View source for RS-14-338, Byron/Braidwood Nuclear Stations, Updated Final Safety Analysis Report (Ufsar), Revision 15, Chapter 2.0 Site Characteristics - Braidwood

{{Adams
| number = ML14363A400
| issue date = 12/15/2014
| title = Byron/Braidwood Nuclear Stations, Updated Final Safety Analysis Report (Ufsar), Revision 15, Chapter 2.0 Site Characteristics - Braidwood
| author name = 
| author affiliation = Exelon Generation Co, LLC
| addressee name = 
| addressee affiliation = NRC/NRR
| docket = 05000456, 05000457, 07200073
| license number = NPF-072, NPF-077
| contact person = 
| case reference number = RS-14-338
| package number = ML14363A393
| document type = Updated Final Safety Analysis Report (UFSAR)
| page count = 559
}}

=Text=
{{#Wiki_filter:BRAIDWOOD-UFSAR 2.1-1 CHAPTER 2.0 - SITE CHARACTERISTICS 2.1 GEOGRAPHY AND DEMOGRAPHY

2.1.1 Site Location and Description 2.1.1.1 Specification of Location

Figure 2.1-1 sho ws the site with in the state of Illinois, and Figure 2.1-2 out lines the site with re spect to the Kankakee River and the county boundaries. The Braidwood site is located in Reed Township of Will County in northeastern Illinois approximately 50 miles southwest of Chic ago and 20 miles south-southwest of Jol iet. It is adjace nt at its northwest corner to the village of Godley, and its western and southern borders lie adjacent to the Grundy County and Kankakee County boundary lines respectively.
The site is in an area composed of flat agricultural farmland that has b een scarred from coal strip mining. The s ite itself is loca ted principally on terrain which has be en stripped of this mineral resource.
At its closest p oint, the Kankakee Riv er is approximately 3 miles east of the northeastern site boundary, wh ich point is approximately 12 miles upstream from the headwaters of the Illinois River (confluence of the Kankakee and Des Plaines Rivers).
The coordinates of t he center of the r eactor containment buildings are given below in b oth latitude a nd longitude and Universal Transverse Mercator (U TM) coordinates.
Latitude and longitude are given to t he nearest second, and UTM coordinates are given to the nearest 100 meters. 

UNIT LATITUDE AND LONGITUDE UTM COORDINATES 1  88&deg; 13' 42" W x  4,565,300 N 41&deg; 14' 38" N  397,000 E 2  88&deg; 13' 42" W x  4,565,200 N 41&deg; 14' 36" N  397,000 E 

2.1.1.2 Site Area Map The roughly rectangular site occupies approx imately 4457 acres, of which 2537 acres co mprise the main coolin g pond. The pond will have an elevati on of 595 feet above mean sea level (MSL) when filled to capacity.
The plant property l ines and the site boundary lines are the same except for the pipeline corridor. 

The site boundary and the general outline of the pond are shown in Figure 2.1-3. As noted in this figur e, the nuclear generating facilities are located at the northwest corner of the site. Figure 2.1-4 shows the location and orientation of principal plant struct ures. The makeup and blowdown lines are 

BRAIDWOOD-UFSAR 2.1-2 REVISION 8 - DECEMBER 2000 buried in the ground along a tra nsmission line c orridor. Their relation to the Kankakee River is shown in Figure 2.1-2.
The plant Exclusion Area Boundary (EAB) is also illustrated in Figure 2.1-5. T he minimum exclusion b oundary distan ce from the gaseous release poin t is 1625 feet.
There are no industrial, commerc ial, institution al, recreational or residential s tructures on the site.
Illinois State Routes 53 and 129 are adjacent to the northwest boundary of the site. The Illinois Central Gulf Ra ilroad (previously t he Gulf, Mobile &
Ohio Railroad) runs parallel between State R outes 53 and 129 and provides spur track access from the site area to the main line.
Interstate 55 is less than 2 mil es west-northwest of the site, and State Route 113 is a pproximately 2 m iles north of the site.
Figure 2.1-6 illustr ates these transport ation routes. The Kankakee River is approximately 3 miles east of the northeastern 

site boundary.
2.1.1.3 Boundaries for Establishing Effluent Release Limits

Title 10 of the Federal Code of Regulations Pa rt 20.1302 requires that a licensee demonstrates by measurem ent or calcula tion that the total effective dose equivalent to the individua l likely to receive the highest dose from the licensed operation does not exceed the annual dose limit.
10 CFR 50.34a also r equires that "in the case of an application filed on or after January 2, 1 971, the applica tion shall also identify the design ob jectives, and the means to be employed, for keeping levels of ra dioactive material in effluents to unrestricted areas as low as practicable."  The unrestricted area boundary is the pr imary location used by the licensee in determ ining compliance with effluent release limits of the Radiolog ical Effluent Technica l Standards and the member of the public d ose limit to 10CFR
: 20. The unrestricted area is specified to be the site area bo undary, or Braidwood Station property line.
Expected concentrations of radionuclides in effluents are shown in Sections 11.2 and 11
.3 and will be in compliance with the Ra diological Effluent Technical Standards. 

BRAIDWOOD-UFSAR 2.1-2a REVISION 8 - DECEMBER 2000 Figure 2.1-3 illustrates the Site Area Boundar y, and Figure 2.1-2 shows the boundary with respect to t he Kankakee River.
Distances from the rel ease point of gaseous effluents (the vent stack) to the Site Area Boundary in the cardinal compass directions are g iven in Table 2.1-1. The site bound ary closest to the release p oint of gaseous effluents (taken as the midpoint of the line drawn th rough the Unit 1 a nd Unit 2 station vent stacks) is in the nort hwesterly direction at a distance of 1625 feet. Since liquid effluents are discharged in to the cooling pond blowdown line which subsequently discharges into the Kankakee 

BRAIDWOOD-UFSAR 2.1-3 REVISION 8 - DECEMBER 2000 River, any radionucl ides in liquid eff luents enter the unrestricted area at that po int (the blowdow n line outfall).
2.1.2 Exclusion Area A uthority and Control 2.1.2.1 Authority

The Braidwood Exclusion Area is owned in fee simple and controlled by Exelon G eneration Company. Th e Exclusion Area is within the site boundary as shown in Figure 2.1-5. All mineral rights and easem ents for the Exclusi on Area are owned and maintained by Exelon G eneration Company. As sole owner, Exelon Generation Company h as authority to determin e and control all activities in the Exclusion Area, including remo val and exclusion of personnel or prop erty from the site. 

For accident release s, the minimum E xclusion Area Boundary (MEAB) is 485 meters in all directions, measured from the outer containment wall. 

The value of 485 meters used in Chapter 15.0 accident assessments (see Table 15.0-14), is the shortest distanc e between the surface of the containme nt building and the EAB.
Releases for a design basis loss-of-coolant ac cident are assumed to occur via this minimum distance pathway rather than via the vent stack. This assumption and t he MEAB distances are co nsistent with methodology that was used in general practice prior to t he issuance of Regulatory Guide 1.145 and is co nsidered acceptable by the NRC.
2.1.2.2 Control of Activities Unrelated to Plant Operation

Exelon Generation Company retains the authority to control any and all activities on the plant site. The responsibility for implementing this au thority lies with the plant supervisory staff. There is no one residing on the site, and only employees of Exelon Generation Company or other author ized personnel work on the site. Proced ures have been estab lished for c ontrolling visitors to the plant. 

2.1.2.3 Arrangements for Traffic Control

Since the Exclusion Area is not traversed by any highway, railway, or waterway, no traffic con trol arrangements are deemed necessary. 

2.1.2.4 Abandonment or R elocation of Roads

Three township roads , two of which trave rse the Exclusion Area, have been abandoned at the Braidwood Station. These abandoned 

BRAIDWOOD-UFSAR 2.1-4 REVISION 8 - DECEMBER 2000 roadways have no public access or usage and are under complete control of Exelon Ge neration Company.
All abandonment proceedings are complete. The Highway Commissioner of Reed Township has the au thority possessed under state law to effect th is abandonment. The f ollowing procedures were followed to ach ieve abandonment: 
: a. the Highway Commission er of Reed Township was petitioned to close the roads,  b. 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 T ownship) and Mildred Blecha (Town Cle rk for Reed Town ship) were the p ublic authorities who made the final determination.
No roads will be relocated. 

2.1.3 Population Distribution

The population projectio ns and the list of cities with their projected populations, found in Tabl es 2.1-2, 2.1-3, 2.1-9, and 2.1-10 are gener ated by a system of Sargent & Lundy (S&L) developed computer p rograms (Reference 1
). The demographic tables present the population figure s broken into 16 directional segments and 10 distance increme nts surrounding the site, while the list of cities details pop ulations in urban areas, their distance and direction from the site, and th eir 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 directiona l sectors and distan ce increments. The proportion of the population ass igned to each sector was based on the proportion of land area of e ach township fal ling in that sector. In order to ensure that the figures more accurately represent the population dis tribution of an area, the proportioning technique incorporated kno wledge of the area, location of outstanding features such as parks a nd military bases, and location of large populatio ns in cities. The population thus deri ved from each sector was used as input to the computer program. 

Projected population distributio ns were made by a computer program using a modified "ratio technique."
The ratio technique essentially involves cal culating the future popu lation of an area by projecting the ratio of the total population of that area to the total population of a larger area contai ning the first, for which population projections have already been m ade. Projection of the ratio for this report included the 

BRAIDWOOD-UFSAR 2.1-5 following techniques:  1) th e geographic uni ts used for the ratio were state and township, 2) to d etermine the rate of change in the ratio for use in projection, t he historical base period 1970 to 1980 was used, and 3) the rat e of change in the ratio found during the base period was proje cted linearly for a few years, but was gradually decreased to zero--the ratio itself became constant after 20 years. The e ffect of the third technique is that the growth r ate of the township may differ significantly from that of the state during the base period and for a few years therea fter, but after about 20 years the growth rates for the two areas will be the same.
State projections required for use in the modified ratio technique were projected geometrically based on state growth duri ng the base period.
For greater accuracy in the 0- to 10-mile regi on, a house count was obtained from a combination of data obtained from 1981 and 1982 aerial photographs, and fie ld survey cond ucted in 1981.
To estimate the popula tion, the number of ho uses was multiplied by the average numbe r of people per hous ehold in each township as listed in Table 2.1-11.
These numbers are based on the number of housing units in t he unincorporate d areas of each township and the U.S. Census Bureau population statistics (Reference 2). 

2.1.3.1 Population Within 10 Miles

The geographical location of t he sectors within 10 miles are identified in Figure 2.1-7. Table 2.1
-2 shows the 1980 and projected population distribut ion within 10 miles of the 

Braidwood Station.
The total 1980 popul ation is estimated at 27,482 with an average d ensity of 87 persons per square mile within this area. The maximum population de nsities in the near vicinity of the station occur in the nor thern sectors, which includes the cities of Braidwood and W ilmington, and the village of C oal City. 

Figure 2.1-8 shows t he location of cities and villag es within 10 miles and their 1 980 population. Wil mington (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 v illage of Godley (1980 population 373) located approximately 0.5 mile southwest of the station is the closest village. 

The total population w ithin 10 miles is proj ected to be 35,411 by 2020 with average density projected to be 113 within this region. 2.1.3.2 Population Betwe en 10 and 50 Miles The 1980 population distribution and the estimated projected population distribution through 2020 at 10-y ear intervals for the area between 10 and 50 mil es are summarized in Table 2.1-3. The geographical locations of the population sectors 

BRAIDWOOD-UFSAR 2.1-6 are found in Figure 2.1-9.
The total popula tion within 50 miles was 4,580,641 in 1980 and is pro jected to approach 5,124,734 by 2020.
The most heavily populated sectors w ithin 50 miles of the site lie in the north-north east and northeast dir ections, with 1980 populations of 1,178,378 and 2,201,145 respectively. The high populations in these sec tors are due primari ly to the inclusion of the city of Joliet (1980 population 77,956) and a portion of Chicago (1980 populati on 3,005,072). Al so included in this area are some suburbs of Chica go and cities in Lake County, Indiana.
The south and south-so uthwest sectors are the least populated sectors with an estimated population of 8,886 and 12,123 respectively. 

2.1.3.3 Transient Population

The transient population within 10 miles of the site is composed of visitors to recreat ional facilities, studen ts enrolled at and teaching staff employed by schools, and employ ees at industrial establishments. 

As shown in Table 2.1-4, the sta te parks and conservation areas which are within a 10-mile radius of the site include the Des Plaines Conservation A rea located approx imately 8 mi les north of the site, the Goose Lake Prairie St ate Park located approximately 9 miles no rth-northwest of the s ite, the Kankakee River State Park located appro ximately 9 miles east of the site, and the Illino is and Michigan Ca nal State Trail (Channahon Park Access) located approximately 10 miles north of the site. The total numbers of visitors to these areas during 1976 were 92,043, 60,728, 1,44 7,951, and 99,000 respectively.
The estimated peak dai ly attendances for the se areas are 1,000, 462, 33,000, and 1,000 visitors respectively.
The Des Plaines Conserva tion Area consists of 4253 acres and offers camping, picnic king, fishing, boa ting, and hunting (Reference 3). The Goose Lake Prairie State Park consists of 2357 acres, of which approximately 1513 acres are dedicated as an Illinois Nature P reserve. The park offers picnicking, hiking and a year ro und interpretive pro gram (Reference 4).
The Kankakee River State Park co nsists of 2968 a cres extending along the Kankakee River and offers camping, picnicking, fishing, boating, hiking, horse trails, hunting and a summer interpretive program (Reference 5). The Illinois and Michigan Canal State Trail is currently being dev eloped for hiking, bicycling and canoeing.
The portion of the trail near the Channahon access is now completed and offers cam ping, canoeing, bicycling, and h iking (Reference 6).
In addition to these state recreational facilities, there are several privately owned recreation areas wit hin 10 miles of the BRAIDWOOD-UFSAR 2.1-7 REVISION 12 - DECEMBER 2008 Braidwood site. Table 2.1-4 lists these rec reation areas along with their location, their total membership, and their estimated peak daily attendanc
: e. These clubs and park s provide a variety of recreational activi ties and attra ct people from outside the 10-mile radius.
The estimated peak d aily attendance figu res in Table 2.1-4 indicate that the population w ithin 10 miles of the site could increase by 51,437 persons on a short-term basis due to both state and private facilities.
Should all th ese visitors be from outside the 10-mile radius, the total pop ulation within the 10-mile area would increase by 233%. 

As listed in Table 2.1-5, there are 10 indus tries within 10 miles of the site. Approximately 860 persons are employed at these industries. E ven if all these p eople come from outside the 10-mile area, which is highly unlikely, the total population of this area would i ncrease during worki ng hours by only about 3%. As shown in Table 2.1-6, there a re 16 schools wi thin 10 miles of the site, and they had a total 1981-1 982 enrollment of 5625 students and a staff of 332 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 tab le includes the residential population a nd the peak daily transient population resulting from recreat ional 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 t he Exclusion Area which contains residents, the total number and density of which are such that there is a reasonable probability that appropria te protection measures could be taken in their behalf in the event of a serious accident."  10 CFR 100.11 lists a numerical criterion to be met by the LPZ (for ac cidents analyzed u sing TID-14844), 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 postulated 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 iodine exposure."  For accidents analyzed us ing Regulatory Guide 1.183 (AST), dose limits (in R em TEDE) are lis ted in 10 CFR 50.67.
The LPZ for the Braidwood Station is the area including the Exclusion Area within a 1-1/
8-mile (1810-meter) radius (measured from the m idpoint between the two reactors) of the site. This choice of the LPZ radius sat isfies the radiation dose criteria (see C hapter 15.0). T he closest population center of 25,000 persons or mo re is Joliet, Il linois, located approximately 20 mil es north-northeast of the station.
BRAIDWOOD-UFSAR 2.1-8 Figure 2.1-10 depicts the highways, railroads, and recreational facilities within the LPZ. The 1980 and projected population within the LPZ by sectors is given in Table 2.1-8. This table includes the residential populat ion and the transien t populations resulting from activit ies in the LPZ.
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 Godle y, has 46 families who are members and an estimated peak daily attendance of 500 p ersons. Fie ld trials are held three times a year (April, August, and November) for a duration of 1 day. A meeting to elect club of ficers is held in January. Some of th e members (perhaps a doz en or less) also use the facilities on weekends for dog t rials and training (Reference 7). 

In addition to the r ecreational 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 e stimated peak daily atte ndance are outlined in Table 2.1-4.
There are no schools within the LPZ. The nearest schools are the Braidwood Elementary Schoo l, located approximately 1.4 miles north-northeast in Braid wood, the Reed Custer High School, located approx imately 1.4 miles north-northeast in Braidwood, and the Braceville Elementary School, located approximately 2.0 miles southwest in Braceville. 

In addition to the a bove three schools, ther e are four schools 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 industr ial establishments withi n the LPZ. Table 2.1-5 outlines the industries within 5 m iles of the site and gives their approximate number of employees.
There are also no known commercial estab lishments located with in the LPZ which could be expected to produce s izeable changes in the transient population of the area.
The only known commercial establishment is the Hileman's Jun k Yard, located appr oximately 2/3 mile north-northeast of the center of the rea ctors. The estimated 1980 and projected transient pop ulation within the LPZ is 500.
This estimated t ransient population is r elated to the Chicago Beagle Club located within the LPZ. 

2.1.3.5 Population Center

The nearest population center is Joliet, loc ated approximately 20 miles north-northea st of the site. This distance meets the population center cr iterion of 10 CFR 10 0.11, namely, that a population center distance be "at least one and one-third times 

BRAIDWOOD-UFSAR 2.1-9 the distance from the reactor to the outer bou ndary of the low population zone." Ac cording to the 1980 population census, Joliet had a population of 77,956, a dec rease of 3% during the last decade. 

Kankakee, the second closest population center, located approximately 20 miles e ast-southeast, had a p opulation of 30,141 in 1980. Joliet and Kankakee are projected to be 82,501 and 31,065, respectively, by 2020. Table 2.1-9 li sts the population centers within 50 miles of the site with the ir 1980 and projected 2020 population, and Figure 2.1-11 locates them. There is a total of 25 population c enters within a 50-mile radius. Most of these centers are located near the greater Chicago municipal area, 40 to 50 miles n ortheast of the site. 

Table 2.1-10 shows t he distance and approxim ate direction to and the 1980 population of all urban c enters (population greater than 250
: 0) within a 30-mile radi us of the site along with their projected 2020 popu lation. It should be noted that there are only 22 su ch urban centers a nd that only two of these, Joliet and Kankakee, are popu lation centers. 

2.1.3.6 Population Density The average population d ensity within 10 miles of the site is estimated to be 87 people/mi
: 2. The maximum dens ities within 10 miles are in and around the citi es of Braidwood (1 to 3 miles north and north-northe ast) and Wilmington (5-10 miles northeast and east-northeast). The population density within 10 miles is projected to be 113 people/mi 2 by 2020. 

The average population density in 1980 within 50 miles of the site is estimated to be approximately 583 people/mi
: 2. By 2020, the average density is project ed to reach 653 people/mi 2 within 50 miles. Figure 2.1-12 sho ws the 1980 and 2020 projected populations with relation to t he uniform densities of 500 people/mi 2 and 1000 people/mi 2 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 po pulations shown in Figure 2.1-12. 

====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 Pa rk," Illinois Department of Conservation, State of Illinois, 1974.
BRAIDWOOD-UFSAR 2.1-10 5. "Kankakee River State Pa rk," Illinois Department of Conservation, State of Illinois, 1974. 
: 6. "Illinois and Mi chigan Canal State Trail," Illinois Department of Conservation, State of Illinois, 1975. 
: 7. Ms. P. Zidich, Co-Pr esident Chicago Beag le Club Telephone Conversation with Mr. B. Bar ickman, Commonwealth Edison, October 28, 1982. 

