of 530.5 feet.

A rock ledge across the river 7700 feet upstream of the dam maintains a pool elevation of 534 feet during low flows.

Thus, failure of this dam due to flood flows or seismic disturbance.would in no way affect safety-related portions of the plant.'

I.'

2. 4-9

BRAIDWOOD-FSAR a

depressions due to strip mining would add to the overland flow time lag between rainfall and runoff into the pond, resulting in flow rates lower than those computed.

Rain falling onto the pond would have no retention losses.

Rain falling onto the ground was reduced by basin retention to determine surface runoff.

Thus, total runof f volume was the total rainfall volume on the total drainage basin minus initial retention and infiltration on the basin area excluding the pond surface area.

The resulting PMF runoff volume and peak inflow. rate are given in Table 2.4-9.

2.4.8.2.4 Probable Maximum Flood Flow for Coolina Pond The initial cooling pond elevation for the PMF routing is estimated to be 596.10 f eet.

This is based on an antecedent storm equivalent to one-half the maximum 6-hour PMP occurring 3 days prior to the PMP.

Given the area-capacity curve for the cooling pond and based on outflow over the 200-foot-wide broadcrested spillway (Figures 2. 4-30 and 2. 4-31), the initial elevation was estimated by using the U.S. Army Corps of Engineers program for spillway rating and flood routing (Peference 10).

The elevation 596.10 feet would occur at the end of the third day of the storm.

Superimposing the 48-hour PMP distribution as given in Table 2.4-3 on the above water surface elevation of 596.10 feet r esults in the maximum water surface elevation of 598.17 feet MSL.

. The PMF inflow hydrograph is shown on Figure 2.4-32.

The spillway crest length of 200 feet gives a maximum reservoir rise of 3.17 feet above normal pool.

Peak discharge under this condition would be 2184 cfs. - The PMF outflow hydrograph is also shown on Figure 2.4-32.

The spillway rating table is shown as Table 2.4-10.

Wind wave action is discussed in Subsection 2.4.8.2.6.

2.4.8.2.5 Water Level Determinations The time history of the pond water surf ace elevation during the PMF is shown on Figure 2. 4-33.

It would take about 8 days for j

the PMF surcharge above the spillway crest to be evacuated.

2.4.8.2.6 Coincident Wind Wave Activity Wind wave action, wind tide, and runup were considered at various locations around the cooling pond.

Wave determinations were nade for various fetches, wind speeds, and pool elevations.

Pond depth was computed as the average depths at regular intervals along the wind path, giving more weight to depths closer to the runup area.

Setup and runup were computed by methods presented in References 11, 12, and 13.

Shallow-water significant wave height, wave period, wave length, and equivalent deep-water wave height and length were computed from information in Peference 13.

2.4-12 l

BRAIDWOOD-FSAR TABLE 2.4-5 PROBABLE MAXIMUM FLOOD AND OTHER ELEVATIONS MAXIMUM ELEVATION LOCATION (ft)

Pond PMF 598.17 Kankakee River at intake:

- PMF 561.30

- low flow 534

- average annual flow 538

- flood of record 552 Mazon River at old Highway 66 582 Granary Creek just upstream of East Fork Mazon River 576 I

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JUr:CTICN WITH EAST FORK y

MAZOt1 RIVER 568 O

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BRAIDWOOD STATION FIN AL S AFETY AN ALYSIS REPORT FIGURE 2.4-17a l

CROSS SECTION OF GRANARY CREEK i

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