BRAIDWOOD-UFSAR 2.1-11 TABLE 2.1-1 DISTANCE FROM GASEOUS EFFLUENT RELEASE POINT TO NEAREST SITE BOUNDARY IN THE CARDINAL COMPASS DIRECTIONS DIRECTION DISTANCE (ft)   N 2,000 

NNE 3,000 

NE 2,600 

ENE 2,300 

E 3,400   ESE 8,900 

SE 11,200 

SSE 11,300 

S 15,200 

SSW 3,200 

SW 2,050 WSW 1,750 

W 1,700 

WNW 1,650 

NW 1,625 NNW 1,675 BRAIDWOOD-UFSAR 2.1-12 TABLE 2.1-2 1980 AND PROJECTED POPULATION WITHIN 10 MILES OF THE BRAIDWOOD SITE ESTIMATED 1980 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0    N 34 690 389 15 2 309 1439         NNE 75 823 960 294 70 234 2456 

NE 0 107 103 0 480 4735 5425         ENE 4 12 22 22 291 1980 2331         E 0 0 13 28 22 1027 1090         ESE 0 0 17 18 50 236 321 SE 0 0 4 9 8 156 177         SSE 0 0 60 9 235 358 662 S 0 0 0 3 3 686 692         SSW 0 8 17 29 173 849 1076         SW 402 296 214 19 89 1384 2404 WSW 82 218 188 37 26 163 714 

W 0 34 179 3 11 794 1021         WNW 8 0 8 37 13 251 317 NW 4 25 42 1499 1340 928 3838         NNW 6 256 119 1692 526 920 3519         Sum for radial interval 615  2469 2335  3714  3339  15010  27482         Cummulative total to outer radius 615  3084 5419  9133  12472  ---  27482         Average density (people/mi
: 2) in radial region 

196 262 149 169 118 64 87 BRAIDWOOD-UFSAR 2.1-13 TABLE 2.1-2 (Cont'd)
PREDICTED 1990 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0   N 44 890 502 18 2 356 1812         NNE 97 1061 1238 307 73 247 3023 NE 0 138 133 0 501 5037 5809         NE 5 15 26 25 327 2084 2482         E 0 0 15 31 25 1105 1176         ESE 0 0 20 20 56 269 365         SE 0 0 5 10 9 181 205         SSE 0 0 77 11 276 414 778         S 0 0 0 4 4 772 780         SSW 0 8 17 30 177 869 1101         SW 478 304 220 20 94 1473 2589 WSW 104 224 193 38 28 167 754 

W 0 35 184 3 12 857 1091         WNW 8 0 8 38 14 297 365         NW 5 26 43 1560 1663 1291 4588         NNW 8 328 140 2246 715 1414 4851         Sum for Radial interval 749  3029  2821  4361  3976  16833  31769         Cummulative total  

to outer radius 749  3778  6599  10960  14936  ---  31769         Average density (people/mi
: 2) in radial region 

238 321 180 198 141 71 101 BRAIDWOOD-UFSAR 2.1-14 TABLE 2.1-2 (Cont'd)
PREDICTED 2000 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0    N 47 956 539 19 2 375 1938 NNE 104 1140 1330 317 75 255 3221 

NE 0 148 143 0 517 5219 6027 ENE 6 17 28 26 343 2154 2574         E 0 0 16 33 26 1148 1223         ESE 0 0 22 21 59 283 385 

SE 0 0 6 11 10 191 218 SSE 0 0 83 12 291 436 822 

S 0 0 0 4 4 809 817 SSW 0 8 18 31 181 893 1131         SW 506 313 226 20 97 1527 2689 

WSW 111 230 199 39 29 171 779 

W 0 36 189 3 12 891 1131 WNW 8 0 8 39 15 314 384 

NW 6 26 44 16081776 1405 4865 NNW 8 352 148 2426 776 1561 5271 Sum for radial interval 796  3226  2999  4609  4213  17632  33475         Cummulative total 

to outer radius 796  4022  7021  11630  15843  ---  33475         Average density (people/mi
: 2) in radial region 

253 342 191 210 149 75 107 BRAIDWOOD-UFSAR 2.1-15 TABLE 2.1-2 (Cont'd)
PREDICTED 2010 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0     N 48 983 554 20 2 386 1993         NNE 107 1173 1368 326 77 262 3313 

NE 0 152 147 0 532 5368 6199         ENE 6 17 29 27 352 2216 2647 E 0 0 17 34 27 1180 1258         ESE 0 0 22 22 61 291 396 

SE 0 0 6 11 10 197 224         SSE 0 0 86 12 299 448 845 

S 0 0 0 4 4 832 840         SSW 0 9 18 31 186 919 1163 SW 520 322 233 21 100 1570 2766 WSW 114 237 204 40 30 176 801 

W 0 37 195 3 13 917 1165         WNW 9 0 9 40 15 323 396 

NW 6 27 46 1654 1826 1445 5004         NNW 9 362 153 2495 798 1605 5422 Sum for radial interval 819  3319  3087  4740  4332  18135  34432         Cummulative total 

to outer radius 819  4138  7225  11975  16297  ---  34432         Average density (people/mi
: 2) in radial region 

261 352 197 216 153 77 110 BRAIDWOOD-UFSAR 2.1-16 TABLE 2.1-2 (Cont'd)
PREDICTED 2020 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0     N 50 1011 570 20 2 397 2050         NNE 110 1206 1407 336 80 270 3409 

NE 0 157 151 0 547 5520 6375         ENE 6 18 30 27 363 2279 2723         E 0 0 17 35 27 1214 1293         ESE 0 0 23 22 62 299 406 

SE 0 0 6 11 10 202 229         SSE 0 0 88 12 308 461 869 

S 0 0 0 4 4 856 864         SSW 0 9 19 32 192 945 1197         SW 535 331 239 21 103 1615 2844 

WSW 117 244 210 42 31 181 825 

W 0 38 200 4 13 943 1198         WNW 9 0 9 42 16 332 408 

NW 6 28 47 1701 1878 1486 5146 NNW 9 372 157 2566 820 1651 5575         Sum for Radial interval 842  3414  3173  4875  4456  18651  35411         Cummulative total 

to outer radius 842  4256  7429  12304  16760  ---  35411         Average density (people/mi
: 2) in radial region 

268 362 202 222 158 79 113 BRAIDWOOD-UFSAR 2.1-17 TABLE 2.1-3 1980 AND PROJECTED P OPULATION DISTRIBUTION WITHIN 10 - 50 MILES OF THE BRAIDWOOD SITE ESTIMATED 1980 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)
SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 18118 21607159852196880396457 397896   NNE 18014 1405552104938068601175922 1178378 NE 4170 3103732886018316532195720 2201145   ENE 1252 7008135725251879395864 398195 E 1875 705569721699932901 33991   ESE 25876 457429524385484996 85317 SE 3479 63202591973922129 22306 SSE 1963 19775545261812103 12765   S 1191 1583291825028194 8886 SSW 833 13956401241811047 12123 SW 4926 201214651614427733 30137   WSW 711 261221515556130399 31113 W 1075 201389873145943534 44555 WNW 1970 949119687420635354 35671   NW 11138 367512042497931834 35672 NNW 1840 6195291191181848972 52491   Sum for radial interval 98431  290277  974882  3189569  4553159 4580641   Cummulative total to outer radius 

125913 416190 1391072 4580641  
 --- 4580641   Average density (people/mi
: 2) in radial region 

104 185 443 1128 604 583 BRAIDWOOD-UFSAR 2.1-18 TABLE 2.1-3 (Cont'd)
PREDICTED 1990 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 24174 27526187765247373486838 488650    NNE 18675 1504932685077909711228646 1231669 NE 5273 4429337960116763912105558 2111367   ENE 1367 8580154612258285422844 425326 E 1219 519281402252337074 38250    ESE 30443 4717310307423192154 92519   SE 3821 66302636966322750 22955 SSE 2140 20055524238812057 12835   S 1313 1577273022477867 8647 SSW 849 13686436208310736 11837 SW 5268 192615657606728918 31507   WSW 622 249920820529229233 29987 W 1087 234992903051443240 44331 WNW 2246 1029318757429635592 35957   NW 11881 414114168481435004 39592 NNW 2127 7868347441488859627 64478   Sum for radial interval 112505 32391311396943082026 4658138 4689907    Cummulative total to outer radius 

144274 468187

1607881 4689907  
 ---
4689907    Average density (people/mi
: 2) in radial region 

119 206 518 1090 618 597 BRAIDWOOD-UFSAR 2.1-19 TABLE 2.1-3 (Cont'd)
PREDICTED 2000 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0    N 26127 29520198444 264664518755 520693 NNE 19241 156133288030 8046121268016 1271237 NE 5648 48379399855 16781252132007 2138034 ENE 1424 9137162464 270509443534 446108 E 1092 48688640 2487139471 40694 ESE 32184 4854610729 450695965 96350 SE 3985 68492704 986223400 23618 

SSE 2228 20565640 238712311 13133 

S 1370 16102746 22367962 8779 

SSW 871 13926585 205110899 12030       SW 5464 194816237 618229831 32520 

WSW 615 252721114 534529601 30380 

W 1114 24809565 3096244121 45252 

WNW 2360 1070818950 441236430 36814 

NW 12317 434214978 488136518 41383      NNW 2241 843336828 1593663438 68709 Sum for radial interval 118281 338928 1203509 3131541 4792259  4825734 Cummulative 

total to outer radius 

151756 490684

1694193 4825734

 ---
4825734 Average density (people/mi
: 2) in radial region 

126 216 547 1108 636 614 BRAIDWOOD-UFSAR 2.1-20 TABLE 2.1-3 (Cont'd)
PREDICTED 2010 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO  30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 26871 30361204093272197533522 535515   NNE 19788 1605772962288275141304107 1307420 NE 5809 4975641123617278492194650 2200849   ENE 1465 9397167114285085463061 465708 E 1123 500789482628241360 42618   ESE 33100 4992811049475898835 99231   SE 4098 704327811015024072 24296 SSE 2292 21145801245512662 13507   S 1409 1656282423008189 9029 SSW 896 14316772210911208 12371 SW 5619 200416699635830680 33446   WSW 632 259921715549730443 31244 W 1146 255098373184345376 46541 WNW 2427 1101319490453837468 37864   NW 12668 446515404501937556 42560 NNW 2304 8673378761638965242 70664   Sum for radial interval 121647 34857412378673230343 4938431 4972863   Cummulative total to Outer radius 

156079  504653 1742520 4972863 
 ---  4972863   A verage density (people/mi
: 2) in radial region 

129 222 563 1143 655 633 BRAIDWOOD-UFSAR 2.1-21 TABLE 2.1-3 (Cont'd)
PREDICTED 2020 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 27636 31225209902279945548708 550758   NNE 20352 1651473046598510671341225 1344634 NE 5974 5117242294117790992259186 2265561   ENE 1507 9665171899300466483537 486260 E 1155 514992672777343344 44637   ESE 34042 51349113795025101795 102201   SE 4215 724428601044724766 24995 SSE 2357 21755966252513023 13892   S 1449 1703290523658422 9286 SSW 921 14726965216911527 12724 SW 5779 206117175653931554 34398   WSW 650 267322333565431310 32135 W 1178 2623101173274946667 47865 WNW 2497 1132620044466738534 38942   NW 13028 459215843516238625 43771 NNW 2370 8920389541685667100 72675   Sum for radial interval 125110 35849612732093332508 5089323 5124734   Cummulative total to outer radius 

160521  51901717922265124734

 --- 5124734   Average density (people/mi
: 2) in radial region 

133 228 5791179

675 653 BRAIDWOOD-UFSAR 2.1-22 TABLE 2.1-4 RECREATIONAL FACILIT IES WITHIN 10 MI LES OF THE SITE I. STATE FACILITIES

FACILITY APPROXIMATE DISTANCE AND DIRECTION FROM THE SITE (mi)  

1976 TOTAL(1) ATTENDANCE 

ESTIMATED PEAK DAILY 

ATTENDANCE     Des Plaines Conservation Area 8 N 92,043 1,000(2)
Goose Lake Prairie State Park 9 NNW 60,728 462(3)
Kankakee River State Park 9 E 1,447,951 33,000(4)
Illinois and Michigan (Canal State Trail Channahon Park Access) 10 N 99,000 800-1,000 (5)  II. PRIVATE P ARKS AND CLUBS

FACILITY APPROXIMATE DISTANCE AND DIRECTION FROM THE SITE (mi)
TOTAL MEMBERSHIP, FAMILIES  ESTIMATED PEAK DAILY ATTENDANCE, PERSONS     Chicago Beagle 

Club (6) .5 SW 46 500     Braidwood Recreation Club (7) 2 NE 2,350 600     South Wilmington 

Sportsmens Club(8) 3 SSE 1,750 600 Area 1 Outdo or Club 3.5 N *
* Wilmington Recreation 

Area Club (6) 3.5 NNE 750 3,000
* Information not available.
BRAIDWOOD-UFSAR 2.1-23 TABLE 2.1-4 (Cont'd) 

FACILITY APPROXIMATE DISTANCE AND DIRECTION FROM THE SITE (mi)   TOTAL MEMBERSHIP, FAMILIES  ESTIMATED PEAK DAILY A TTENDANCE, PERSONS     Ponderosa Sportsmans 

Club (9) 4 S  207  15-25     South Wilmington 

Fireman Beach and Park 

Club (6)  

4 SSW 1,800 2,100 Will County Sportsmens 

Club(10) 4 NE  550  800     Fossil Rock Recreation 

Club 4.5 NNE  *
* CECo Employees Recreation 

Association, Inc.(11)  

5 NNW 500 1,000 Coal City Area Club(6) 5 NNW 1,600 4,500 Sun Recreation Club 5 S *
* Shannon Shores 6 S *
* Dresden Lakes Sports Club (Public)(6) 7 NNW
* 350     Rainbow Council Scout 

Reservation(12) 7 NW  6,000  1,000 Goose Lake Club(13) 7.5 NNW 736 500 

SOURCES  (1) "Land & Historic Sites Attendance," Il linois Department of Conservation, December 1976. 
 (2) Mr. D. Doyle, Des Plaines Conservation A rea, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977.
* Information not available.
BRAIDWOOD-UFSAR 2.1-24 TABLE 2.1-4(Cont'd) 
  (3) Mr. J. Nyhoff, Goose Lake Priare Sta te Park, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977. 

(4) Mrs. Classen, Kankakee River Sta te Park, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977. 

(5) Mr. B. Schwiesow, Ranger-I&M Canal Complex, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 23, 1977. 

(6) Preliminary Safety Analy sis Report, Brai dwood Station, Table 2.1-8, p. 2.1-23. 

(7) Ms. B. Chilman, Brai dwood Recreation Club, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 22, 1977. 

(8) Mr. J. Dvorak, S outh Wilmington Sportsmans Club, Telephone Conversation w ith J. M. Ruff, Cultural Resource Analyst, Sargent &
Lundy, March 23, 1977. 

(9) Mr. E. Woolwine, Secreta ry-Treasurer Ponderosa Sportsmans Club, Letter to J. M. Ruff, Cultural Resource Analyst, Sargent 
& Lundy, May 1, 1977. 
 (10) Ms. M. Burdick, Will County Sportsme n's Club, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977. 

(11) Mr. R. Errek, President, CECo Em ployees Recreation Association, Inc., Telephone Convers ation with M.
Tenner, Env. Affairs, CECo, March 25, 1977. 
 (12) Mr. J. Abert, Pr ogram Director, Boy Sc outs of America, Telephone Conversation w ith J. M. Ruff, Cultural Resource Analyst, Sargent &
Lundy, March 22, 1977. 
 (13) Ms. K. Tagliatti, Goose Lake Club, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, April 27, 1977.
BRAIDWOOD-UFSAR 2.1-25 REVISION 8 -
DECEMBER 2000 TABLE 2.1-5 INDUSTRIES WITHIN 10 MILES OF THE SITE NAME OF FIRM LOCATION EMPLOYMENT PRODUCTS     Bailey Printing & Publishing Coal City* 15 Commerci al and job printing Bowers-Siemon Chemicals Co. Coal City 30 Indust rial lubricants and chemicals for wire industry Coal City Ready Mix Coal City 8 Ready-mix Cement     DeMert & Dougherty I nc. Coal City 110-115 Aerosols, etc.
Brownie Special Products Co. Gardner** 50 Pizza crusts     Lindamood Sheet Metal Wilmington*** 6 Custom sheet metal ducts and fittings     Earl A Muser & C
: o. Wilmington under 5 Tools and dies Wilmington 300-350 Hygienic products 

Personal Products Co.
Division of Johnson &
Johnson 100 Production training  average enrollment 150 Exelon Generation Company Training Center Wilmington (RR 2, Essex 

Rd.)   trainees 

____________________ 

Source:  Commonwealth Ed ison Company (1982).
* Coal City is 3.5 mil es northwest of the station. 
 ** Gardner is 5.5 miles sou thwest of the station. 
*** Wilmington is 6.
0 miles northeast of the station.
BRAIDWOOD-UFSAR 2.1-26 TABLE 2.1-6 SCHOOLS WITHIN 10 MI LES OF THE SITE INSTITUTIONS DISTANCE AND DIRECTION FROM SITE GRADES ENROLLMENT 1981-1982 STAFF 1981-1982      Braidwood, Illinois Braidwood Elementary     

and Middle School 1.4 miles NNE K-8 712 37 Reed Custer High 1.4 miles NNE 9-12 365 23 

Braceville, Illinois Braceville Elementary 2.0 miles SW K-8 164 11 Coal City, Illinois Coal City Elementary 3.5 miles NW K-5 742 42 Coal City High 3.5 miles NW 9-12 471 32 Coal City Middle 3.5 miles NW 6-8 369 24 

Essex, Illinois          Essex Elementary 5.0 miles SSE 1-5 75 4      South Wilmington, Illinois          South Wilmington Consolidated Elementary 5.2 miles SSW K-8 114 7 

BRAIDWOOD-UFSAR 2.1-27 TABLE 2.1-6 (Cont'd)
INSTITUTIONS DISTANCE AND DIRECTION FROM SITE GRADES ENROLLMENT 1981-1982 STAFF 1981-1982      Gardner, Illinois          Gardner Elementary 5.3 miles SW K-8 256 13 Gardner-South Wilmington Township High School 5.3 miles SW 9-12 264 20 Custer Park, Illinois Custer Park Elementary 5.3 miles E K-8 172 13 Wilmington, Illinois Bruning Elementary 6.0 miles NE K-5 287 13 L. J. Stevens Middle 6.0 miles NE 6-8 390 24 Wilmington High 6.1 miles NE 9-12 556 35 St. Rose School a 6.2 miles NE 1-8 222 12 Booth Central Elementary 6.3 miles NE K-5 466 22  

____________________
Source:  Illinois State Board of Education (1982). 

a Source:  Florella (1982).4 

BRAIDWOOD-UFSAR 2.1-28 TABLE 2.1-7 1980 AND PROJECTED POPULATION DISTRIBUTION BETWEEN 0-10 MILES OF THE BRAIDWOOD SITE INCLUDING PEAK DAILY TRANSIENT POPULATION SECTOR DESIGNATION 1980  1990  2000  2010  2020       N 3,840 4,213 4,339 4,394 4,451  (1,439+2,401
*) (1,812+2,401*) (1,938+2,401*) (1,993+2,401*) (2,050+2,401*)       NNE 5,876 6,443 6,641 6,733 6,829  (2,456+3,420*) (3,023+3,420*) (3,221+3,420*) (3,313+3,420*) (3,409+3,420*)
NE 7,055 7,439 7,657 7,829 8,005  (5,425+1,630*) (5,809+1,630*) (6,027+1,630*) (6,199+1,630*) (6,375+1,630*)
ENE 2,331 2,482 2,574 2,647 2,723 26,090 26,176 26,223 26,258 26,293 E (1,090+25,000*) (1,176+25,000*) (1,223+25,000*) (1,258+25,000*) (1,293+25,000*)       ESE 321 365 385 396 406       SE 177 205 218 224 229 1,662 1,778 1,822 1,845 1,869 SSE (662+1,000*) (778+1,000*) (822+1,000*) (845+1,000*) (869+1,000*)
1,852 1,940 1,977 2,000 2,024 S (692+1,160*) (780+1,160*) (817+1,160*) (840+1,160*) (864+1,160*)
3,176 3,201 3,231 3,263 3,297 SSW (1,076+2,100*) (1,101+2,100*) (1,131+2,100*) (1,163+2,100*) (1,197+2,100*) 

 *Denotes transient population only.
BRAIDWOOD-UFSAR 2.1-29 TABLE 2.1-7 (Cont'd) 1980 AND PROJECTED POPULATION DISTRIBUTION BETWEEN 0-10 MILES OF THE BRAIDWOOD SITE INCLUDING PEAK DAILY TRANSIENT POPULATION SECTOR  DESIGNATION 1980  1990  2000  2010  2020        2,904 3,089 3,189 3,266 3,344 SW (2,404+500
*) (2,589+500*) (2,689+500*) (2,766+500*) (2,844+500*)       WSW 714 754 779 801 825       W 1,021 1,091 1,131 1,165 1,198       WNW 317 365 384 396 408        4,838 5,588 5,865 6,004 6,146 NW (3,838+1,000*) (4,588+1,000*) (4,865+1,000*) (5,004+1,000*) (5,146+1,000*)
15,725 17,057 17,477 17,628 17,781 NNW (3,519+12,206*) (4,851+12,206*) (5,271+12,206*) (5,422+12,206*) (5,575+12,206*)       Sum for 0-10 mile 77,899 82,186 83,892 84,849 85,828 interval (27,482+50,417*) (31,769+50,417*) (33,475+50,417*) (34,432+50,417*) (35,411+50,417*)       Average density      (persons/mi
: 2) in 248 262 267 270 273 0-10-mile interval       

 *Denotes transient population only.
BRAIDWOOD-UFSAR 2.1-30 TABLE 2.1-8 1980 AND PROJECTED POPUL ATION DISTRIBUTION WITHIN THE LPZ INCLUDING TR ANSIENT POPULATION SECTOR DESIGNATION 1980  1990  2000  2010  2020       N 68 88 94 96 100       NNE 113 146 156 161 165       NE 0 0 0 0 0       ENE 4 5 6 6 6       E 0 0 0 0 0       ESE 0 0 0 0 0       SE 0 0 0 0 0       SSE 0 0 0 0 0       S 0 0 0 0 0       SSW 0 0 0 0 0       SW 902 978 1,006 1,020 1,035  (402 + 500
*) (478 + 500*) (506 + 500*) (520 + 500*) (535 + 500*)

 *Denotes transient popul ation only.  (See NOTE)
BRAIDWOOD-UFSAR 2.1-31 TABLE 2.1-8 (Cont'd) 1980 AND PROJECTED POPUL ATION DISTRIBUTION WITHIN THE LPZ INCLUDING TR ANSIENT POPULATION SECTOR DESIGNATION 1980  1990  2000  2010  2020       WSW 98 112 119 123 126       W 0 0 0 0 0       WNW 8 8 8 9 9       NW 4 5 6 6 6       NNW 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      (persons/mi
: 2)      in LPZ 303 342 355 362 368 

 *Denotes transient popul ation only.  (See NOTE)
NOTE: 

P. Zidich, Co-Presid ent Chicago Beagle Club, Telephone Conversat ion with B. Barickman, Commonwealth Edison, October 28, 1982.
BRAIDWOOD-UFSAR 2.1-32 TABLE 2.1-9 POPULATION CENTERS WITHIN 50 MILES OF THE SITE (1980)
POPULATION
* CENTER  COUNTY 1980 POPULATION 2020 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 Lawn 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.) 25,935 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 Naperville DuPage and Will 42,330 65,976 Berwyn Cook 46,849 44,418 Cicero Cook 61,232 59,853 

 *A population center is defined as an urban area having 25,000 or more persons.
BRAIDWOOD-UFSAR 2.1-33 REVISION 1 - DECEMBER 1989 TABLE 2.1-10 URBAN CENTERS WITHIN 30 MILES OF THE SITE (1980)   

URBAN CENTER
* COUNTY DISTANCE AND DIRECTION 

FROM SITE 1980 POPULATION 2020 POPULATION     Coal City Grundy 3.5 miles NW 3,028 3,898 Wilmington Will 6.0 miles NE 4,424 5,032 Morris Grundy 13 miles NW 8,833 9,954 Dwight Livingston14 miles SW 4,146 4,905 Bourbonnais Kankakee 19 miles ESE 13,280 18,776 Bradley Kankakee 20 miles ESE 11,008 15,564 Joliet Will 20 miles NNE 77,956 82,501 Kankakee Kankakee 20 miles ESE 30,141 31,065 Manteno Kankakee 20 miles E 3,155 1,077 Crest Hill Will 22 miles NNE 9,252 10,907 New Lenox Will 23 miles NE 5,792 8,916 Lockport Will 26 miles NNE 9,017 10,188 Plainfield Will 25 miles N 4,485 6,160 Romeoville Will 28 miles NNE 15,519 23,172 Momence Kankakee 30 miles E 3,297 4,001 Marseilles La Salle 25 miles WNW 4,766 5,659 Channahon Will 13 miles N 3,734 5,791 Frankfort Will 26 miles NE 4,357 7,374 Mokena Will 26 miles NE 4,578 7,748 Peotone Will 23 miles ENE 2,832 3,507 Shorewood Will 20 miles N 4,714 7,556 Braidwood Will 1.3 miles N 3,429 5,026 

 *An urban center is defined as an incorporated or an unincorporated place with a population of over 2500 according to the 1980 census.
BRAIDWOOD-UFSAR 2.1-34 TABLE 2.1-11 AVERAGE NUMBER OF PE OPLE PER HOUSEHOLD IN TOWNSHIPS WIT HIN 10 MILES OF SITE COUNTIES (TOWNSHIPS)
AVERAGE NO.
OF PEOPLE PER HOUSEHOLD
* Will County Channahon 2.7 Custer 3.1 

Florence 3.6 

Reed 2.0 Wesley 3.5 

Wilmington 2.0 

Grundy County Braceville 2.8 

Felix 3.2 

Garfield 3.4 

Goodfarm 2.9 Goose Lake 3.8 

Greenfield 2.6 

Maine 3.3 

Mazon 2.7 Wauponsee 3.1 Kankakee County Essex 2.7 

Norton 2.9 

Salina 3.1 

 *Numbers based on U.S.
Census Bureau's 1980 population statistics and the number of hous ing units in the unincorporated areas of each township.  

BRAIDWOOD-UFSAR 2.3-45 REVISION 9 - DECEMBER 2002 TABLE 2.3-1 CLIMATOLOGICAL DATA FROM WEATHER STATIONS SURROUNDING THE BRAIDWOOD SITE*
STATION PARAMETER PEORIA CHICAGO (MIDWAY) ARGONNE     Temperature (&deg;F)
Annual average 50.8 50.6 47.7 Maximum 102 (July 1966) 104 (June 1953) 101 (July 1956)
Minimum -20 (January 1963) -16 (January 1966) -20 (January 1963)
Degree-days 6098 6127 6911 Relative Humidity (%)

Annual average at:         6 a.m.
83 76 87     12 noon 62 59 62 Wind    

Annual average speed (mph) 10.3 10.4 7.6** Prevailing direction S W SW Fastest mile:        Speed (mph) 75 (July 1953) 60 (November 1952) 64*** (July 1957)     Direction NW SW +
Precipitation (inches)

Annual average 35.06 34.44 31.49 Monthly maximum 13.09 (September 1961) 14.71 (September 1961) 13.17 (September 1961) Monthly minimum  0.03 (October 1964)  0.02 (October 1964)  0.03 (January 1961) 24-hour maximum  5.06 (April 1950)  6.24 (July 1957)  6.54 (+)
BRAIDWOOD-UFSAR 2.3-46 TABLE 2.3-1 (Cont'd)
STATION PARAMETER PEORIA CHICAGO (MIDWAY) ARGONNE     Snowfall (inches)
Annual average 23.4 40.4 + Monthly maximum 18.9 (December 1973) 33.3 (December 1951) 
+ Monthly minimum 10.2 (December 1973) 19.8 (January 1967) 
+
Mean Annual (Number of Days)

Precipitation > 0.1 inch 111 123 110 Snow, sleet, hail > 1.0 inch 8 12 + Thunderstorms 49 40 + Heavy fog 21 13 + Maximum temperature > 90
&deg;F 17 21 + Minimum temperature > 32
&deg;F 132 119 + 

____________________
* The data presented in this table are based upon References 2, 3, and 4. For the Peoria Midway data, the periods of record used for these statistics range from 7 to 37 years in length within the time period 1940 to 1976. The period for the Argonne data is the 15-year period 1950 to 1964.  ** Wind at 19-foot tower level. 
*** Peak gust wind at 19-foot level. 
  + Data are not recorded. 

BRAIDWOOD-UFSAR 2.3-47 Table 2.3-2 MEASURES OF GLAZING IN VARIO US SEVERE WI NTER STORMS FOR THE STATE OF ILLINOIS
* WEIGHT OF RADIAL RATIO OF ICE (oz)
THICKNESS ICE WEIGHT ON 1 FOOT OF OF ICE TO WEIGHT STANDARD ON WIRE OF 0.25- (#12)  STATE STORM DATE (in.) in. TWIG WIRE CITY SECTION       2-4 February 1883 - - 11 Springfield WSW 20 March 1912 0.5 - - Decatur C 21 February 1913 2.0 - - La Salle NE 11-12 March 1923 1.6 - 12 Marengo NE 17-19 December 1924 1.2 15:1 8 Springfield WSW 22-23 January 1927 1.1 - 2 Cairo SE 31 March 1929 0.5 - - Moline NW 7-8 January 1930 1.2 - - Carlinville WSW 1-2 March 1932 0.5 - - Galena NW 7-8 January 1937 1.5 - - Quincy W 31 December 1947 -
1 January 1948 1.0 - 72 Chicago NE 10 January 1949 0.8 - - Macomb W 8 December 1956 0.5 - - Alton WSW 20-22 January 1959 0.7 12:1 - Urbana E 26-27 January 1967 1.7 17:1 40 Urbana E 

 *Based on Reference 15.
BRAIDWOOD-UFSAR 2.3-48 TABLE 2.3-3 WIND-GLAZE THICKNESS RELATIONS FOR FIVE PERIODS OF GREATEST SPEED AND GREATE ST THICKNESS
* FIVE PERIODS WHEN FIVE FIVE PERIODS WHEN FIVE FASTEST 5-MINUTE SPEEDS GREA TEST ICE THICKNESSES  WERE REGISTERED WERE MEASURED       SPEED ICE THICKNESS ICE THICKNESS SPEED RANK (mph) (in.) (in.) (mph)      1 50 0.19 2.87 30      2 46 0.79 1.71 18      3 45 0.26 1.50 21      4 40 0.30 1.10 28      5 35 0.78 1.00 18 

 *From data collected throughout the United States during the period 1926-1937. B ased on Reference 15.
BRAIDWOOD-UFSAR 2.3-49 TABLE 2.3-4 ANNUAL WIND ROSE DATA FOR THE 30-FOOT LEVELS AT THE BRAIDWOOD SITE (1974-1976)
* 30-FOOT LEVEL                   Speed (mps) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTALCalm                 2.250.26 - 1.50 .47 .51 .62 1.28 1.45 1.14 .87 .70 .60 .63 .54 .53 .61 .65 .74 .51 11.841.51 - 3.00 1.23 1.09 1.26 1.73 1.69 1.50 2.00 1.74 1.86 1.97 1.80 1.83 1.54 1.59 1.38 1.41 25.64 3.01 - 7.00 2.86 2.64 2.60 1.33 .95 1.18 2.46 3.27 5.54 5.80 4.12 3.14 3.01 3.62 3.63 3.17 49.32GT. 7.00 .36 .47 .24 .03 .02 .05 .18 .71 2.32 2.26 1.01 .63 .73 .87 .54 .53 10.95Totals 4.94 4.72 4.74 4.38 4.13 3.88 5.54 6.43 10.34 10.66 7.47 6.14 5.91 6.75 6.32 5.63 100.00 199-FOOT LEVEL                   Speed (mps) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTALCalm                 .250.26 - 1.50 .11 .13 .14 .10 .13 .09 .09 .10 .10 .12 .12 .11 .15 .11 .17 .12 1.90 1.51 - 3.00 .54 .49 .48 .54 .51 .34 .41 .41 .39 .42 .40 .40 .49 .53 .62 .55 7.53 3.01 - 7.00 3.12 2.65 2.75 3.12 3.06 2.35 2.76 2.52 3.22 3.64 3.39 3.21 3.70 3.69 3.62 3.72 50.50 GT. 7.00 1.24 1.21 1.40 .58 .66 1.31 1.76 2.17 4.66 6.09 4.42 2.91 2.76 3.27 3.22 2.16 39.81Totals 5.00 4.50 4.78 4.34 4.37 4.10 5.02 5.21 8.37 10.27 8.32 6.63 7.11 7.59 7.63 6.55 100.00

 *Values in % of total observations BRAIDWOOD-UFSAR 2.3-50 TABLE 2.3-5 PERSISTENCE OF WIND DIRECTION AT THE 30-FOOT LEVEL OF THE BRAIDWOOD SITE (1974-1976)
* PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW                   1-3 157 503 481 476 466 493 478 587 677 770 827 785 998 743 702 648 570                   4-6 22 56 60 59 57 47 33 62 65 137 123 88 71 60 82 87 86                   7-9 10 16 16 9 10 6 10 15 20 52 46 24 19 13 17 12 18                   10-12 2 3 5 4 3 2 1 3 4 11 17 4 4 0 5 7 4                   13-15 1 1 2 3 0 0 0 2 0 7 5 1 1 1 2 3 3                   16-18 0 0 0 0 0 0 0 2 0 2 3 0 0 1 1 1 1                   19-21 0 0 0 2 0 0 0 0 1 2 0 0 0 1 1 0 0                   22-24 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 1                   25-27 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0                   28-30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   31-33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   34-39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   40-45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   >45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 

 *Values tabulated in number of occurrences.
BRAIDWOOD-UFSAR 2.3-51 TABLE 2.3-6 PERSISTENCE OF WIND DIRECTION AT THE 199-FOOT LEVEL OF THE BRAIDWOOD SITE (1974-1976)
* PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW                   1-3 32 466 462 444 415 423 420 437 511 627 714 739 668 701 732 672 563                   4-6 1 58 48 52 60 50 47 53 67 110 148 93 77 94 84 82 82                   7-9 0 24 12 16 16 19 14 25 19 31 39 30 18 22 19 21 30                   10-12 0 5 5 7 6 4 4 6 3 7 21 13 6 8 12 16 10                   13-15 0 3 1 4 0 0 1 8 4 7 4 6 2 0 1 3 5                   16-18 0 0 2 0 0 0 0 0 0 5 6 1 1 0 0 1 1                   19-21 0 1 1 0 0 0 0 0 0 1 2 0 0 0 1 1 0                   22-24 0 0 0 0 1 0 0 0 0 2 0 0 0 0 0 1 0                   25-27 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0                   28-30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   31-33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0                   34-39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1                   45-45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   >45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 

 *Values tabulated in number of occurrences.
BRAIDWOOD-UFSAR 2.3-52 TABLE 2.3-7 PERSISTENCE AND FREQUENCY OF WIND DIRECTION AT PEORIA (1966-1975)
* PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW                   3 469 747 578 607 620 680 596 770 1026 1132 947 894 829 845 931 834 694                   6 142 230 91 147 192 195 111 200 264 445 157 161 166 268 257 229 152                   9 49 95 28 51 73 59 44 59 93 249 48 40 47 99 93 84 45                   12 29 37 10 17 25 32 7 23 34 134 17 7 9 51 48 21 14                   15 4 21 3 7 5 12 2 8 9 84 3 2 5 24 21 10 11                   18 0 6 1 0 6 3 2 3 1 48 1 1 0 13 13 2 1                   21 0 6 0 0 4 5 0 2 2 37 0 2 0 4 8 4 0                   24 0 2 0 2 1 2 0 0 0 21 0 0 1 3 2 0 0                   27 0 2 0 0 0 0 0 0 0 20 0 1 0 2 0 1 0                   30 0 0 0 0 0 1 0 0 0 9 0 0 0 3 2 1 0                   33 0 0 0 0 0 0 1 0 0 5 0 0 0 1 0 0 0                   36 - 39 0 0 0 0 0 0 0 0 0 12 0 0 0 0 3 0 0                   42 - 45 0 0 0 0 0 1 0 0 0 5 0 0 0 0 0 0 0                   45 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 TOTAL HOURS 3.55 6.4 3.1 4.0 4.9 5.3 3.4 5.2 7.0 17.3 5.1 4.8 4.7 7.5 7.6 6.0 4.3 (In %)                  

 *Values tabulated in number of occurrences. Number of occurrences are based on observations made once every 3 hours, and each observation is assumed to persist for 3 hours.
BRAIDWOOD-UFSAR TABLE 2.3-8 PERSISTENCE OF WIND DIRECTIO N FOR THE 19 - AND 150 - FOOT LEVELS AT ARGONNE (1950-1964)
 (Number of Occurrences) 2.3-53 19 - FOOT LEVEL HOURS OF                DIRECTION (36 POINTS)                  PERSISTENCE CALM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 MISSING19-FT 1 924 1961 1868 1772 1829 1913 1955 1868 1789 1900 1929 19651989197019291989216023192308241324022359251926662810257726262448244024412331 2240 2180 2069 1941 2078 2140438LEVEL 2 310 814 720 676 756 781 762 731 713 762 822 79078276780287290491695090192010751094116611821097105810281019973906 913 889 864 851 828 83393 3 130 419 388 397 425 467 409 389 401 408 431 438438430435461496506499522483543565651688630628613599538494 487 481 501 489 411 40943 4 51 261 248 238 252 303 248 251 279 260 240 251258246278308314309313316338405440463460435388391346353317 343 333 324 281 244 27620 5 24 216 192 178 190 213 200 182 178 202 107 178160203163181208222227252290281311331337310296250251256219 255 215 188 194 185 1667 6 26 162 139 133 154 157 138 134 146 152 148 119107117146146161181184201191229244250241238206204186182175 158 167 169 130 133 1415 7 13 111 100 116 135 118 109 105 100 95 86 9271869094108115131149155144169196202173159158158132130 125 131 110 103 92 940 8 9 100 99 85 98 89 96 95 94 81 69 56445975699285123128125143147165123141139123114124106 118 117 101 87 85 920 9 4 89 75 87 79 87 68 65 68 58 52 2937475959537272959212813811912211410773897576 76 66 75 70 67 692 10 1 70 73 73 58 65 64 44 47 36 29 2931433246476668868110011280981038175967069 83 67 62 65 70 510 11 1 49 58 59 49 54 48 45 38 20 34 2324264136436042788583919167616463656762 52 47 48 39 51 451 12 2 43 56 45 48 38 33 39 39 25 15 1615242125243650506875716854666247664346 42 40 46 31 38 490 13 0 33 46 48 34 34 28 27 26 17 14 1410171421242035447352664337444551483046 35 36 34 25 25 252 14 0 20 29 26 36 38 34 21 22 7 8 168141713242339514663384642324034363934 40 32 24 19 20 212 15 0 17 25 29 25 24 20 25 15 10 7 78689181917354051533832413128373231 29 29 25 24 31 181 16 0 22 20 21 21 22 12 12 10 3 13 129685152125394646352225312629272922 25 23 16 27 20 180 17 0 16 22 30 21 24 13 12 9 8 4 310875101417293328373924262116232318 22 17 18 18 16 130 18 0 22 29 16 14 19 12 10 3 3 6 9325471224243229332720212426203019 15 14 10 18 18 90 19 0 16 16 18 21 12 12 5 11 5 4 424164810163423302023201517171912 8 6 9 7 16 110 20 0 1 14 13 9 7 10 11 7 3 3 31113538102126212127613131117198 13 11 6 12 10 131 21-25 0 36 40 45 40 29 18 28 18 15 10 91217116122941627279716241415457565335 28 34 20 23 14 201 26-30 0 16 20 13 20 13 13 11 11 7 4 312633814362742303223232823282618 18 20 17 28 24 91 31-35 0 7 6 11 15 11 4 5 5 2 2 11211144203927161711181213799 10 7 6 6 5 51 36-40 0 6 5 4 5 4 1 5 6 1 0 0100001471310207291351142 6 5 1 5 3 40 41-45 0 2 3 4 5 6 4 3 2 1 0 00110004913111053458373 4 4 5 3 1 23 >46 0 3 1 3 6 4 2 5 1 1 0 000000091198744367223 3 1 1 1 2 13MAXIMUM                   PERSISTENCE   12 89 50 63 64 62 55 61 64 59 35 3136454533314052657775929567606977685853 75 92 91 56 79 53370                   150 - FOOT LEVEL HOURS OF            DIRECTION (36 POINTS)       PERSISTENCE CALM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 MISSING150-FT 1 413 1650 1577 1496 1512 1596 1600 1528 1441 1414 1522 15232545146614851577166818571851185918581955198121162254215921502114212520942039 1953 1833 1780 1713 1708 1756338LEVEL 2 81 722 654 609 638 699 679 639 590 647 641 641676702680734764808820810828909959954104410381034949925969854 819 789 742 753 717 75148 3 37 376 370 348 362 419 427 401 374 368 376 411433408386437458484458480467483550634660616581590558510510 490 466 447 399 391 39120 4 10 252 267 250 236 261 248 241 259 286 281 247262282277293296340338337360419390418428399401350324324338 306 302 302 268 266 24812 5 1 183 191 174 156 170 196 191 166 189 202 199168179192199214208235253274266312324315326258246239231233 238 214 211 210 175 1528 6 4 151 132 127 135 144 142 136 149 132 135 135134145164152165187204195183222251229263228218224208191185 149 184 166 142 114 9712 7 0 113 104 97 112 102 103 108 119 111 109 97948793103150137150152161150190173174175194143139134120 124 116 123 98 80 912 8 0 91 98 90 66 87 99 104 103 85 85 7670687079109119114139119151152170132131141122127107103 99 102 100 85 76 821 9 1 67 81 74 68 73 80 79 68 73 52 684362676775769710510313311610413611911491909581 70 83 81 71 82 713 10 0 55 62 73 67 54 55 56 65 55 62 4220554471687378919690103112801127472767556 72 55 64 65 56 541 11 0 42 51 59 44 45 42 56 48 35 52 38213253375069618171871159569797757615969 67 67 48 51 48 562 12 0 50 39 43 49 42 45 43 37 30 34 2725223125385261637870738768685844645353 48 41 46 53 40 401 13 0 25 27 35 29 39 34 26 20 22 20 2127181922342748655958645546415044443836 33 44 36 33 27 280 14 0 34 31 28 32 40 27 30 30 25 16 2213201517254035455256635736323646363038 35 21 30 28 21 255 15 0 21 25 25 28 27 22 19 22 19 7 1314161713253738345470573533353129283229 29 23 14 18 25 250 16 0 21 15 13 26 21 26 14 13 11 13 7139166163126585555493524293121272726 30 23 25 29 31 120 17 0 18 24 22 24 27 10 16 16 8 7 7971014172522364834343223282727272924 15 19 22 18 22 51 18 0 13 17 14 20 19 15 9 7 10 6 76668132125333829263623171315182419 17 14 12 13 14 151 19 0 12 11 17 18 18 12 19 10 8 6 3257981924274024222615212112141911 17 18 8 11 14 141 20 0 9 12 16 21 11 6 9 12 8 5 81459111417202425222020141211181311 13 11 8 6 4 70 21-25 0 41 49 37 53 35 24 29 25 12 13 1115222226334362889179847553473752515131 41 28 25 31 40 364 26-30 0 14 19 22 25 21 10 10 13 10 13 73698161938384249513422162725252317 15 19 16 22 20 123 31-35 0 9 6 7 12 5 5 9 9 2 3 1322339183644321418201414131395 16 10 3 5 7 80 36-40 0 5 5 4 3 4 4 2 6 8 1 002102591422231410410810567 10 5 5 4 6 32 41-48 0 4 3 4 6 7 4 4 4 0 1 0003113516171112127513763 4 6 2 5 1 25 >48 0 5 1 3 2 4 2 4 2 1 0 001000351521221861862740 4 4 3 1 2 15                   MAXIMUM                   PERSISTENCE  9 90 50 62 64 60 50 65 69 67 47 33335247474764598190869695567369587710148 57 91 90 52 57 5596 BRAIDWOOD-UFSAR 2.3-54 TABLE 2.3-9 A COMPARISON OF SHORT-TERM T EMPERATURE DATA AT BRAIDWOOD (1974-1976), PE ORIA (1973-1975), AND DRESDEN NUCLEAR POWER ST ATION (1974-1976)
* AVERAGE MAXIMUM MINIMUM NORTH BRAIDWOOD PEORIADRESDENBRAIDWOODPEORIA DRESDENBRAIDWOODPEORIADRESDEN          January 24.1 26.2 23.7 59.0 59 58.9 -11.6 14.5 

February 30.8 31.7 30.5 67.9 59 69.8 -9.7 7.8           March 38.5 39.9 38.5 75.8 78 75.6 6.8 6 6.0 

April 49.3 49.8 49.1 82.4 82 83.2 21.2 17 16.6 

May 59.9 59.9 59.5 94.5 92 93.2 32.0 34 34.4 

June 69.7 69.4 69.6 93.4 94 91.0 46.4 47 49.1 

July 74.1 74.3 73.6 96.4 97 95.0 43.2 48 49.8           August 71.7 72.5 71.1 92.7 94 92.8 51.6 51 51.5 

September 60.9 61.7 69.9 88.9 90 88.7 33.8 31 34.8 

October 52.1 54.5 51.9 86.9 85 84.8 24.4 27 23.4 

November 38.6 41.7 39.7 70.3 73 72.6 1.5 15 0.9 

December 27.2 28.9 27.3 65.2 66 66.9 -13.0 12.8 Year 49.7 50.7 49.6 96.4 97 95.0 -13.0 14.5 

 *Values in 
&deg;F BRAIDWOOD-UFSAR 2.3-55 TABLE 2.3-10 A COMPARISON OF SHORT-TERM T EMPERATURE DATA AT BRAIDWOOD (1974-1976), WI TH LONG-TERM TEMPERATURE DATA AT PEORIA (1966-1975) AND ARGONNE (1950-1964)
* AVERAGE MAXIMUM MINIMUM MONTH BRAIDWOOD PEORIAARGONNEBRAIDWOODPEORIA ARGONNEBRAIDWOODPEORIAARGONNE          January 24.1 22.6 21 59.0 66 65 -11.6 20 

February 30.8 27.0 26 67.9 70 67 -9.7 16 March 38.5 38.1 33 75.8 81 79 6.8 6 -9 April 49.3 50.2 47 82.4 87 84 25.2 17 14 

May 59.9 59.4 58 94.5 92 90 32.0 25 27 

June 69.7 70.0 68 93.4 100 96 46.4 40 34 

July 74.1 73.6 71 96.4 102 101 43.2 47 45 

August 71.7 71.2 70 92.7 94 96 51.6 44 41           September 60.9 63.3 63 88.9 93 96 33.8 31 32 

October 52.1 53.1 53 86.9 87 89 24.4 19 16 

November 38.6 40.0 37 70.3 75 77 1.5 7 -2 

December 27.2 28.9 25 65.2 71 62 -13.0 18 

Year 49.7 49.8 47.7 96.4 102 101 -13.0 20
* Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-56 TABLE 2.3-11 AVERAGE DAILY MAXIMUM AND MINIMUM TEMPERATURE AT PEORIA, ILLIN OIS  (1966-1975)
* AVERAGE DAILY AVERAGE DAILY  MONTH MAXIMUM MAXIMUM RANGE    January 29.7 16.2 13.5 February 34.2 20.3 13.9

March 46.4 30.4 15.9

April 59.7 41.2 18.5

May 68.7 50.4 18.5   June 79.5 60.6 18.9

July 82.8 64.9 17.9

August 80.2 62.6 17.6

September 73.2 54.5 18.7

October 63.0 44.1 18.9 November 46.6 33.3 13.3 December 34.5 23.5 11.0

Year 58.3 41.9 16.4

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-57 TABLE 2.3-12 RELATIVE HUMIDITY DATA FOR T HE 35-FOOT LEVEL AT DRESDEN (1975-1976)
* MONTH AVERAGE MAXIMUM MINIMUM     January 82.0 100.0 45.9 

February 76.5 100.0 33.3 

March 71.9 100.0 31.3 

April 64.5 98.8 17.7 

May 66.2 100.0 19.6 June 68.1 100.0 24.6 July 70.1 100.0 28.7 

August 71.9 100.0 20.6 

September 68.9 100.0 22.0 

October 66.4 100.0 19.4 

November 68.9 100.0 27.3     December 78.8 100.0 39.8 

Year 71.2 100.0 17.7 

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-58 TABLE 2.3-13 RELATIVE HUMIDITY DATA FOR PEORIA (1966-1975) AND ARGONNE (1950-1964)
* PEORIA    AVERAGE AVERAGE    AVERAGE DAILY DAILY ABSOLUTE ABSOLUTE MONTH PEORIA ARGONNE MAXI MUM MINIMUM MAXIMUM MINIMUM January 73.9 81.8 83.8 62.7 100 26 February 71.4 79.9 82.1 58.3 100 17 

March 69.2 75.6 83.9 53.2 100 14 

April 64.2 69.5 80.9 48.0 100 14 

May 67.0 68.7 85.0 48.9 100 18        June 67.9 71.5 84.5 50.6 100 27 

July 70.1 73.8 86.0 52.5 100 29 

August 73.3 76.9 88.9 55.1 100 31 

September 72.5 72.7 88.5 52.8 100 21 

October 69.6 71.1 85.8 50.5 100 14 November 74.7 75.3 86.2 60.4 100 20 December 79.7 81.9 88.5 68.9 100 26 

Year 71.2 74.9 85.4 55.2 100 14 

 *Values in %.
BRAIDWOOD-UFSAR 2.3-59 TABLE 2.3-14 DEW-POINT TEMPERATUR ES FOR THE 35-FOOT LEVEL AT DRESDEN (1975-1976)
* MONTH AVERAGE MAXIMUM MINIMUM     January 18.9 57.0 -11.6 

February 22.7 46.8 -9.7 

March 29.8 60.5 4.4 

April 36.1 65.0 9.3 

May 47.7 69.8 25.9 June 59.0 75.5 37.6 July 62.2 77.1 44.7 

August 61.3 75.5 39.3 

September 49.6 71.4 23.6 

October 38.9 62.9 16.9 

November 29.1 60.8 - 1.5     December 19.6 57.4 -13.7 

Year 39.5 77.1 -13.7 

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-60 TABLE 2.3-15 DEW-POINT TEMPERATURES FOR PEORIA (1966-1975) AND ARGONNE (1950-1964)
* PEORIA    AVERAGE AVERAGE    AVERAGE DAILY DAILY   MONTH PEORIA ARGONNE MAXI MUM MINIMUM MAXIMUM MINIMUM January 15.8 16.5 22.8 9.5 59 -27 February 19.0 19.8 25.0 13.1 54 -24 

March 28.4 25.3 33.8 23.2 61 -11 

April 37.8 36.0 43.2 32.5 70 10 

May 47.3 46.0 52.0 42.3 72 16        June 57.9 56.3 62.1 53.4 79 28 

July 62.4 60.7 65.8 58.6 79 41 

August 61.5 60.5 64.9 57.7 77 37 

September 53.6 52.3 57.7 49.1 72 25 

October 42.6 41.8 47.5 37.6 66 18 November 32.0 29.3 36.7 27.5 61 0 December 23.5 19.5 28.4 18.5 57 -24 

Year 40.3 38.7 45.1 35.4 79 -27 

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-61 TABLE 2.3-16 A COMPARISON OF SHORT-TERM PRECIPITATION TOTALS (WATER EQUIVALENT)
AT THE BRAIDWOOD SIT E (1974-1976) AND PEORIA (1974-1976)
  (Values in inches) 

1974 1975 1976 MONTH BRAIDWOOD PEORIA BRAIDW OOD PEORIA BRAIDWOOD PEORIA January 2.76 3.09 2.83
* 2.59 0.44* 0.78        February 1.62 1.65 1.64 2.85 2.54 2.56 March 2.31 2.69 1.93 1.73 3.06 4.25 

April 3.51 4.11 3.61* 3.92 2.50 4.86 

May 6.61 6.26 3.68 5.19 4.38 5.11 

June 4.83 11.69 2.09* 3.90 2.78 2.92 July 1.30 2.63 1.43 4.26 2.34* 2.98 August 0.48 0.81 2.51 5.62 0.07 2.30 

September 0.15 1.45 0.02 2.74 2.29 1.78 

October 1.47* 2.07 1.24 3.63 1.00 2.48 

November 4.23* 4.13 1.76 2.75 0.99 0.83 

December 1.14 1.93 2.29 2.04 0.53 0.38 

 *Data not considered reliable due to missing hours of measurement.
BRAIDWOOD-UFSAR 2.3-62 TABLE 2.3-17 PRECIPITATION (WATER EQU IVALENT) AVERAGES AND EXTREMES AT PEORIA (1966-1975) AND ARG ONNE (1950-1964)
* AVERAGE MAXIMUM MINIMUM MONTH PEORIA ARGONNE PEOR IA ARGONNE PEORIA ARGONNE January 1.55 1.42 3.09 3.52 0.56 0.03 

February 1.43 1.33 2.85 2.24 0.56 0.10 March 2.28 2.19 6.95 3.85 0.93 0.23 April 3.92 3.60 7.18 5.37 0.71 1.82 

May 3.83 3.08 6.26 5.55 1.30 0.13 

June 4.83 3.73 11.69 7.39 0.98 1.03 

July 4.64 4.32 6.04 7.05 2.63 1.29 August 2.64 3.43 5.62 6.26 0.81 1.25 September 4.55 2.81 11.49 13.17 1.45 0.86 

October 3.31 2.59 5.67 13.03 0.58 0.24 

November 2.18 1.72 4.13 3.53 0.79 0.86 

December 2.64 1.26 4.96 2.51 1.13 0.35 

Year 37.80 31.49 50.22 43.07 26.38 19.78 

 *Values in inches.
BRAIDWOOD-UFSAR 2.3-63 TABLE 2.3-18 JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION AND PRECIPITATION OCCURRENCE FOR PEORIA (1966-1975)
* WIND DIRECTION MONTH CLAIM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL                   January 0.2 2.1 0.7 0.7 1.0 0.8 0.6 1.3 1.3 1.9 0.5 0.6 0.8 1.5 0.6 0.8 1.2 16.8 

February 0.1 2.1 0.7 0.9 1.4 1.0 0.3 1.0 0.8 1.4 0.5 0.5 0.6 0.8 1.7 1.3 1.1 15.9 

March 0.1 1.5 0.9 0.9 1.7 1.7 0.4 0.7 0.8 0.8 0.4 0.8 0.5 1.0 1.5 1.0 1.2 15.8 

April 0.0 0.6 0.4 0.6 0.7 1.3 1.2 0.8 0.8 2.0 0.2 0.3 0.6 0.6 0.6 0.6 0.8 12.2 

May 0.1 0.4 0.3 0.7 1.0 1.0 0.5 0.7 0.9 1.5 0.5 0.6 0.5 0.6 0.6 0.5 0.2 10.5 June 0.0 0.4 0.3 0.5 0.3 0.4 0.3 0.3 0.4 1.4 0.4 0.6 0.3 0.3 0.4 0.3 0.1 6.7 July 0.2 0.4 0.2 0.3 0.6 0.3 0.1 0.2 0.3 0.8 0.3 0.2 0.3 0.2 0.2 0.2 0.2 4.9 

August 0.1 0.4 0.2 0.3 0.3 0.4 0.3 0.2 0.4 1.2 0.2 0.2 0.2 0.2 0.2 0.3 0.2 5.4 

September 0.2 0.7 0.9 0.8 0.5 0.5 0.5 0.3 0.8 1.4 0.3 0.6 0.1 0.5 0.2 0.2 0.5 8.9 

October 0.1 0.5 0.3 0.5 0.5 0.8 0.5 0.5 1.2 1.4 0.6 0.4 0.2 0.8 0.4 0.3 0.7 9.7 

November 0.1 1.6 0.6 0.9 1.1 0.5 0.4 0.6 0.7 2.1 0.5 0.4 0.8 1.5 0.8 1.4 0.8 14.7 

December 0.5 1.7 1.1 0.9 1.4 2.1 1.1 1.1 2.1 2.7 0.9 0.7 1.1 1.7 1.5 1.2 1.4 23.1 

Year 0.2 1.0 0.5 0.7 0.9 0.9 0.5 0.7 0.9 1.6 0.4 0.5 0.5 0.8 0.7 0.7 0.7 12.0 

 *Frequency of joint occurrence in %. Frequencies of joint occurrences are based on observations made once every 3 hours.
BRAIDWOOD-UFSAR 2.3-64 TABLE 2.3-19 MAXIMUM PRECIPITATION (WATER EQUIVALENT) FOR S PECIFIED TIME INTERVALS AT ARGONNE (1950-1964) AND FOR 24 H OURS AT PEORIA (1966-1975)
* TIME INTERVAL (hr)            ARGONNE PEORIA Month 1 2 3 6 12 36 48 24          January 0.44 0.63 0.88 1.16 2.04 2.69 2.69 1.47 February 0.32 0.58 0.76 0.95 1.00 1.07 1.07 1.74 March 0.52 0.68 0.86 1.15 1.43 2.40 2.40 1.83 April 1.18 1.34 1.70 2.50 3.00 3.35 3.35 2.78 May 1.12 1.26 1.36 1.56 2.29 3.40 3.43 2.43 June 2.20 3.28 4.00 4.22 4.23 4.23 4.25 4.44 July 1.40 2.00 2.12 2.76 2.90 3.49 3.49 3.29 August 1.92 2.32 2.34 2.40 2.78 2.79 2.79 2.17 September 1.04 1.44 1.82 2.39 2.56 4.66 4.92 3.30 October 1.40 2.44 2.79 3.63 4.98 8.10 8.62 3.70 November 0.42 0.62 0.75 0.97 1.67 1.90 1.95 1.80 December 0.36 0.48 0.56 0.65 0.90 1.29 1.33 1.75 Year 2.20 3.28 4.00 4.22 4.98 8.10 8.62 4.44 

 *Tabulated values in inches.
BRAIDWOOD-UFSAR 2.3-65 TABLE 2.3-20 ICE PELLET AND SNOW PRECIPITATION FOR PEORIA (1966-1975)
* AVERAGE MONTHLY 24-HOUR NUMBER OF MONTH AVERAGE MAXIMUM MAXIMUM HOURS      January 6.3 10.2 9.0 78 

February 4.0 12.8 4.7 65 

March 3.7 8.3 6.0 52 

April 1.0 4.6 3.6 12 May 0 0.1 0.1 1 June 0 0 0 0 

July 0 0 0 0 

August 0 0 0 0 

September 0 0 0 0 

October 0.2 1.8 1.8 2      November 3.3 9.1 6.8 41 

December 5.6 18.9 10.2 83 

Year 24.1 18.9 10.2 334 

 *Values in inches of ice and/or snow.
BRAIDWOOD-UFSAR 2.3-66 TABLE 2.3-21 FREQUENCY AND PERSISTENCE OF FOG AT PEORIA (1966-1975)
* PERSISTENCE              (hr) JAN FEB MAR APR MAY JUN JULY AUG SEPTOCT NOV DEC YEAR              3 28 24 32 39 35 38 54 91 65 32 35 42 510 6 16 10 19 20 24 16 23 41 28 14 20 16 246 9 10 8 11 7 16 9 12 20 20 13 18 10 153 12 11 11 9 9 7 5 2 9 7 14 6 10 100 15 8 7 10 6 2 0 5 3 4 11 11 11 77 18 3 18 2 2 5 1 3 0 2 4 6 3 33 21 1 2 5 2 2 0 0 0 4 0 8 4 28 24 3 1 2 1 1 0 0 1 0 2 3 4 15 27 1 1 2 1 2 0 0 0 1 1 1 4 13 30 0 1 2 0 1 0 0 0 1 2 0 3 11 33 1 3 0 1 0 0 0 0 2 1 3 2 12 36 - 39 0 1 0 1 0 0 0 0 1 2 2 5 12 42 - 45 3 1 1 0 0 0 1 0 0 0 2 4 13 >45 5 3 2 0 0 0 0 0 0 0 0 6 18 Annual Average              Total Hours 116 97 113 70 75 37 61 88 97 95 126 189 1162 of Fog              

 *Values in number of occurrences. The numbers of occurrences are based on o bservations made once every 3 hours, and each observation is ass umed to persist for 3 hours.
BRAIDWOOD-UFSAR 2.3-67 TABLE 2.3-22 FOG DISTRIBUTION BY HOUR OF THE DAY AT PEORIA (1966-1975)
* HOUR OF THE DAY WINTER SPRING SUMMER FALL YEAR 0 12.7 12.0 10.2 10.7 11.6       3 13.1 17.4 22.0 15.2 16.0       6 14.3 23.9 44.6 24.1 23.9       9 16.6 14.2 10.9 17.2 15.3       12 11.4 9.3 3.6 10.0 9.3       15 10.5 6.4 1.9 7.3 7.4       18 10.4 7.7 2.4 7.9 7.9       21 11.0 9.2 4.4 7.7 8.6 

 *Values in %.
BRAIDWOOD-UFSAR 2.3-68 TABLE 2.3-23 FREQUENCY OF PASQUILL STABILITY CLASSES AT B RAIDWOOD (1974-1976)
* PASQUILL STABILITY CLASS         MONTH A B C D E F G         January 1.4 1.4 1.9 49.3 34.8  8.0 3.3 February 3.7 1.3 2.6 48.9 33.8 6.6 2.9 March 5.7 2.8 4.2 41.5 37.8 6.4 1.6 April 11.0 3.0 4.7 31.4 32.2 13.2 4.7 May 5.1 1.9 3.1 32.7 40.5 11.7 4.9 June 3.8 2.8 4.2 30.3 41.0 12.7 5.3 July 7.6 7.4 7.5 29.4 25.1 15.5 7.6 August 5.2 6.1 8.6 27.7 32.9 12.2 7.2 September 4.7 3.4 3.2 17.5 41.3 17.9 12.1 October 1.7 2.3 3.1 20.0 41.4 20.2 11.4 November 0.8 0.5 1.7 29.2 50.3 12.1 5.5 December 0.5 0.8 2.9 43.8 42.6 7.6 1.9 Annual        Average 4.2 2.8 3.9 32.9 37.7 12.5 6.0 

 *Frequency of occurrence in %
of total monthly observations.
Data for this table were derived from the th ree-way joint freque ncy distribution of wind direction, wind spee d, and Pasquill st ability class for the period of record.
BRAIDWOOD-UFSAR 2.3-69 TABLE 2.3-24 PERSISTENCE OF PASQUILL STABILITY CLASSES AT THE BRAIDWOOD SITE (1974-1976)
* PASQUILL STABILITY CLASS         PERSISTENCE        (hr) A B C D E F G         1-3 225 482 694 1106 1149 824 222 4-6 67 17 28 352 298 197 77 7-9 38 2 1 160 168 43 51 10-12 16 0 0 101 86 19 19 13-15 0 0 0 34 62 8 8 16-18 0 0 0 26 34 0 0 19-21 0 0 0 13 10 0 0 22-24 0 0 0  5 8 0 0 25-27 0 0 0 5 2 0 0 28-30 0 0 0 2 4 1 0 31-33 0 0 0 3 2 0 0 34-39 0 0 0 2 6 0 0 40-45 0 0 0 5 3 0 0 >45 0 0 0 3 9 0 0 

 *Values in number of occurrences.
BRAIDWOOD-UFSAR 2.3-70 TABLE 2.3-25 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR THE 30-FOOT LEVEL AT THE BRAIDWOOD SITE (1974-1976)*
STABILITY CLASS A                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3 .00 .01 .00 0.1 .00 .00 .01 .03 .03 .01 .00 .00 .00 .01 .00 .00 .14                   4-7 .01 .06 .11 .09 .13 .10 .13 .02 .04 .04 .02 .01 .04 .10 .09 .05 1.06                   8-12 .13 .07 .05 .05 .05 .05 .15 .10 .15 .09 .10 .11 .09 .14 .26 .23 1.81                   13-18 .06 .02 .00 .00 .01 .00 .02 .07 .09 .13 .12 .07 .04 .07 .10 .17 .97                   19-24 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .02 .01 .02 .03 .02 .00 .15                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .00 .03 .00 .00 .07                   Totals .20 .15 .18 .15 .20 .17 .31 .24 .32 .28 .27 .21 .19 .39 .47 .46 4.21                                     STABILITY CLASS B                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3 .01 .00 .00 .01 .01 .00 .01 .00 .00 .00 .00 .01 .00 .00 .00 .00 .08                   4-7 .06 .03 .07 .09 .07 .04 .07 .04 .06 .08 .03 .06 .06 .06 .08 .10 .99                   8-12 .13 .08 .05 .01 .03 .01 .07 .09 .14 .12 .08 .09 .06 .08 .10 .09 1.23                   13-18 .00 .01 .01 .01 .00 .00 .01 .02 .03 .11 .07 .04 .01 .05 .05 .02 .47                   19-24 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .00 .00 .00 .02 .00 .00 .05                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01                   Totals .20 .13 .14 .11 .11 .06 .16 .16 .24 .34 .19 .21 .14 .20 .22 .21 2.83 

BRAIDWOOD-UFSAR 2.3-71 TABLE 2.3-25 (Cont'd)
STABILITY CLASS C                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .02                   1-3 .00 .01 .02 .02 .02 .01 .01 .01 .00 .02 .01 .01 .02 .01 .01 .01 .23                   4-7 .09 .06 .08 .07 .09 .07 .06 .06 .09 .06 .08 .11 .12 .09 .06 .11 1.30                   8-12 .13 .10 .07 .04 .02 .01 .10 .09 .11 .16 .13 .16 .10 .08 .13 .06 1.51                   13-18 .05 .02 .02 .00 .00 .00 .03 .03 .04 .12 .13 .05 .06 .09 .02 .06 .72                   19-24 .00 .00 .01 .00 .00 .00 .00 .00 .00 .02 .02 .01 .00 .03 .01 .00 .13                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .02                   Totals .27 .19 .20 .13 .13 .09 .21 .20 .25 .40 .37 .35 .32 .30 .24 .25 3.93                                     STABILITY CLASS D                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .16                   1-3  .13 .11 .08 .18 .17 .15 .15 .11 .05 .07 .11 .10 .10 .12 .10 .07 1.81                   4-7  .48 .57 .72 .85 .58 .43 .70 .53 .56 .45 .51 .50 .56 .55 .52 .57 9.06                   8-12 .89 .92 1.09 .44 .22 .32 .63 .65 .84 .97 .76 .81 .83 1.12 1.12 .96 12.56                   13-18 .40 .46 .41 .08 .01 .08 .19 .29 .62 .82 .64 .42 .48 .84 .72 .53 6.99                   19-24 .09 .00 .06 .01 .00 .00 .00 .06 .34 .52 .19 .14 .20 .19 .13 .10 2.03                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .03 .08 .09 .02 .00 .00 .01 .01 .24                   Totals 1.99 2.05 2.36 1.56 .98 .97 1.68 1.63 2.44 2.92 2.30 1.99 2.17 2.82 2.59 2.24 32.85 

BRAIDWOOD-UFSAR 2.3-72 TABLE 2.3-25 (Cont'd)
STABILITY CLASS E                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .48                   1-3 .17 .20 .31 .57 .57 .36 .31 .25 .20 .16 .16 .13 .17 .21 .28 .21 4.26                   4-7 .78 .55 .59 .83 .88 .65 .91 .97 .97 .97 .95 .82 .78 .83 .74 .68 12.91                   8-12 .53 .47 .34 .23 .18 .31 .66 1.01 1.70 1.78 1.13 .79 .63 .63 .68 .58 11.64                   13-18 .21 .27 .09 .02 .00 .04 .16 .64 1.49 1.13 .60 .26 .19 .27 .15 .19 5.72                   19-24 .05 .17 .08 .00 .00 .00 .01 .21 .82 .53 .10 .09 .08 .04 .01 .06 2.26                   > 24 .00 .02 .00 .00 .00 .00 .00 .02 .20 .16 .02 .01 .01 .00 .00 .01 .46                   Totals 1.75 1.68 1.40 1.65 1.63 1.35 2.05 3.10 5.38 4.73 2.97 2.10 1.86 1.98 1.88 1.74 37.73                                     STABILITY CLASS F                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .73                   1-3 .11 .12 .16 .41 .47 .41 .24 .20 .19 .18 .15 .14 .18 .20 .26 .15 3.56                   4-7 .22 .17 .06 .11 .13 .36 .49 .49 .59 .81 .61 .66 .38 .41 .30 .30 6.09                   8-12 .04 .02 .02 .00 .00 .01 .11 .20 .56 .44 .19 .08 .04 .06 .03 .08 1.89                   13-18 .05 .00 .00 .00 .00 .00 .00 .01 .07 .00 .00 .00 .00 .00 .01 .01 .17                   19-24 .00 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .02                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .01                   Totals .42 .33 .23 .53 .59 .79 .84 .90 1.41 1.45 .95 .88 .60 .67 .61 .54 12.47 

BRAIDWOOD-UFSAR 2.3-73 TABLE 2.3-25 (Cont'd)
STABILITY CLASS G                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .70                   1-3  .09 .08 .10 .12 .29 .24 .21 .12 .18 .23 .12 .18 .19 .13 .12 .08 2.46                   4-7  .04 .01 .02 .02 .07 .19 .24 .23 .34 .57 .25 .28 .17 .10 .03 .04 2.60                   8-12 .00 .01 .00 .00 .00 .00 .00 .02 .07 .08 .01 .01 .00 .00 .00 .01 .22                   13-18 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                   19-24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                   Totals .13 .10 .12 .14 .37 .43 .45 .38 .58 .87 .38 .47 .36 .23 .15 .13 5.98 

____________________ **The calm category represents conditions with wind speeds less than 0.8 mph, which is the threshold speed for the wind speed and wind direction sensors. 

BRAIDWOOD-UFSAR 2.3-74 TABLE 2.3-26 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR THE 199-FOOT LEVEL AT THE BRAIDWOOD SITE (1974-1976)*
STABILITY CLASS A                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3  .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .04                   4-7  .03 .03 .05 .03 .03 .05 .04 .03 .02 .01 .00 .01 .03 .04 .03 .02 .45                   8-12 .06 .09 .08 .08 .11 .10 .12 .06 .05 .08 .08 .04 .06 .10 .15 .13 1.39                   13-18 .11 .08 .05 .02 .03 .05 .15 .10 .18 .10 .12 .14 .09 .08 .23 .28 1.81                   19-24 .06 .01 .00 .00 .01 .01 .03 .02 .06 .06 .06 .05 .01 .04 .08 .11 .62                   > 24 .00 .00 .00 .00 .00 .02 .00 .01 .03 .04 .05 .03 .02 .05 .06 .02 .34                   Totals .28 .20 .17 .14 .18 .24 .34 .22 .34 .29 .32 .27 .21 .30 .56 .57 4.64                                     STABILITY CLASS B                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3  .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .03                   4-7  .03 .02 .03 .04 .04 .02 .05 .03 .01 .02 .03 .04 .01 .05 .05 .06 .52                   8-12 .08 .04 .07 .06 .04 .03 .06 .05 .11 .07 .08 .10 .06 .05 .08 .10 1.08                   13-18 .06 .06 .06 .02 .03 .03 .05 .03 .10 .12 .08 .06 .04 .06 .09 .07 .95                   19-24 .01 .00 .01 .00 .01 .01 .02 .01 .01 .06 .06 .04 .00 .02 .06 .02 .34                   > 24 .00 .00 .01 .00 .00 .00 .01 .00 .02 .01 .02 .02 .01 .00 .03 .01 .14                   Totals .18 .12 .17 .12 .12 .10 .19 .11 .26 .28 .28 .26 .13 .18 .30 .26 3.07 

______________________________ 
*Values in % of total observations.
BRAIDWOOD-UFSAR 2.3-75 TABLE 2.3-26 (Cont'd)
STABILITY CLASS C                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3 .00 .00 .02 .00 .01 .00 .01 .02 .00 .00 .00 .01 .01 .00 .00 .00 .11                   4-7 .07 .04 .03 .06 .05 .02 .02 .03 .04 .03 .07 .08 .09 .07 .09 .09 .87                   8-12 .09 .09 .06 .06 .06 .07 .06 .04 .09 .12 .07 .12 .11 .11 .05 .10 1.30                   13-18 .06 .06 .09 .03 .01 .03 .06 .05 .06 .12 .17 .10 .11 .10 .11 .09 1.24                   19-24 .02 .02 .03 .00 .02 .01 .03 .03 .07 .07 .08 .06 .04 .06 .06 .05 .65                   > 24 .01 .00 .01 .00 .00 .00 .01 .00 .02 .02 .04 .04 .01 .05 .03 .00 .25                   Total .26 .22 .24 .15 .14 .14 .20 .17 .28 .37 .42 .41 .36 .40 .34 .34 4.43                                     STABILITY CLASS D                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .04                   1-3 .03 .04 .03 .03 .03 .01 .02 .02 .04 .05 .08 .04 .06 .05 .04 .03 .60                   4-7 .23 .34 .28 .31 .29 .21 .28 .25 .24 .20 .21 .23 .28 .28 .27 .27 4.17                   8-12 .57 .62 .72 .73 .52 .30 .45 .41 .47 .56 .47 .53 .67 .72 .53 .55 8.84                   13-18 .55 .65 .99 .54 .41 .39 .50 .47 .71 .77 .82 .62 .82 1.06 1.11 .85 11.26                   19-24 .25 .28 .39 .12 .11 .15 .26 .21 .65 .67 .55 .40 .45 .70 .62 .55 6.35                   > 24 .09 .03 .06 .01 .00 .06 .13 .07 .39 .53 .32 .18 .24 .27 .31 .15 2.85                   Total 1.74 1.95 2.46 1.74 1.36 1.12 1.65 1.43 2.51 2.79 2.45 1.99 2.52 3.08 2.88 2.40 34.11 

BRAIDWOOD-UFSAR 2.3-76 TABLE 2.3-26 (Cont'd)
STABILITY CLASS E                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .06                   1-3 .04 .06 .04 .03 .03 .03 .04 .03 .05 .05 .02 .01 .02 .03 .05 .04 .57                   4-7 .22 .17 .14 .25 .25 .13 .18 .24 .20 .23 .17 .18 .17 .19 .28 .32 3.32                   8-12 .51 .38 .41 .79 .78 .44 .46 .55 .56 .56 .50 .49 .68 .57 .63 .62 8.95                   13-18 .56 .50 .39 .30 .39 .43 .67 .67 1.14 1.55 1.56 1.01 .83 .67 .84 .78 12.29                   19-24 .21 .20 .08 .06 .10 .24 .35 .55 1.01 1.58 .80 .38 .30 .33 .37 .20 6.75                   > 24 .04 .16 .10 .00 .00 .05 .02 .48 .91 1.11 .24 .07 .07 .11 .07 .11 3.55                   Total 1.58 1.47 1.17 .144 1.56 1.32 1.72 2.52 3.87 5.08 3.30 2.14 2.07 1.19 2.24 2.07 35.48                                     STABILITY CLASS F                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .06                   1-3 .00 .02 .04 .01 .02 .03 .01 .01 .01 .00 .00 .01 .02 .01 .06 .02 .30                   4-7 .15 .08 .08 .10 .07 .07 .05 .06 .10 .07 .06 .07 .12 .06 .14 .11 1.39                   8-12 .27 .15 .14 .21 .30 .27 .20 .20 .26 .21 .17 .18 .35 .31 .31 .35 3.88                   13-18 .24 .14 .07 .03 .23 .33 .36 .27 .44 .59 .65 .47 .47 .40 .34 .22 5.24                   19-24 .06 .03 .01 .00 .00 .04 .05 .09 .20 .37 .22 .06 .10 .06 .04 .01 1.32                   > 24 .00 .02 .00 .00 .00 .00 .00 .00 .02 .04 .01 .00 .00 .00 .00 .00 .11                   Totals .72 .44 .35 .35 .62 .73 .66 .63 1.04 1.28 1.12 .08 1.06 .84 .90 .71 12.29 

BRAIDWOOD-UFSAR 2.3-77 TABLE 2.3-26 (Cont'd)
STABILITY CLASS G                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .06                   1-3 .02 .03 .01 .02 .04 .02 .01 .02 .01 .00 .01 .02 .03 .02 .03 .02 .32                 4-7 .04 .04 .07 .04 .06 .04 .06 .04 .08 .06 .04 .06 .06 .06 .09 .04 .90                 8-12 .17 .05 .06 .08 .12 .11 .12 .07 .11 .14 .17 .13 .18 .17 .15 .11 1.97                  13-18 .04 .03 .01 .00 .03 .19 .21 .11 .11 .19 .36 .35 .26 .28 .11 .02 2.29                  19-24 .00 .01 .01 .00 .00 .02 .07 .01 .02 .10 .11 .02 .04 .02 .00 .00 .44                 > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                 Totals .27 .16 .17 .14 .25 .39 .47 .26 .34 .50 .70 .59 .57 .55 .37 .20 5.98 

____________________ 
**The calm category represents conditions with wind speeds less than 0.8 mph, which is the threshold speed for the wind speed and direction sensors.
BRAIDWOOD-UFSAR 2.3-78 TABLE 2.3-27 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR PEORIA (1966 - 1975)
  (Values in % or total observations)

WIND SPEED          WIND DIRECTION        (METER/SEC.)  CALM N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWTOTAL CALM  .05     
   .05 -LT- 2.0  .01 .01 .01 .00 .01.00.02.00.01.01.01.01 .02 .01 .00.00.13A 2.0- 6.0  .00 .01 .00 .01 .01.01.01.01.01.00.01.01 .00 .01 .00.01.11 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .05 .01 .02 .01 .01 .02.01.03.01.02.01.01.02 .02 .02 .01.01.29 CALM  .38     
   .38 -LT- 2.0  .08 .08 .07 .09 .12.07.07.10.16.07.06.10 .11 .04 .06.071.34 B 2.0- 6.0  .18 .13 .13 .13 .17.12.16.15.40.17.22.17 .21 .11 .18.152.79 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .38 .26 .20 .20 .22 .29.20.23.25.55.24.28.27 .32 .15 .24.224.50 CALM  .31     
   .31 -LT- 2.0  .11 .08 .09 .08 .08.03.10.11.21.06.08.09 .09 .08 .07.071.43 C 2.0- 6.0  .57 .24 .37 .34 .39.26.38.551.66.67.63.51 .53 .47 .45.408.41 -GT- 6.0  .01 .00 .01 .00 .00.01.02.01.07.06.07.02 .03 .04 .03.01.39 TOTAL  .31 .68 .32 .47 .41 .48.30.49.671.94.79.78.62 .64 .59 .55.4810.53 CALM   .38     
   .38 -LT- 2.0  .21 .18 .13 .20 .18.15.19.22.44.18.19.25 .18 .23 .14.143.22 D 2.0- 6.0  2.75 1.40 1.87 2.14 2.571.562.392.936.621.801.631.51 2.47 2.38 2.231.9138.15 -GT- 6.0  1.07 .34 .67 .77 .66.42.711.403.44.76.78.85 2.23 2.78 1.53.6319.06 TOTAL  .38 4.03 1.92 2.67 3.11 3.422.143.284.5410.512.742.602.61 4.87 5.39 3.912.6860.81 CALM  .00     
   .00 -LT- 2.0  .09 .05 .03 .07 .06.07.09.12.21.08.08.05 .08 .05 .06.041.23E 2.0- 6.0  .55 .23 .30 .51 .58.36.53.642.05.46.38.37 .70 .57 .55.389.16 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .00 .64 .27 .34 .59 .64.43.62.762.26.53.45.42 .78 .62 .62.4210.39 CALM  .62     
   .62 -LT- 2.0  .23 .17 .10 .16 .14.13.17.19.57.29.20.25 .26 .24 .17.153.42 F 2.0- 6.0  .33 .11 .17 .25 .24.15.25.451.17.35.33.30 .38 .39 .35.235.44 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .62 .55 .28 .27 .42 .38.28.41.641.74.64.53.56 .64 .63 .52.389.49 CALM  1.81 1.81 -LT- 2.0  .17 .09 .07 .11 .05.07.10.10.29.15.15.20 .23 .22 .10.092.18 G 2.0- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  1.81 .17 .09 .07 .11 .05.07.10.10.29.15.15.20 .23 .22 .10.093.99 CALM  3.55 3.55 -LT- 2.0  .90 .64 .49 .71 .64.54.74.841.88.84.76.95 .96 .87 .62.5712.95 ALL 2.0- 6.0  4.38 2.11 2.84 3.38 3.962.463.714.7211.913.453.202.88 4.28 3.93 3.773.0864.06 -GT- 6.0  1.08 .35 .68 .77 .67.43.731.413.51.82.85.87 2.26 2.83 1.56.6319.44 TOTAL  3.55 6.36 3.10 4.02 4.86 5.273.425.176.9717.315.124.804.69 7.50 7.63 5.954.28100.00 BRAIDWOOD-UFSAR 2.3-79 TABLE 2.3-28 PERSISTENCE AND FREQUENCY OF PASQUILL ST ABILITY CLASSES AT PEORIA (1966-1975)
  (NUMBER OF CONSECUTIVE OCCURRENCES OF 3-HOURLY OBSERVATIONS)*
PERSISTENCE PASQUILL STABILITY CLASS (HOURS) A B C D E F G         3 78 577 1480 1406 1392 1161 452 6  3 212 466 632 462 409 166 9 0 74 150 263 154 181 103 12 0 23 51 235 53 52 18 15 0 0 2 145 9 8 0 18 0 0 0 111 0 0 0 21 0 0 0 120 0 0 0 24 0 0 0 58 0 0 0 27 0 0 0 52 0 0 0 30 0 0 0 55 0 0 0 33 0 0 0 41 0 0 0 36-39 0 0 0 84 0 0 0 42-45 0 0 0 81 0 0 0 >45 0 0 0 266 0 0 0 Total Hours        (in %) 0.3 4.5 10.5 60.8 10.4 9.5 4.0 

_______________________
* Number of occurrences are ba sed on observations made once every 3 hours, and each occurrence is assumed to persist for 3 hours. 

BRAIDWOOD-UFSAR 2.3-80 TABLE 2.3-29 CUMULATIVE FREQUENCY D ISTRIBUTION OF X/Q a FOR A 1-HOUR TIME PERIOD AT THE MINIMUM EXCLU SION AREA BOUNDARY DISTANCE (485 M
), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.69-04 to  142 198 105 121 152749662545967138 179 144 1601001851   6.3 8.4 6.6 9.1 12.35.37.25.25.15.96.714.4 20.0 17.3 12.97.18.86.02-04 to 6.69-04 0 1 1 0 23112131 2 1 2021   6.3 8.5 6.7 9.1 12.45.57.35.35.36.07.014.5 20.2 17.4 13.17.18.95.42-04 to 6.02-04 8 21 5 6 01001000 0 0 3954   6.6 9.4 7.0 9.5 12.45.67.35.35.46.07.014.5 20.2 17.4 13.37.89.14.88-04 to 5.42-04 24 30 26 24 1827321810111637 49 55 2330430   7.7 10.7 8.6 11.4 13.97.59.76.86.37.18.618.4 25.7 24.0 15.29.911.24.39-04 to 4.88-04 18 16 9 9 91717815132234 37 27 1815284   8.5 11.3 9.2 12.0 14.68.710.97.57.88.410.921.9 29.8 27.3 16.611.012.53.95-04 to 4.39-04 44 32 29 39 343532201612317 21 38 4731450   10.5 12.7 11.0 15.0 17.411.213.39.29.39.611.223.7 32.2 31.9 20.413.214.7 3.55-04 to 3.95-04 0 0 0 0 00000100 0 0 001   10.5 12.7 11.0 15.0 17.411.213.39.29.39.711.223.7 32.2 31.9 20.413.214.73.20-04 to 3.55-04 28 42 31 33 23241413161254 4 26 2730332   11.7 14.5 13.0 17.4 19.212.914.410.310.810.911.724.1 32.6 35.0 22.615.316.32.88-04 to 3.20-04 30 21 34 21 2929484126334092 90 53 5438679   13.0 15.4 15.1 19.0 21.615.018.013.713.214.215.733.8 42.7 41.3 27.018.019.52.59-04 to 2.88-04 38 52 34 43 12191017101034 2 10 1926309   14.7 17.6 17.3 22.3 22.516.418.715.114.215.216.034.2 42.9 42.5 28.519.920.92.33-04 to 2.59-04 0 0 0 0 00000000 0 0 000   14.7 17.6 17.3 22.3 22.516.418.715.114.215.216.034.2 42.9 42.5 28.519.920.92.10-04 to 2.33-04 58 101 84 82 5272585859435492 94 68 84931152   17.3 21.9 22.5 28.4 26.721.523.120.019.819.521.443.8 53.4 50.7 35.326.526.41.89-04 to 2.10-04 37 41 26 9 42542111 0 2 1317165   18.9 23.7 24.2 29.1 27.121.723.420.420.019.621.543.9 53.4 51.0 36.327.727.21.70-04 to 1.89-04 71 60 56 52 5445453853303749 60 28 5069797   22.1 26.2 27.7 33.0 31.424.926.823.525.022.625.249.0 60.1 54.3 40.432.681.0

BRAIDWOOD-UFSAR 2.3-81 TABLE 2.3-29 (Cont'd)
CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL 1.53-04 to 1.70-04 115 86 83 66 6777625561555690 72 48 82761151   27.2 29.9 32.9 38.0 36.830.431.428.230.728.230.958.4 68.2 60.1 47.038.036.41.38-04 to 1.53-04 17 7 0 0 01030010 0 0 1434   27.9 30.2 32.9 38.0 36.830.531.428.430.728.231.058.4 68.2 60.1 47.138.336.61.24-04 to 1.38-04 101 96 85 69 7886647565595175 62 57 81671171   32.4 34.3 38.3 43.2 43.136.636.234.736.934.136.166.2 75.1 66.9 53.643.142.21.12-04 to 1.24-04 97 88 65 63 2438403844211915 21 23 3453683   36.7 38.0 42.4 47.9 45.139.339.237.941.136.238.067.8 77.4 69.7 56.446.845.41.00-04 to 1.12-04 107 96 86 58 6653646249606750 31 47 86771059   41.4 42.1 47.8 52.3 50.443.144.043.145.742.244.773.0 80.9 75.4 63.352.350.49.03-05 to 1.00-04 106 119 69 66 6555616155546351 31 33 70831042   46.1 47.2 52.1 57.2 55.747.048.648.350.947.651.178.4 84.4 79.3 69.058.255.48.13-05 to 9.03-05 67 73 52 21 222021181618108 2 10 2036414   49.1 50.3 55.4 58.8 57.448.550.149.852.449.452.179.2 84.6 80.5 70.660.857.47.32-05 to 8.13-05 88 98 59 63 6859565969527339 22 27 5075957   53.0 54.5 59.1 63.5 62.952.754.354.858.954.659.483.3 87.0 83.8 74.666.161.96.59-05 to 7.32-05 169 146 97 67 6675635664576030 12 23 50891124   60.5 60.7 65.2 68.6 68.358.059.159.565.060.365.486.4 88.4 86.5 78.772.567.25.93-05 to 6.59-05 79 83 62 44 5466635255535215 12 22 3347792   64.0 64.2 69.1 71.9 72.662.863.863.870.265.670.788.0 89.7 89.2 81.375.871.05.33-05 to 5.93-05 138 110 65 44 3477545545685422 8 8 3454870   70.1 68.9 73.2 75.2 75.468.367.868.574.572.476.190.3 90.6 90.1 84.179.675.14.80-05 to 5.33-05 152 149 85 67 59991108358947613 11 17 41831197   76.9 75.3 78.6 80.2 80.175.376.075.479.981.983.791.6 91.8 92.2 87.485.680.84.32-05 to 4.80-05 104 86 54 29 3136354034433211 3 4 1235589   81.5 78.9 82.0 82.4 82.677.978.778.883.286.286.992.8 92.2 92.7 88.488.083.63.89-05 to 4.32-05 82 73 45 43 496355482738276 5 6 1528610   85.1 82.1 84.8 85.6 86.682.482.882.885.790.089.693.4 92.7 93.4 89.690.086.50.00 to 3.89-05 336 421 241 191 16624623020415110010363 65 55 1291402841   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0 a X/Q values, ex pressed in (sec/m 3), are based on hourly onsite meteorological data for the period of record J anuary 1974 -
December 1976.
Key:  1.53-04
 = 1.53 x 10
-4.
BRAIDWOOD-UFSAR 2.3-82 TABLE 2.3-30 CUMULATIVE FREQUENCY D ISTRIBUTION OF X/Q a FOR A 2-HOUR TIME PERIOD AT THE MINIMUM EXCLU SION AREA BOUNDARY DISTANCE (485 M
), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.69-04 to  130 181 100 120 1537112074687080141 192 145 150941889   4.2 5.6 4.2 6.0 8.03.46.14.34.44.85.510.0 14.2 11.4 8.34.66.16.02-04 to 6.69-04 5 14 6 9 11111025 3 2 5460   4.3 6.0 4.5 6.5 8.13.56.24.34.54.85.710.4 14.4 11.5 8.54.76.35.42-04 to 6.02-04 5 3 1 4 11220006 4 3 5744   4.5 6.1 4.5 6.7 8.13.56.34.44.54.85.710.8 14.7 11.8 8.85.16.54.88-04 to 5.42-04 33 42 29 18 291814653612 21 36 2731330   5.5 7.4 5.8 7.6 9.74.47.04.84.85.06.111.7 16.3 14.6 10.36.67.64.39-04 to 4.88-04 12 9 9 10 7510316107 6 15 1712139   5.9 7.7 6.2 8.1 10.04.77.55.04.95.46.812.2 16.7 15.8 11.27.28.03.95-04 to 4.39-04 57 52 26 45 4444262320181965 68 63 6544679   7.8 9.3 7.3 10.3 12.36.88.86.36.16.78.116.8 21.7 20.7 14.89.310.2 3.55-04 to 3.95-04 12 12 9 12 3104335610 16 15 106136   8.1 9.7 7.6 10.9 12.57.39.06.56.37.08.517.5 22.9 21.9 15.49.610.73.20-04 to 3.55-04 21 35 20 22 189736554 3 15 137193   8.8 10.7 8.5 12.1 13.47.79.46.66.77.48.917.8 23.1 23.1 16.19.911.32.88-04 to 3.20-04 12 12 18 18 8128119121015 21 11 1613206   9.2 11.1 9.3 13.0 13.98.39.87.37.38.290.618.9 24.7 24.0 17.010.612.02.59-04 to 2.88-04 44 51 47 47 3349543925272468 79 76 5355771   10.6 12.7 11.3 15.3 15.610.712.59.58.910.011.223.7 30.5 29.9 19.913.214.52.33-04 to 2.59-04 15 34 13 18 1137164239 6 2 1116170   11.1 13.7 11.8 16.2 15.611.312.910.59.210.211.424.3 31.0 30.1 20.514.015.02.10-04 to 2.33-04 35 58 33 33 2438272237274259 62 48 4736628   12.2 15.5 13.2 17.9 16.913.214.311.711.612.014.328.5 35.6 33.9 23.115.717.11.89-04 to 2.10-04 66 77 54 46 5556493734221133 44 51 7554764   14.3 17.9 15.5 20.2 19.815.916.813.913.813.615.130.9 38.8 37.9 27.218.419.61.70-04 to 1.89-04 25 24 21 13 9171391451323 19 11 1616248   15.1 18.6 16.4 20.8 20.316.717.414.414.713.916.032.5 40.2 38.7 28.119.120.4 BRAIDWOOD-UFSAR 2.3-83 TABLE 2.3-30 (Cont'd)
CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL 1.53-04 to 1.70-04 137 108 101 79 1039011089826882135 158 110 1161271695   19.5 22.0 20.7 24.8 25.721.123.019.520.018.621.742.1 51.9 47.4 34.525.325.91.38-04 to 1.53-04 40 28 19 22 1314141617171021 12 17 2619305   20.8 22.8 21.5 25.9 26.321.723.820.421.119.822.443.6 52.8 48.7 35.926.226.91.24-04 to 1.38-04 82 67 55 52 3545253731182527 25 27 3737625   23.4 24.9 23.8 28.5 28.223.925.022.623.121.024.145.6 54.6 50.8 37.928.028.91.12-04 to 1.24-04 126 137 110 110 6297878674566487 89 72 1021111470   27.5 29.1 28.5 34.1 31.428.629.527.527.924.828.551.7 61.2 56.5 43.633.433.71.00-04 to 1.12-04 98 95 78 69 4448473954503855 49 42 5973938   30.6 32.0 31.8 37.5 33.731.031.929.831.428.331.155.7 64.8 59.8 46.836.936.79.03-05 to 1.00-04 112 93 106 95 8464877093538067 59 49 791021293   34.2 34.9 36.3 42.3 38.134.136.333.837.431.936.760.4 69.2 63.6 51.241.841.08.13-05 to 9.03-05 68 82 53 27 2634353022252924 4 13 3349554   36.4 37.4 38.6 43.6 39.535.738.135.638.833.738.762.1 69.5 64.7 53.044.242.87.32-05 to 8.13-05 186 160 144 105 11911510410310298109111 84 68 1231421873   42.3 42.4 44.7 48.9 45.841.343.441.545.440.446.270.0 75.7 70.0 59.751.148.96.59-05 to 7.32-05 166 136 98 78 10385666760625124 24 45 76741215   47.7 46.6 48.8 52.8 51.245.446.745.449.344.749.871.7 77.5 73.5 63.954.752.85.93-05 to 6.59-05 106 98 77 55 7284737463726557 47 32 64751114   51.1 49.6 52.1 55.6 54.949.550.549.753.449.654.375.8 80.9 76.0 67.558.356.45.33-05 to 5.93-05 138 160 111 91 4581867752564429 14 24 56841148   55.5 54.5 56.8 60.2 57.353.454.854.156.853.557.377.9 82.0 77.9 70.562.460.24.80-05 to 5.33-05 170 150 121 75 998896105751179649 38 53 1021111545   60.9 59.2 62.0 63.9 62.557.759.760.261.661.563.981.4 84.8 82.1 76.267.765.24.32-05 to 4.80-05 165 158 100 92 9889927770948543 32 36 721181421   66.2 64.0 66.2 68.6 67.662.064.464.666.168.069.884.4 87.1 84.9 80.173.569.83.89-05 to 4.32-05 156 143 89 91 11289676669677436 21 30 49861245   71.2 68.4 70.0 73.1 73.566.467.868.470.672.674.987.0 88.7 87.3 82.877.673.9 0.00 to 3.89-05 898 1023 707 535 505693631547454398362183 153 162 3124628025   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0 a X/Q values, exp ressed in (sec/m 3), are based on hourly onsi te meteorological data for the period of record January 1974 - December 1976.
Key:  1.53-04 = 1.53 x 10
-4.
BRAIDWOOD-UFSAR 2.3-84  TABLE 2.3-31 5% AND 50% PRO BABILITY LEVEL /Q AT THE  MINIMUM EXCLUSION AREA B OUNDARY DISTANCE (485 M)
BRAIDWOOD SITE
    /Q* DOWNWIND 5% 50% SECTOR 1 HOUR 2 HOURS 1 HOUR 2 HOURS      N 8.3 5.1 0.79 0.61 NNE 10.0 6.7 0.82 0.59 NE 8.4 5.2 0.95 0.64 ENE 11.0 6.5 1.10 0.71 E 21.0 11.0 1.00 0.67 ESE 7.9 4.1 0.78 0.59 SE 14.0 8.7 0.82 0.60 SSE 7.9 4.1 0.81 0.59 S 7.8 4.1 0.92 0.65 SSW 8.4 5.2 0.80 0.59 SW 11.0 6.6 0.92 0.66 WSW 41.0 14.0 1.70 1.20 W 24.0 20.0 2.20 1.60 WNW 19.0 11.0 2.10 1.30 NW 16.0 11.0 1.30 0.93 NNW 8.8 5.8 1.10 0.74 All Sectors 11.0 7.7 1.10 0.71 

 * /Q values, expressed in (sec/m
: 3) x 10-4 , are based on hourly onsite meteorological data for the period of record Jan uary 1974 - December 1976 BRAIDWOOD-UFSAR 2.3-85 TABLE 2.3-32 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR AN 8-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 

1.40-04  78 115 86 81 141 57 143 83 87 96 93 115 186 83 131 30 1585 1.3 1.9 1.7 1.8 3.2 1.3 3.4 2.3 2.0 3.2 3.1 3.9 6.2 2.1 3.3 .7 2.4 

1.19-04 TO 1.40-04 33 23 14 13 18 14 33 9 16 4 14 18 16 16 37 7 231 1.8 2.2 1.9 2.1 3.8 1.8 4.2 2.4 2.5 3.3 3.5 4.5 6.7 2.7 4.3 .8 2.8 

1.01-04 TO 1.19-04 15 34 10 3 7 5 12 2 7 13 3 11 29 20 19 14 205 2.1 2.8 2.1 2.2 3.7 1.7 4.5 2.5 2.7 3.7 3.6 4.9 7.7 3.4 4.7 1.1 3.1 

8.58-05 TO 1.01-04 27 49 12 40 25 28 12 11 26 6 31 26 51 58 53 68 532 2.5 7.8 2.3 3.3 4.3 2.4 4.8 2.8 3.5 3.9 4.6 5.7 9.4 5.3 6.1 2.7 4.0                    7.30-05 TO 8.58-05 50 56 22 58 18 35 29 37 23 23 2 65 31 46 41 36 590 3.4 4.6 2.8 4.4 4.7 3.2 5.5 3.8 4.2 4.7 4.7 7.9 10.4 6.9 7.1 3.5 4.8 

6.20-05 TO 7.30-05 47 75 45 41 65 30 47 13 20 4 22 45 58 36 27 45 620 4.2 5.0 3.6 5.3 6.2 3.0 5.6 4.2 4.8 4.8 5.4 9.4 12.3 8.1 7.8 4.5 5.8 

5.27-05 TO 6.20-05 77 15 41 60 32 24 51 14 12 19 11 40 32 66 46 37 600 4.8 7.0 4.4 6.6 6.8 4.4 8.1 4.5 5.2 5.4 5.8 10.8 13.4 10.3 9.0 5.3 6.7 

4.48-05 TO 5.27-05 98 97 75 78 104 88 75 72 31 80 54 122 116 126 83 62 1325 6.0 3.3 5.9 8.4 6.5 6.0 9.0 8.5 6.1 7.4 7.6 14.9 17.2 14.5 11.2 6.7 8.8 

3.31-05 TO 4.48-05 94 82 72 93 33 47 36 44 28 25 16 68 56 73 65 58 898 7.0 10.0 7.2 10.5 10.0 7.0 10.7 7.7 7.0 8.2 8.1 17.2 19.1 17.0 12.8 8.0 10.0 3.24-05 TO 3.31-05 91 104 87 70 43 63 51 52 29 22 24 65 89 87 100 74 1057   9.3 11.7 8.9 12.2 11.0 8.5 12.0 9.2 7.9 8.0 8.9 19.4 22.1 19.9 15.4 9.7 11.7 

2.75-05 TO 3.24-05 134 102 129 130 98 77 58 72 77 35 73 77 139 113 146 98 1627 11.9 14.4 11.4 15.3 13.2 10.3 13.4 11.1 10.2 10.1 11.3 22.0 26.7 23.7 19.1 11.9 14.2 

2.34-05 TO 2.75-05 211 218 142 124 128 151 86 98 107 77 80 156 223 226 195 230 2479 15.0 18.0 14.1 18.0 16.2 16.7 15.4 13.8 13.5 12.8 14.3 27.3 34.1 31.3 24.0 17.2 18.0 

1.99-05 TO 2.34-05 151 116 34 38 80 95 74 47 77 30 61 77 80 101 98 132 1338 17.5 19.9 16.7 18.9 18.0 15.0 17.2 15.1 15.8 13.6 16.3 29.9 38.8 34.7 26.5 20.2 20.1 

1.69-05 TO 1.99-05 235 234 117 187 138 152 151 130 152 93 105 134 217 193 206 187 2697 21.3 23.7 19.1 22.6 21.1 19.0 21.1 18.0 20.4 15.7 19.7 34.4 44.0 41.2 31.7 24.4 24.2 

BRAIDWOOD-UFSAR 2.3-86 TABLE 2.3-32 (Cont'd)
CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL                    1.44-05 TO 1.69-05 180 198 153 105 107 80 94 95 95 64 78 112 132 72 143 149 1867 24.7 26.9 22.1 25.0 23.6 21.7 23.3 21.3 23.3 18.8 22.3 38.2 48.4 43.0 35.4 27.7 27.1 

1.22-05 TO 1.44-05 332 303 218 209 227 236 222 172 154 158 183 241 178 222 271 252 3573 28.7 31.3 28.0 23.5 28.7 27.1 28.6 25.2 28.0 24.3 28.3 46.3 54.3 51.0 42.2 33.3 32.6 

1.04-05 TO 1.22-05 320 714 206 155 157 156 167 142 106 93 101 119 91 110 174 254 2668 35.0 34.0 30.0 33.0 32.6 30.7 22.5 30.1 31.2 27.4 31.6 50.3 57.3 54.7 46.6 39.0 35.7 

8.82-06 TO 1.04-05 300 218 220 143 126 140 114 91 131 128 107 112 67 82 134 150 2267 40.0 40.9 34.0 36.0 35.1 34.2 35.4 32.5 36.2 31.5 35.2 54.1 59.5 57.5 50.0 42.4 40.1 

7.50-06 TO 8.82-06 377 761 312 280 238 252 254 238 186 207 220 177 243 215 229 260 4012 45.2 45.5 40.0 42.0 40.5 39.8 41.5 39.2 40.3 38.4 42.4 60.1 67.6 64.7 55.8 48.2 48.3 6.37-06 TO 7.50-06 359 274 287 203 250 144 185 175 130 164 161 109 85 102 198 232 2977   52.1 30.8 48.1 46.5 44.8 43.3 45.9 44.0 44.5 44.8 47.7 63.8 70.4 68.1 60.8 53.4 50.8 

5.42-06 TO 6.37-06 403 336 273 271 201 244 246 208 172 203 261 191 137 118 221 249 3743 53.7 56.2 50.0 52.0 48.3 48.9 51.8 49.7 49.8 51.5 56.3 70.2 75.0 72.1 66.4 50.0 56.0 

4.80-06 TO 5.42-06 359 316 258 155 243 235 195 173 242 163 152 75 70 85 145 214 3113 54.4 51.6 53.3 57.9 54.0 54.5 56.0 54.4 57.1 56.8 61.3 72.7 77.3 74.6 75.1 67.8 61.4 

3.91-06 TO 4.80-06 298 345 270 253 243 276 232 182 210 217 158 165 138 156 222 275 3630 56.3 57.0 50.3 52.7 50.7 50.7 62.3 68.4 63.5 64.0 65.5 77.3 81.9 89.2 75.7 76.6 86.9 

3.33-06 TO 3.91-06 366 297 259 218 246 246 169 236 165 183 201 196 122 121 156 222 3516 75.2 71.0 66.9 67.8 67.5 63.4 63.3 66.8 68.6 70.0 73.1 83.0 85.9 84.2 79.7 75.0 72.3 

2.83-06 TO 3.33-06 173 207 173 176 117 123 149 119 56 72 78 18 37 35 80 125 1743   78.0 75.2 69.0 76.5 70.2 89.9 70.4 69.1 70.3 72.4 75.7 84.5 87.2 85.4 81.7 77.8 75.0 2.40-06 TO 2.83-06 247 291 301 225 256 270 215 180 154 183 119 57 74 75 140 198 2996 82.1 79.9 74.9 76.6 75.0 75.5 76.5 74.1 75.2 78.4 79.6 86.4 88.6 87.9 85.3 82.2 79.6 

2.04-06 TO 2.40-06 219 239 251 145 205 176 160 139 117 124 82 70 25 61 129 145 2283 85.5 87.9 79.9 79.8 80.6 79.5 78.5 77.9 78.8 82.5 82.3 88.8 90.5 90.6 88.5 85.5 83.1 

1.74-06 TO 2.04-06 102 107 165 137 143 57 109 76 101 94 79 42 24 51 64 129 1620 88.7 85.5 83.0 83.3 83.9 80.9 81.2 80.0 81.9 85.6 84.9 90.2 91.3 92.3 90.1 83.4 95.6 

0.00    TO 1.74-06 714 831 837 746 708 833 782 728 597 439 459 290 263 228 3289 519 9414 100.0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.0 100.0 100.
0 100.0 100.
0 a /Q values, expressed in (sec/m 3), are based on hourly onsite meteorological data    for the period of record January 1974 - December 1976. Key: 1.44-05 x 1.44 x 10
-5  

BRAIDWOOD-UFSAR 2.3-87 TABLE 2.3-33 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR A 16-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 

4.32-05  53 85 74 32 153 14 85 48 46 78 48 150 176 78 118 13 1264 
  .7 1.0 1.0 .3 2.3 .2 1.6 .9 .8 1.7 1.1 3.4 3.9 1.7 2.0 .2 1.3 

3.58-05 TO 4.32-05 38 42 4 37 59 15 34 33 17 33 34 17 15 3 2 0 384 1.2 1.5 1.0 1.8 3.2 .5 2.1 1.5 1.3 2.4 1.8 3.8 4.2 1.8 2.0 .2 1.7 

3.12-05 TO 3.58-05 15 21 5 53 24 27 30 32 20 35 63 14 20 3 58 27 519 1.3 1.7 1.1 1.8 3.6 .9 3.2 2.1 1.7 3.2 3.3 4.1 5.3 1.8 3.0 .6 2.3 

2.86-05 TO 3.12-05 4 22 26 0 1 5 37 24 0 1 13 13 29 23 19 9 226 1.4 2.0 1.4 1.3 3.6 1.0 3.8 2.5 1.7 3.2 3.6 4.4 6.0 2.3 3.3 .7 2.5                    2.28-05 TO 2.86-05 35 24 47 0 33 21 16 6 30 26 18 17 63 11 51 22 420 1.8 2.3 2.0 1.6 4.1 1.3 4.0 2.6 2.3 3.8 4.0 4.8 7.4 2.6 4.2 1.1 2.9 

1.62-05 TO 2.28-05 39 70 42 79 8 41 94 18 50 25 10 40 41 39 74 23 715 2.3 3.1 2.6 3.0 4.3 1.9 5.5 3.0 3.3 4.3 4.2 5.7 8.3 3.4 5.5 1.4 3.7 

1.83-05 TO 1.82-05 44 51 4 33 6 44 9 27 15 0 23 34 42 61 28 40 471 3.0 3.9 2.6 3.5 4.3 2.6 5.7 3.5 3.6 4.3 4.7 6.5 9.2 4.0 6.0 2.0 4.2 

1.38-05 TO 1.63-05 57 87 47 50 40 33 24 42 24 23 13 69 71 40 39 40 699 37 4.9 3.2 4.2 5.0 3.1 8.1 4.2 4.1 4.8 5.0 8.0 10.8 5.5 6.6 2.7 4.8 

1.18-05 TO 1.38-05 95 121 34 86 88 73 56 60 70 37 64 45 132 118 108 132 1351 4.8 5.3 3.9 5.6 6.3 4.3 7.0 5.4 5.6 5.7 6.4 9.1 13.7 8.2 8.5 4.7 6.3 1.00-05 TO 1.18-05 62 130 58 89 70 75 80 28 33 69 11 159 70 112 127 66 1258   5.8 7.8 4.7 6.9 7.4 6.5 8.3 5.9 6.2 7.2 6.7 12.7 15.3 10.7 10.6 5.7 7.6 

8.51-06 TO 1.00-05 109 157 80 72 64 62 86 57 54 50 27 130 72 78 91 119 1298 7.1 0.7 6.7 8.0 6.4 6.3 8.7 8.9 7.4 8.3 7.3 15.6 16.9 12.4 12.2 7.5 0.0 

7.24-06 TO 8.51-06 186 178 102 103 165 118 149 139 48 44 112 216 147 157 174 116 2196 9.1 11.8 7.0 10.4 10.9 8.1 12.1 9.5 8.4 9.3 9.7 20.6 20.1 15.3 15.1 9.2 11.3 

6.15-06 TO 7.24-06 201 223 175 180 150 118 138 142 109 69 105 154 262 273 205 154 2643 11.4 14.5 6.3 12.8 13.2 10.0 14.4 12.1 10.6 10.8 12.1 24.1 25.9 21.8 18.6 11.6 14.0 

5.23-06 TO 6.15-06 224 241 246 206 124 168 117 129 117 70 111 183 242 157 217 219 2773 14.1 17.3 12.4 13.8 15.1 12.6 15.3 14.5 13.8 12.3 14.5 28.2 31.3 25.2 22.3 14.9 18.9 

BRAIDWOOD-UFSAR 2.3-88 TABLE 2.3-33 (Cont'd)
CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL                    4.44-06 TO 5.23-06 377 302 165 226 154 193 138 136 214 133 145 156 259 195 246 249 3288 18.5 20.9 14.6 19.2 17.4 15.7 18.5 17.0 17.4 15.3 17.7 31.8 37.1 29.5 26.5 13.7 20.4 

3.73-06 TO 4.44-06 371 326 875 169 145 191 225 183 272 128 178 182 269 362 314 286 4007 22.9 24.8 16.4 22.1 19.6 18.7 22.2 20.4 23.0 18.1 21.7 35.9 43.0 37.4 31.8 23.1 24.6 

3.21-06 TO 3.73-06 406 405 336 230 295 354 207 206 210 209 225 298 311 321 365 385 4992 28.6 30.3 23.6 23.6 24.1 24.9 25.5 24.2 27.3 22.7 26.5 42.7 49.9 44.4 36.5 29.9 29.8 

2.73-06 TO 3.21-06 521 469 384 269 303 244 318 219 152 236 288 142 305 268 251 438 4745 35.0 35.7 28.1 29.0 28.7 26.7 30.7 28.3 31.2 28.0 33.0 45.9 50.7 50.1 42.9 35.7 34.7 

2.32-06 TO 2.73-06 536 596 463 445 388 261 351 350 249 288 298 367 255 305 439 392 5369 41.3 42.7 34.1 35.6 34.7 32.6 36.4 34.8 36.3 33.0 39.6 54.3 62.3 56.7 50.3 41.6 41.0 1.97-06 TO 2.32-06 504 517 561 316 333 419 351 252 258 308 290 276 219 235 279 457 5392   47.5 48.6 36.7 40.3 36.7 36.4 42.1 39.5 41.6 40.7 45.8 60.5 67.2 61.9 55.8 48.6 46.6 

1.68-06 TO 1.97-06 504 444 476 352 318 411 292 243 258 259 204 129 127 223 331 324 4996 53.3 54.1 44.6 45.6 44.6 43.0 46.8 44.0 40.9 46.4 50.5 63.5 78.8 88.7 60.6 53.5 61.7 

1.42-06 TO 1.68-06 679 517 611 465 432 411 539 357 310 348 368 323 320 340 397 573 5839 61.5 60.2 51.4 32.4 51.2 52.3 53.6 50.6 53.2 64.1 56.6 70.8 77.1 74.2 67.4 62.3 58.9 

1.21-06 TO 1.42-06 401 373 606 329 245 231 211 226 214 226 134 95 73 119 173 206 3543 66.3 57.6 56.4 57.2 56.0 56.6 63.0 54.8 57.9 59.1 61.5 72.1 78.7 76.8 70.3 65.4 62.6 

1.03-06 TO 1.21-06 551 437 567 302 473 430 390 303 276 368 383 274 216 243 398 387 5928 72.9 58.6 61.4 61.7 62.2 63.0 65.4 60.4 63.3 67.7 70.0 78.3 83.5 82.1 77.1 71.3 68.8 

8.75-07 TO 1.03-06 367 353 356 316 311 316 308 310 316 140 134 171 92 142 204 245 4129   77.1 74.0 66.1 66.3 67.0 68.8 70.3 68.2 69.7 70.6 74.1 82.2 85.6 85.2 80.6 75.0 73.1 7.44-07 TO 8.75-07 348 476 358 337 336 423 267 335 246 226 222 259 186 157 223 337 4758 81.2 72.6 70.6 71.3 72.1 74.7 74.5 72.4 74.6 75.9 70.0 88.1 89.7 88.6 84.4 80.2 78.1 

6.32-07 TO 7.44-07 326 328 341 260 362 277 254 250 136 225 142 125 92 122 119 259 3639 85.1 83.6 76.2 75.2 77.9 76.1 78.8 77.0 77.6 80.9 82.1 90.9 91.3 91.3 86.4 84.1 81.9 

5.37-07 TO 6.32-07 188 203 220 235 132 171 133 161 61 74 95 10 34 30 98 154 2000 87.3 85.9 76.1 78.7 80.9 81.8 80.9 80.0 78.9 82.5 84.3 91.2 92.5 91.9 88.0 86.5 84.0 

0.00    TO 5.37-01 1071 1105 1099 1443 1314 1150 1175 1080 1032 791 712 388 337 369 703 889 15359 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 

a /Q values, expressed in (sec/m 3), are based on hourly onsite meteorological data    for the period of record January 1974 - December 1976.
Key:  44-06 x 4.44 x 10-6 BRAIDWOOD-UFSAR 2.3-89 TABLE 2.3-34 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR A 72-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (18 11 M), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    2.16-05 to  113 145 71 7 282035371156685429 298 142 28202107   .7 .9 .5 .0 2.0.0.3.31.0.6.84.0 2.7 1.2 2.1.01.01.84-05 to 2.16-05 2 84 73 66 490104312573152 50 2 1170729   .7 1.4 .9 .5 2.4.01.0.51.21.3.84.5 3.2 1.3 2.9.01.41.56-05 to 1.84-05 33 46 139 40 36071213130 176 2 980678   1.0 1.7 1.8 .8 2.6.01.5.61.21.3.84.8 4.8 1.3 3.6.01.71.33-05 to 1.56-05 12 106 2 34 1902331003116174 93 28 724852   1.0 2.4 1.8 1.0 2.8.03.21.41.22.4.85.5 5.6 1.5 3.7.22.11.13-05 to 1.33-05 95 103 39 13 3030596937547 172 86 37321097   1.6 3.0 2.1 1.1 4.9.03.61.91.33.0.95.5 7.2 2.3 4.0.42.69.59-06 to 1.13-05 82 86 33 26 111701693374741785 109 182 50141296   2.2 3.6 2.3 1.3 5.7.54.92.21.93.72.55.6 8.2 3.9 4.3.53.28.16-06 to 9.59-06 174 49 30 270 911101161949811020092 90 126 771764   3.3 3.9 2.5 3.2 6.41.35.73.72.74.74.46.4 9.0 5.0 4.4.54.16.93-06 to 8.16-06 133 181 94 146 831001383243167258182 132 76 3753432383   4.2 5.0 3.1 4.2 7.02.16.74.03.16.26.88.1 10.2 5.6 7.12.25.25.89-06 to 6.93-06 210 292 107 16 45135302117796610183 180 102 2912092344   5.5 6.8 3.8 4.3 7.33.18.94.93.86.86.99.8 11.8 6.5 9.33.66.35.01-06 to 5.89-06 236 231 193 119 1682071662418934161186 152 63 2161202465   7.0 8.3 5.0 5.1 8.54.610.15.15.47.18.311.6 13.2 7.1 10.84.57.54.76-06 to 5.01-06 325 490 134 330 1471802401912628984180 161 351 2851133562   9.1 11.4 5.9 7.4 9.55.911.86.77.78.09.113.3 14.7 10.1 12.95.29.23.62-06 to 4.26-06 364 376 265 377 231354107373173128158246 388 303 1492444236   11.5 13.7 7.6 10.0 11.28.612.69.79.29.110.615.5 18.2 12.8 14.06.911.23.08-06 to 3.62-06 436 616 534 454 280212184109180138104380 285 224 3664004902   14.3 17.6 11.0 13.2 13.210.113.910.510.710.411.619.1 20.8 14.7 16.79.713.52.61-06 to 3.08-06 588 741 314 507 361366425362226252350408 501 547 5036177068   18.1 22.2 13.0 16.7 15.812.817.013.412.612.714.822.9 25.4 19.5 20.413.916.9 BRAIDWOOD-UFSAR 2.3-90 TABLE 2.3-34 (Cont'd) CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    2.22-06 to 2.61-06 640 649 618 486 404463585178257348279844 283 645 4875097675   22.2 26.3 17.0 20.1 18.616.321.314.914.815.817.430.8 28.0 25.1 24.017.420.61.89-06 to 2.22-06 957 758 490 476 433672350536290168313454 616 393 5564217883   28.4 31.0 20.1 23.4 21.721.323.819.217.317.420.335.0 33.6 28.6 28.020.324.31.61-06 to 1.89-06 955 926 689 632 671579629597311218529456 825 426 101466110118   34.5 36.8 24.6 27.8 26.525.528.424.020.019.425.239.3 41.1 32.3 35.524.829.11.36-06 to 1.61-06 922 779 993 641 572764572538617586407725 639 1020 61997111365   40.5 41.7 30.9 32.3 30.631.232.528.325.324.729.046.0 46.9 41.2 40.031.534.61.16-06 to 1.36-06 872 927 1314 817 491529744515457472485422 446 355 72783210405   46.1 47.5 39.4 38.0 34.135.137.932.429.229.033.550.0 51.0 44.3 45.337.239.49.86-07 to 1.16-06 1075 906 920 653 617709554426779443659208 442 574 71181010486   53.0 53.2 45.3 42.5 38.540.441.935.935.933.039.651.9 55.0 49.3 50.642.844.58.38-07 to 9.86-07 777 824 1240 625 930825823699846491611417 747 1217 79984412715   58.0 58.4 53.2 46.9 45.246.547.941.543.237.545.355.8 61.8 5939 56.448.650.47.12-07 to 8.38-07 769 937 668 744 954800375716446604757642 703 587 550104811300   63.0 64.2 57.5 52.0 52.052.450.647.247.043.052.361.8 68.3 65.0 60.555.855.96.06-07 to 7.12-07 684 611 561 656 617788927537465496597364 590 628 584113610241   67.4 68.1 61.1 56.6 56.458.257.351.551.047.557.965.2 73.6 70.5 64.763.660.85.15-07 to 6.06-07 580 727 783 694 789639836895593821492783 334 560 106369411283   71.1 72.6 66.1 61.4 62.063.063.458.756.155.062.472.5 76.7 75.4 72.568.466.24.37-07 to 5.15-07 725 659 717 726 541527477578631582454326 324 384 4957738919   75.8 76.7 70.7 66.5 65.966.966.863.461.560.366.775.5 79.6 78.8 76.273.770.53.72-07 to 4.37-07 605 540 620 500 494683342516445419339109 236 290 5355797252   79.7 80.1 74.7 70.0 69.471.969.367.565.464.169.876.6 81.8 81.3 80.177.773.93.16-07 to 3.72-07 627 488 434 593 646632817448636860776552 598 364 4896499609   83.7 83.2 77.5 74.1 74.176.675.371.170.872.077.081.7 87.2 84.5 83.782.178.52.69-07 to 3.16-07 500 464 320 468 446463366417376569304108 228 235 3003155879   87.0 86.1 79.6 77.3 77.280.077.974.574.177.179.882.7 89.3 86.5 85.984.381.30.00 to 2.69-07 2022 2222 3184 3258 31852694304831813018250921711852 1173 1543 1929228439273   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0 a X/Q values, exp ressed in (sec/m 3), are based on hourly onsi te meteorological data for the period of record January 1974 - December 1976.
Key:  2.22-06 = 2.22 x 10
-6.
BRAIDWOOD-UFSAR 2.3-91 TABLE 2.3-35 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR A 624-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (18 11 M), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.49-06 to  0 204 96 0 83 4000000146 1490 381 83503986   .0 1.4 .7 .0 5.7.0.0.0.0.0.01.0 10.2 2.6 5.7.01.75.51-06 to 6.49-06 323 453 216 0 28900490390759 37 111 14902425   2.2 4.5 2.1 .0 7.7.0.0.3.0.3.06.2 10.5 3.4 6.7.02.74.69-06 to 5.51-06 298 169 170 93 130019017108036621 187 130 30502580   4.3 5.7 3.3 .6 8.6.01.31.5.0.8.210.5 11.7 4.3 8.8.03.93.98-06 to 4.69-06 74 439 224 85 2404281541575836912 367 355 48503798   4.8 8.7 4.8 1.2 8.7.04.22.61.11.2.516.7 14.3 6.7 12.2.05.53.39-06 to 3.98-06 491 508 87 616 8804481631782901453 323 428 295554424   8.1 12.1 5.4 5.4 9.4.07.33.72.33.2.519.8 16.5 9.6 14.2.47.42.88-06 to 3.39-06 638 558 123 671 64506377446820079420 527 283 4973716391   12.5 16.0 6.3 10.0 13.8.013.04.25.54.61.022.7 20.1 11.6 17.62.910.12.45-06 to 2.88-06 862 628 501 926 3865101119282146194134132 528 227 7301707475   18.4 20.3 9.7 16.4 16.43.520.76.16.55.92.023.6 23.7 13.1 22.64.113.32.08-06 to 2.45-06 1085 495 248 296 131136611982416334669661 395 1083 4372608581   25.8 23.7 11.4 18.4 25.46.028.97.86.98.36.724.0 26.4 20.5 25.65.917.01.77-06 to 2.08-06 1206 1192 730 640 1008112511841198067441120694 723 879 130276514237   34.1 31.8 16.4 22.8 32.313.737.08.612.513.414.428.8 31.4 26.6 34.511.123.11.50-06 to 1.77-06 989 2230 1271 583 45889110444347725029981558 984 1004 128185915858   40.9 47.1 25.1 26.8 35.419.844.211.617.716.821.239.4 38.1 33.4 43.317.029.91.28-06 to 1.50-06 1167 2138 1650 992 1233106442510465663359571706 1372 684 1889240819632   48.9 61.8 36.4 33.6 43.927.147.118.721.619.127.851.1 47.5 38.1 56.233.538.31.09-06 to 1.28-06 1589 1561 3186 1569 1090112365418703321045793724 992 684 1519149020221   59.8 72.5 58.3 44.3 51.434.851.631.523.926.333.256.1 54.3 42.8 66.643.746.99.23-07 to 1.09-06 1310 1246 2043 1643 88413012917461060465647645 1017 924 1240156517027   68.7 81.0 72.3 55.6 57.443.753.636.631.229.437.760.5 61.3 49.1 75.154.454.27.84-07 to 9.23-07 1224 1127 1353 1197 1145170894999014135271292718 927 1459 410146217901   77.1 88.7 81.5 63.8 65.355.460.143.440.833.146.565.4 67.6 59.1 77.964.461.9 BRAIDWOOD-UFSAR 2.3-92 TABLE 2.3-35 (Cont'd)
CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.67-07 to 7.84-07 1512 625 911 1555 118811891021148912258006111014 874 1162 950186917995   87.5 93.0 87.8 7.5 73.463.667.153.649.238.550.772.4 73.6 67.1 84.477.269.65.67-07 to 6.67-07 493 475 434 819 1239115713699631126796530320 564 1281 875127213713   90.9 96.3 90.7 80.1 81.971.576.460.257.044.057.374.6 77.5 75.9 90.486.075.54.82-07 to 5.67-07 521 332 244 667 127112111366166911212246233312 486 1133 89076114463   94.4 98.5 92.4 84.6 90.679.885.871.764.659.455.976.7 80.8 83.6 96.591.281.74.09-07 to 4.82-07 233 27 239 544 38211305284561874955655567 375 742 3676829764   96.0 98.7 94.0 88.4 93.287.689.474.877.565.960.480.6 83.4 88.7 99.095.885.83.48-07 to 4.09-07 59 82 138 543 202560878642400719856522 206 605 1293886929   96.4 99.3 95.0 92.1 94.691.495.479.280.270.966.384.2 84.8 92.9 99.998.588.82.96-07 to 3.48-07 163 62 291 563 4593542737736608871004469 1020 360 10267374   97.5 99.7 97.0 95.9 97.793.897.384.584.776.973.287.4 91.8 95.3 100.098.792.02.51-07 to 2.96-07 287 44 213 185 2424351425737441131815169 213 445 005638   99.5 100.0 98.4 97.2 99.496.898.388.489.884.778.788.5 93.2 98.4 100.098.794.42.14-07 to 2.51-07 58 0 122 118 33322275368354091139455 253 232 01494598   99.9 100.0 99.3 98.0 99.697.099.892.195.687.586.691.7 95.0 100.0 100.099.796.41.82-07 to 2.14-07 6 0 105 271 1515824307269725382417 308 3 0433033   100.0 100.0 100.0 99.9 99.798.1100.094.297.492.489.294.5 97.1 100.0 100.0100.097.71.54-07 to 1.82-07 7 0 0 2 39710445168385176279 299 0 001871   100.0 100.0 100.0 99.9 100.098.6100.097.298.595.190.496.4 99.1 100.0 100.0100.098.51.31-07 to 1.54-07 0 0 0 17 062034211112720062 87 0 001008   100.0 100.0 100.0 100.0 100.099.0100.099.699.396.091.796.8 99.7 100.0 100.0100.098.91.12-07 to 1.31-07 0 0 0 0 02303531428721 1 0 00402   100.0 100.0 100.0 100.0 100.099.2100.099.699.796.193.797.0 99.7 100.0 100.0100.099.19.48-08 to 1.12-07 0 0  0 0 053058237912126 40 0 00400   100.0 100.0 100.0 100.0 100.099.6100.0100.099.896.694.597.2 100.0 100.0 100.0100.099.28.06-08 to 9.48-08 0 0 0 0 0420073759732 0 0 00553   100.0 100.0 100.0 100.0 100.099.8100.0100.099.999.295.297.4 100.0 100.0 100.0100.099.50.00 to 8.06-08 0 0 0 0 0220018122700381 0 0 001243   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0                       
*X/Q values, exp ressed in (sec/m 3), are based on hourly onsi te meteorological data for the period of record January 1974 - December 1976.
Key:  6.67-07 = 6.67 x 10
-7.
BRAIDWOOD-UFSAR 2.3-93  TABLE 2.3-36 MAXIMUM /Q AT THE OUTER BOU NDARY OF THE LOW POPULATION ZONE (1811 ME TERS), BRAIDWOOD SITE DOWNWIND /Q* SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS      N 9.5 1.3 .32 .063 NNE 13. 1.9 .50 .079 NE 11. 1.4 .31 .086 ENE 6.3 .94 .22 .057 E 18. 3.1 .70 .14 ESE 2.8 .45 .10 .029 SE 6.7 .94 .22 .055 SSE 5.7 .85 .23 .058 S 7.6 1.0 .25 .045 SSW 6.6 .94 .24 .059 SE 20. 2.7 .61 .049 WSW 19. 3.1 .70 .16 W 18. 2.4 .60 .17 WNW 12. 1.6 .41 .072 NW 15. 2.0 .46 .088 NNW 2.7 .48 .15 .035 All sectors 20. 3.3 1.4 .69 

 * /Q values, expressed in (sec/m
: 3) x 10-4 , are based on hourly onsite meteorological da ta for the period of record January 1974 - December 1976.
BRAIDWOOD-UFSAR 2.3-94 TABLE 2.3-37 FIVE % PROBABILITY LEVEL /Q AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 ME TERS), BRAIDWOOD SITE DOWNWIND /Q* SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS      N 5.2 1.2 0.63 0.40 NNE 6.9 1.4 0.70 0.54 NE 5.0 0.96 0.50 0.38 ENE 6.6 1.3 0.52 0.35 E 7.2 1.4 1.1 0.73 ESE 5.0 1.1 0.48 0.23 SE 8.5 2.1 0.94 0.37 SSE 5.2 1.3 0.57 0.27 S 6.0 1.3 0.53 0.30 SSW 6.2 1.4 0.78 0.29 SW 7.2 1.4 0.77 0.22 WSW 10. 2.2 1.5 0.55 W 16. 3.3 1.5 0.94 WNW 9.0 1.5 0.80 0.41 NW 9.8 2.1 0.79 0.74 NNW 5.8 1.1 0.46 0.22 All sectors 7.1 1.4 0.71 0.41 

 * /Q values, expressed in (sec/m
: 3) x 10-5 , are based on hourly onsite meteorolog ical data for the period of record January 1974 -
December 1976.
BRAIDWOOD-UFSAR 2.3-95 TABLE 2.3-38 FIFTY % PROBABILITY LEVEL /Q AT THE OUTER BOUNDARY OF LOW POPULATION ZONE (1811 ME TERS), BRAIDWOOD SITE DOWNWIND /Q* SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS      N 6.8 1.9 1.1 1.3 NNE 6.6 1.9 1.1 1.5 NE 5.5 1.5 0.90 1.2 ENE 5.8 1.5 0.76 1.0 E 5.2 1.5 0.75 1.1 ESE 5.2 1.5 0.76 0.85 SE 5.7 1.6 0.74 1.2 SSE 5.4 1.5 0.64 0.71 S 5.4 1.6 0.63 0.66 SSW 5.6 1.6 0.58 0.53 SW 6.1 1.7 0.75 0.69 WSW 11. 2.5 1.2 1.3 W 14. 3.2 1.2 1.2 WNW 13. 2.7 0.98 0.91 NW 8.8 2.3 1.0 1.4 NNW 7.1 1.9 0.81 0.99 All sectors 6.6 1.8 0.85 1.0 

 * /Q values, expressed in (sec/m
: 3) x 10-6 , are based on hourly onsite meteorolog ical data for the period of record January 1974 -
December 1976.
BRAIDWOOD-UFSAR 2.3-96 TABLE 2.3-39 ANNUAL AVERAGE /Q AT THE ACTUAL BRAIDWOOD SITE BOUNDARY

DOWNWIND ACTUAL SITE  SECTOR BOUNDARY (km) /Q*    N 0.61 8.5 NNE 0.91 5.0 NE 0.79 4.1 ENE 0.70 4.9 E 1.04 2.3 ESE 2.71 0.86 SE 3.41 0.65 SSE 3.44 0.57 S 4.63 0.34 SSW 0.98 1.4 SW 0.63 2.8 WSW 0.53 6.3 W 0.52 12.
WNW 0.50 11. NW 0.50 7.8 NNW 0.51 6.7 

 * /Q values, expressed in (sec/m
: 3) x 10-7 , are based on hourly onsite meteorolog ical data for the period of record January 1974 -
December 1976.
BRAIDWOOD-UFSAR 2.3-97 TABLE 2.3-40 ANNUAL AVERAGE /Q AT VARIOUS DISTAN CES FROM THE BRAIDWOOD STATION
*  /Q DOWNWARD 0.5 1.5 2.5 3.5 4.5 7.5 15 25 35 45 SECTOR MILES MILES MILES MILES MILES MILES MILE S MILES MILES MILES            N 56. 14. 8.2 5.7 4.3 2.4 1.0 0.55 0.36 0.27 NNE 60. 15. 9.0 6.4 4.8 2.7 1.2 0.62 0.41 0.30 NE 40. 11. 6.7 4.8 3.6 2.0 0.89 0.48 0.32 0.23 ENE 40. 9.8 6.0 4.2 3.2 1.8 0.78 0.43 0.28 0.21 E 33. 8.9 5.6 4.0 3.1 1.8 0.79 0.43 0.29 0.22 ESE 34. 9.5 5.9 4.2 3.2 1.8 0.77 0.41 0.27 0.20 SE 31. 8.8 5.6 4.0 3.1 1.8 0.81 0.44 0.30 0.22 SSE 25. 7.6 5.0 3.6 2.8 1.6 0.72 0.39 0.26 0.19 S 19. 5.8 3.9 2.9 2.2 1.3 0.58 0.32 0.21 0.16 SSW 19. 6.0 3.9 2.9 2.2 1.2 0.55 0.29 0.19 0.14 SW 20. 6.5 4.1 2.9 2.2 1.3 0.54 0.29 0.19 0.14 WSW 33. 8.7 5.4 3.9 2.9 1.6 0.71 0.38 0.25 0.18 W 57. 13. 7.5 5.2 3.9 2.2 0.95 0.51 0.34 0.25 WNW 49. 11. 6.2 4.3 3.2 1.8 0.80 0.43 0.29 0.22 NW 36. 8.7 5.3 3.8 2.9 1.6 0.71 0.38 0.26 0.19 NNW 33. 8.6 5.3 3.7 2.8 1.6 0.70 0.38 0.25 0.18 

 * /Q values, expressed in (sec/m
: 3) x 10-8 , are based on hourly o nsite meteorolog ical data for the period of record Jan uary 1974 - December 1976.
BRAIDWOOD-UFSAR 2.3-98    REVISI ON 5 - DECEMBER 1994 

Table 2.3-41 has been deleted intentionally 

BRAIDWOOD-UFSAR 2.3-99     REVIS ION 2 - DECEMBER 1990 

TABLE 2.3-42 has been deleted intentionally. 

BRAIDWOOD-UFSAR 2.3-100 TABLE 2.3-43 A COMPARISON OF AVERAGE MONTHLY TEMPERATURES FROM BRAIDWOOD (1974-1976) AND SPRINGFIELD (1941-1970)
AVERAGE MONTH BRAIDWOOD SPRINGFIELD    January 24.1 26.7 

February 30.8 30.4 March 38.5 39.4 April 49.3 53.1 

May 59.9 63.4 

June 69.7 72.9 

July 74.1 76.1 August 71.7 74.4 September 60.9 67.2 

October 52.1 56.6 

November 38.6 41.9 

December 27.2 30.5 

Year 49.7 52.7 

BRAIDWOOD-UFSAR 2.3-101 TABLE 2.3-44 1977 - TOTAL SUSPENDED PARTICULATES (MICROGRAMS PER CUBIC METER)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            COOK COUNTY                      Arlington Heights 33 S. Arlington Heights Rd. 115 2 0 168 152 147 146 62 1.55            Bedford Park 6535 S. Central 60 2 0 254 155 146 127 73 1.50            Bedford Park 6700 S. 78th Ave. 60 0 0 133 126 125 117 64 1.49            Blue Island 12700 Sacramento 115 11 1 282 216 205 196 78 1.55 Blue Island (RASN) 12700 Sacramento 4 0 0 117 70 57 56 Calumet City 755 Pulaski Road 111 7 1 264 200 200 183 66 1.63 Chicago Heights 450 State Street 24 5 0 243 238 216 172 Chicago Heights Dixie Highway and 10th 108 3 0 191 178 175 147 56 1.65            Cicero 15th St. and 50th Avenue 101 4 0 210 172 160 155 76 1.54            Des Plaines 1755 S. Wolf Road 111 1 0 157 142 141 134 58 1.58 Evanston 1454 Elmwood 52 0 0 113 89 82 73 39 1.45 Flossmoor 999 Kedzie Avenue 107 1 0 174 144 144 138 55 1.57 Franklin Pk. 3400 N. Rose Street 113 3 0 179 160 156 138 59 1.58 BRAIDWOOD-UFSAR 2.3-102 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Glenview 1930 Prairie Street 30 1 0 176 125 124 120 Harvey 157th and Lexington 106 9 0 229 221 215 207 67 1.70 Hillside Wolf Road and Harrison 113 2 0 172 166 138 126 57 1.56 McCook 50th Street and Glencoe 56 15 0 209 187 181 179 110 1.53            McCook Route 66 and Lawndale 50 10 0 219 217 199 187 101 1.53 Midlothian 15202 Crawford Avenue 116 3 0 158 154 152 142 49 1.58 Morton Grove 9111 Waukegan 111 2 0 169 151 145 125 58 1.62 Niles 8955 Greenwood Avenue 106 1 0 201 141 140 127 56 1.62 Oak Park Lake and Grove St. 112 0 0 137 122 111 107 53 1.52 Orland Park 133rd and LaGrange 109 1 0 177 142 135 134 52 1.67 Palatine 1000 Quentin Road 114 3 0 162 156 152 138 49 1.64 Park Forest 100 Park Avenue 109 1 0 155 134 127 114 48 1.56 River Forest Lathrop and Oak Avenue 115 1 0 173 134 130 128 55 1.58            Skokie 4401 Dempster 54 1 0 208 125 109 93 48 1.82 Skokie 7701 Lincoln 56 0 0 140 113 110 106 55 1.57 Summit 60th and 74th Avenue 111 11 0 196 186 172 163 78 1.63  

BRAIDWOOD-UFSAR 2.3-103 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Wilmette 9th Street and Central Avenue 113 0 0 142 124 112 102 43 1.71 Winnetka 112 Willow 58 0 0 111 89 84 81 39 1.65 

Chicago:           

Addams Elementary School 10810 S. Avenue "H" 114 33 8 385 351 342 329 118 1.69 

Anthony Elementary School 9800 S. Torrence Ave. 109 17 1 313 248 232 230 88 1.65 Austin West High           School 118 North Central 114 10 0 238 187 173 170 80 1.70 

Calumet High Sch. 8131 South May St. 112 8 1 278 255 213 175 69 1.60 

Carver High Sch. 801 East 133rd Pl. 108 13 2 292 285 235 232 83 1.62 

CAMP 445 Plymouth Court 7 2 0 202 174 115 98   

Central Office Building 320 North Clark 4 0 0 101 78 74 44   

Chicago Vocational H.S. 2100 E. 87th Street 105 8 2 282 281 200 177 75 1.69 

BRAIDWOOD-UFSAR 2.3-104 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Cooley Vocational           H.S. 1225 North Sedgwick 114 19 1 373 245 235 234 95 1.57 Crib 68th St. and Lake           Michigan 67 1 0 152 148 145 136 50 1.99 Edgewater 5358 North Ashland           Avenue 101 4 0 218 208 167 157 65 1.62 Farr Dormitory 3300 S. Michigan Ave. 29 2 0 245 155 147 140 Fenger Junior           College 11220 South Wallace 106 12 2 291 277 245 233 72 1.66 G.S.A. Building 538 South Clark 111 6 0 225 221 183 163 78 1.59 Hale Elementary           School 6140 South Melvina Ave. 111 13 3 378 287 280 250 88 1.64            Kelly High School 4136 South California 113 10 1 374 241 233 213 81 1.60            Kenwood High           School 5015 Blackstone 110 9 3 309 300 261 215 66 1.76 Lakeview High           School 4015 North Ashland 113 7 0 251 204 178 175 66 1.71 Lindblom High           School 6130 S. Wolcott Ave. 106 6 2 288 261 230 175 77 1.58 

BRAIDWOOD-UFSAR 2.3-105 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Logan Square 2960 W. Cortland Ave. 56 1 0 160 142 140 138 73 1.51 Medical Center 1947 W. Polk 58 5 0 177 168 164 164 79 1.53 South Water Filt.           Plant 3300 E. Cheltenham 92 13 3 405 319 269 260 78 1.90 Steinmetz High           School 3030 N. Mobile Avenue 111 1 0 219 139 136 133 62 1.59 Stevenson Elem.           School 8010 S. Kostner Avenue 104 9 2 429 265 323 170 69 1.74 Sullivan High           School 6631 N. Bosworth 106 1 0 156 146 127 121 53 1.69 Taft High School 5625 N. Natoma 100 11 1 276 220 210 207 70 1.81            Von Steuben High           School 5039 N. Kimball Ave. 109 3 0 176 159 154 148 59 1.63 Washington High           School 3500 E. 114th St. 113 67 19 1106 688 617 601 170 1.72            DuPAGE COUNTY                      Addison 130 W. Army Trail Rd. 56 0 0 112 108 107 100 54 1.43 Bensenville Main and York 56 10 1 267 213 211 209 88 1.68 

BRAIDWOOD-UFSAR 2.3-106 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Bensenville 375 Meyer 59 2 0 159 154 146 143 63 1.63 Elmhurst 118 Schiller 58 2 0 235 160 147 130 71 1.53 Naperville 175 Jackson Street 57 1 0 165 135 125 123 58 1.52 West Chicago DuPage County Airport 55 0 0 127 119 118 109 48 1.51 West Chicago 128 W. McConnell 54 2 0 179 167 135 131 56 1.47 Wheaton 201 Reber Street 59 0 0 145 130 111 108 59 1.53 KANE COUNTY                      Elgin 1002 North Liberty 42 0 0 139 118 117 117 56 1.56 KANKAKEE COUNTY                      Bradley 610 East Liberty 51 4 1 281 206 167 166 70 1.72 KENDALL COUNTY                      Plano Main Street 24 0 0 135 122 114 109 LAKE COUNTY                      Island Lake Island Lake Grade School 56 1 0 155 101 99 95 47 1.59            Lake Bluff 121 E. Sheridan 55 0 0 124 88 86 75 40 1.52 

BRAIDWOOD-UFSAR 2.3-107 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            North Chicago           (RASN) 1850 Lewis Avenue 36 0 0 145 140 100 91 Waukegan 106 Utica 60 2 0 159 151 149 148 62 1.56 Waukegan Golf and Jackson 44 0 0 139 127 127 106 46 1.74 Waukegan 2200 Brookside 58 0 0 143 117 110 110 52 1.52 McHENRY COUNTY                      Cary 1st St. and Three Oaks Rd. 51 0 0 126 110 84 82 41 1.55            Crystal Lake Franklin and Caroline 45 0 0 108 99 98 80 44 1.49 WILL COUNTY                      Crete North and Elizabeth 39 0 0 108 99 98 80 -- ---
Joliet 5 East Van Buren 38 1 1 368 137 128 128 -- ---
Joliet Midland and Campbell 44 0 0 146 146 139 121 -- ---
Joliet 1425 North Broadway 30 2 0 163 154 139 120 -- ---
Joliet Copperfield and Briggs 29 0 0 142 81 61 59 -- ---
Joliet Joliet and Benton 56 6 0 210 200 171 163 80 1.69 

BRAIDWOOD-UFSAR 2.3-108 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Joliet 1216 Houbolt 49 0 0 127 95 87 86 48 1.57 Joliet 501 Ella 38 3 0 165 161 158 135 80 1.51 Lockport 5th and Madison 44 2 0 164 157 150 146 63 1.64 Mokena 10940 Front Street 52 3 0 207 177 162 143 62 1.56 Monee 432 E. Main Street 40 1 0 188 140 134 109 56 1.62 Plainfield 1005 Eastern 44 3 0 165 162 156 135 59 1.62 Rockdale Well #2 Pump Station 56 3 1 262 158 155 150 87 1.46 Romeoville Naperville Road 44 2 0 160 155 146 135 58 1.71 Wilmington South Joliet Street 44 0 0 123 111 110 105 54 1.51 

BRAIDWOOD-UFSAR 2.3-109 TABLE 2.3-45 1977 - SHORT-TERM TRENDS FOR TOTAL SUSPENDED PARTICULATES ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Arlington Heights 33 S. Arlington Heights Rd. - - - - 72 67 62 Bedford Park 6535 S. Central 99 105 93 104 104 78 73 Bedford Park 6700 S. 78th Ave. 83 85 88 93 79 69 64 Blue Island 12700 Sacramento 80 66 97 93 92 85 78 Calumet City 755 Pulaski Road 68 56 71 90 77 74 66 Chicago Heights 450 State Street - 80 71 - 139 - -          Chicago Heights Dixie Highway and 10th 61 47 60 72 63 63 56 Cicero 15th Street and 50th Avenue 77 74 88 89 90 75 76 Des Plaines 1755 South Wolf Road 53 44 59 57 61 54 58 Evanston 1454 Elmwood - 60 51 42 41 38 39 Flossmoor 999 Kedzie Avenue 45 50 60 63 58 66 55 Franklin Pk. 3400 North Rose Street 63 53 63 69 70 59 59 Glenview 1930 Prairie Street 65 68 61 54 - - -
Harvey 157th and Lexington 89 56 78 83 79 75 67 Hillside Wolf Road and Harrison 58 59 67 74 68 68 57 

BRAIDWOOD-UFSAR 2.3-110 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 McCook 50th Street and Glencoe 114 113 125 94 104 101 110 McCook Route 66 and Lawndale 135 120 107 96 99 91 101 Midlothian 15202 Crawford Avenue 54 42 57 68 62 59 49 Morton Grove 9111 Waukegan 70 51 61 57 - 54 58 Niles 8955 Greenwood Avenue 49 46 66 63 68 56 56 Oak Park Lake and Grove St. - - - 53 Orland Park 133rd and LaGrange 63 48 58 61 65 69 52 Palatine 1000 Quentin Road 47 33 43 52 51 57 49 Park Forest 100 Park Avenue 50 43 51 57 51 47 48 River Forest Lathrop and Oak Avenue 66 54 67 68 67 59 55 Skokie 4401 Dempster - 39 49 48 Skokie 7701 Lincoln - - - - 44 58 55 Summit 60th and 74th Avenue 57 62 86 87 89 88 78 Wilmette 9th Street and Central Avenue 44 38 41 54 48 42 43 Winnetka 112 Willow 53 61 36 39 38 42 39 

BRAIDWOOD-UFSAR 2.3-111 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Chicago:                  Addams Elementary School 10810 South Avenue "H" 132 115 122 129 105 131 118 Anthony Elementary School 9800 South Torrence Avenue 102 97 91 95 86 90 88 

Austin West High School 118 North Central - - - - - 89 80          Calumet High School 8131 South May Street 92 80 82 80 69 73 69 Carver High School 801 East 133rd Place 108 101 92 73 73 91 83 CAMP 445 Plymouth Court 173 155 156 120 121 122 -
Central Office Building 320 Clark 115 97 82 - - -
Chicago Vocational High School 2100 E. 87th Street 99 84 82 91 76 79 75 Cooley Vocational High School 1225 North Sedgwick 132 116 126 112 94 94 95 Crib 68th St. and Lake Michigan - - 62 52 - - 50          Edgewater 5358 North Ashland - - - - - 69 65 Farr Dormitory 3300 South Michigan Ave. 109 87 79 85 Fenger Junior College 11220 South Wallace 93 79 79 85 80 80   72 G.S.A. Building 538 South Clark 116 101 108 103 95 80   78 

BRAIDWOOD-UFSAR 2.3-112 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Hale Elementary School 6140 South Melvina 100 87 92 80 68 88 88 Kelly High School 4136 South California 96 96 88 90 85 83 81 Kenwood High School 5015 Blackstone 91 80 76 70 65 71 66 Lakeview High School 4015 North Ashland 93 80 83 75 70 72 66 Lindblom High School 6130 South Wolcott Ave. 83 89 80  63 75 77 Logan Square 2960 W. Cortland Ave. 104 85 78 81 72 66 73 Medical Center 1947 West Polk 122 103 127 86 90 72 79 South Water Filt. Plant 3300 E. Cheltenham 95 67 68 68 67 67 78 Steinmetz High School 3030 N. Mobile Ave. 72 67 72 65 67 64 62 Stevenson Elem. School 8010 S. Kostner Ave. 87 83 79 69 75 77 69 Sullivan High School 6631 N. Bosworth 84 71 65 63 57 58 53 Taft High School 5625 N. Natoma 76 70 76 76 60 64 70 Von Steuben High School 5039 N. Kimball Ave. 85 48 64 64 70  59          Washington High School 3500 E. 114th Street 168 134 163 153 148 175 170 

BRAIDWOOD-UFSAR 2.3-113 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 DuPAGE COUNTY Addison 130 W. Army Trail Rd. 72 91 81 66 68 53 54 Bensenville Main and York 160 114 110 100 93 109 88 Bensenville 375 Meyer - - -  55 57 63 Elmhurst 118 Schiller 94 95 69 73 69 69 71 Naperville 175 Jackson Street -  65 69 68 58 58 West Chicago DuPage County Airport -  51 51 68 51 48 West Chicago 128 W. McConnell - - 60 58 70 59 56 Wheaton 201 Reber Street 75 76 51 40  58 59 KANE COUNTY Elgin 1002 North Liberty 89 92 56 57 60 59 56 KANKAKEE COUNTY                  Bradley 610 East Liberty - - - -   70 KENDALL COUNTY                  Plano Main Street - - - -  62  

BRAIDWOOD-UFSAR 2.3-114 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 LAKE COUNTY Island Lake Island Lake Grade School 89 53 58 41 47 46 47 Lake Bluff 121 E. Sheridan 50 55 43 39 42 43 40 North Chicago 1850 Lewis Avenue 86 83 69 58 65 58 62 Waukegan Golf and Jackson - - - - -  46 Waukegan 2200 Brookside - - - - -  52 McHENRY COUNTY                  Cary 1st St. and Three Oaks Rd. 64  60   41          Crystal Lake Franklin and Caroline 44 53   46 49 44 WILL COUNTY Crete North and Elizabeth 96 84 56 65 60 72 Joliet 5 East Van Buren  105 81  77 91 Joliet Midland and Campbell 87 97 68 87 71 72 Joliet 1425 North Broadway 98 97 78 86 78 Joliet Copperfield and Briggs 97 84 66 72 72 71  

BRAIDWOOD-UFSAR 2.3-115 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Joliet Joliet and Benton 114 95 83 78 94 83 80 

Joliet 1216 Houbolt - - 61 59 58 75 43 

Joliet 501 Ella - - 63 85 79 82 80 

Lockport 5th and Madison 87 79 62 74 70 68 63 

Mokena 10940 Front Street 87 72 61 73 61 73 62 

Monee 432 E. Main Street 61 49 41 63 48 64 56 

Plainfield 1005 Eastern - - -   86 59          Rockdale Well #2 Pump Station 112 104 80 112 97 104 87 

Romeoville Naperville Road 78 48 36 77 65 80 58 

Wilmington South Joliet Street - - - - -  54 

____________________ - Site not in operation during year shown. 

BRAIDWOOD-UFSAR 2.3-116 TABLE 2.3-46 1977 - SULFUR DIOXIDE PARTS PER MILLION NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION COOK COUNTY Bedford Park 6535 South Central 6647  0 0 .321 .110 .086 .046 .016 1.90 58 NA 0  NA  NA .017 .015 .005 2.50 Bedford Park 6700 South 78th  57 NA 0  NA  NA .017 .016 .004 1.78 Blue Island 12700 Sacramento  116 NA 1  NA  NA .158 .085 .007 3.65 Blue Island (RASN) 12700 Sacramento  6 NA 0  NA  NA .049 .029 Calumet City 755 Pulaski Road 7181  0 1 .21 .16 .15 .12 .02 2.61 

113 NA 0  NA  NA .027 .016 .003 2.32 Chicago Heights Dixie Highway           

and 10th 7504  0 0 .16 .12 .06 .06 .02 2.31 113 NA 0  NA  NA .030 .027 .003 2.64 Cicero 15th Street and           

50th Avenue  117 NA 0  NA  NA .063 .048 .007 3.62 Des Plaines 1755 South Wolf Road  112 NA 0  NA  NA .028 .027 .003 2.38 Flossmoor 999 Kedzie  117 NA 0  NA  NA .031 .025 .004 2.79 Harvey 157th and Lexington  108 NA 0  NA  NA .038 .034 .004 2.87 

BRAIDWOOD-UFSAR 2.3-117 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Hillside Wolf Road and            Harrison 7600  0 0 .17 .15 .08 .07 .02 2.31 116 NA 0  NA  NA .035 .033 .002 2.02 McCook 50th Street and            Glencoe 7591  0 0 .138 117 .058 .058 .014 2.20 

Morton Grove 9111 Waukegan  115 NA 0  NA  NA .027 .021 .003 2.53 

Oak Park 834 Lake Street  114 NA 0  NA  NA .043 .039 .007 3.49 

Park Forest 100 Park Ave. 113 NA 0  NA  NA .042 .025 .003 2.57 

Skokie 9800 Lawler 7216  0 0 .08 .08 .05 .04 .01 2.03 114 NA 0  NA  NA .042 .023 .003 2.26 

Summit 60th and 74th Ave. 111 NA 0  NA  NA .034 .027 .007 3.30 

Wilmette 9th Street and Central Avenue  115 NA 0  NA  NA .059 .040 .004 2.70             Chicago:            

Addams Elementary School 10810 South Ave. "H"  58 NA 0  NA  NA .051 .044 .013 3.58 

BRAIDWOOD-UFSAR 2.3-118 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Anthony Elementary            School 9800 South Torrence  53 NA 0  NA  NA .069 .049 .008 3.23 Austin West            High School 118 North Central 1377  0 0 .06 .05 .02 .02 60 NA 0  NA  NA .063 .044 .010 3.14 Calumet High            School 8131 South May  61 NA 0  NA  NA .023 .013 .004 2.64 Carver High Sch. 801 East 133rd Pl. 58 NA 0  NA  NA .052 .039 .008 3.19 

CAMP 445 Plymouth 7365  0 1 .207 .173 .142 .116 .017  -
7 NA 0  NA  NA .041 .030 Cermak Pump Station 735 W. Harrison 3204  0 0 .10 .10 .08 .06   

Central Office            Building 320 North Clark  0 - -  -  -  -  -
Chicago Vocational H.S. 2100 E. 87th St. 60 NA 0  NA  NA .053 .051 .010 3.13 Cooley Vocational H.S. 1225 N. Sedgwick  61 NA 0  NA  NA .083 .080 .013 4.24 

Crib 68th St. and Lake Michigan  36 NA 0  NA  NA .073 .024 .009 2.86 

BRAIDWOOD-UFSAR 2.3-119 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Edgewater 5358 N. Ashland 1859  0 0 .07 .07 .04 .04      56 NA 0  NA  NA .049 .024 .007 3.09 

Fenger Junior            College 11220 S. Wallace 2102  0 0 .07 .06 .03 .03      60 NA 0  NA  NA .041 .037 .007 3.24 

G.S.A. Building 538 South Clark  56 NA 0  NA  NA .115 .092 .019 4.22 

Hale Elementary School 6140 S. Melvina  61 NA 0  NA  NA .082 .043 .013 2.96 

Kelly High School 4136 S. California  60 NA 0  NA  NA .031 .029 .006 2.91 

Kenwood High Sch. 5015 Blackstone 2077  0 0 .04 .04 .03 .03 61 NA 0  NA  NA .066 .064 .014 2.61 

Lakeview High Sch. 4015 N. Ashland  61 NA 0  NA  NA .078 .067 .011 3.25 Lindbloom High Sch. 6130 S. Wolcott 3777  0 0 .05 .05 .04 .04      60 NA 0  NA  NA .043 .038 .007 3.26 

Medical Center 1947 West Polk 7883  0 0 .214 .149 .076 .073 .012 2.13 

South Water Filt.
Plant 3300 E. Cheltenham  56 NA 0  NA  NA .022 .017 .005 2.63 

BRAIDWOOD-UFSAR 2.3-120 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION State Office            Building 160 North LaSalle 5854  0 0 .205 .200 .122 .120 Steinmetz High            School 3030 North Mobile  59 NA 0  NA  NA .049 .039 .010 3.14 Stevenson Elem.            School 8010 S. Kostner 2015  0 0 .05 .05 .02 .02 57 NA 0  NA  NA .032 .020 .006 2.94 Sullivan High            School 6631 N. Bosworth  60 NA 0  NA  NA .051 .047 .009 3.25 Taft High School 5625 N. Natoma 1813  0 0 .05 .05 .04 .04 56 NA 0  NA  NA .049 .037 .007 3.27 Washington High            School 3500 E. 114th St. 60 NA 0  NA  NA .056 .037 .010 3.40 DuPAGE COUNTY Bensenville 375 Meyer  44 NA 0  NA  NA .037 .024 .007 2.48 LAKE COUNTY Waukegan Golf and Jackson 6641  0 0 .100 .095 .087 .081 .012 2.07 Waukegan 3010 Grand Avenue  46 NA 0  NA  NA .042 .020 .006 2.35 

BRAIDWOOD-UFSAR 2.3-121 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION WILL COUNTY Joliet Midland and Campbell  32 NA 0  NA  NA .023 .018 Joliet Joliet and Benton 8062  0 0 .172 .082 .045 .038 .008 .174 Lockport 5th and Madison  30 NA 0  NA  NA .016 .011 Rockdale Well #2 Pump Station  32 NA 0  NA  NA .025 .021 Romeoville Naperville Road  13 NA 0  NA  NA .024 .013  

____________________
NA - Not Applicable. 

BRAIDWOOD-UFSAR 2.3-122 TABLE 2.3-47 1977 - SHORT-TERM TRENDS FOR SULFUR DIOXIDE ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 COOK COUNTY Bedford Park 6535 South Central .028 .017 .016 .021 .007 .018 .016 Bedford Park 6700 South 78th .026 .022 .016  .006 .005 .004 Blue Island 12700 Sacramento - .004 .006 .016 .029 .019 .007 Calumet City 755 Pulaski .013 .009 .009 .012 .010 .02  .02 Chicago Heights Dixie Highway and 10th .013 .012 .011 .012 .009 .02  .02 Cicero 15th Street and 50th Avenue .013 .012 .012 .010 .010 .007 .007 Des Plaines 1755 South Wolf Road - -  .001 .002 .004 .003 .003 Flossmoor 999 Kedzie - -  - -  .008 .004 Harvey 157th and Lexington .015 .007 .008 .009 .011 .005 .004 Hillside Wolf Road and Harrison .009 .008 .004 .006 .006 .003 .02 McCook 50th and Glencoe .037 .035 .035   .015 .014 Morton Grove 9111 Waukegan .023 .006 .004 .004  .004 .003 Oak Park 834 Lake Street - -  - - - - .007 Park Forest 100 Park Avenue .004 .004 .005 .004 .004 .002 .003 

BRAIDWOOD-UFSAR 2.3-123 TABLE 2.3-47 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Skokie 9800 Lawler - -  - -  .02 .01          Summit 60th and 74th Avenue .007 .007 .004 .015 .010 .007 .007 Wilmette 9th Street and Central Avenue .020 .005 .002 .003 .005 .003 .004 Chicago:                  Addams Elementary School 10810 South Avenue "H" - .020 .026 .021 .016 .015 .013 Anthony Elementary School 9800 South Torrence - .015 .011 .003 .007 .009 .008 Austin West High School 118 North Central - -  - -  .006 .010 Calumet High School 8131 South May .015 .023 .016 .013 .009 .007 .004 Carver High School 801 East 133rd Place .024 .022 .016 .013 .008 .010 .008 CAMP 445 Plymouth - -   .019 .019 .020 .017 Cermak Pump Station 735 West Harrison - -  - - - -           Central Office Building 320 North Clark - -  - .016  .010           Chicago Vocational High School 2100 E. 87th Street .007 .014 .014 .912 .009 .008 .010 Cooley Vocational High School 1225 North Sedgwick .030 .025 .022 .021 .016 .011 .013 Crib 68th and Lake Michigan - -  - - - -  .009  

BRAIDWOOD-UFSAR 2.3-124 TABLE 2.3-47 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Edgewater 5358 North Ashland - -  - - - - .007 Fenger Junior College 11220 South Wallace .017 .022 .016 .014 .011 .009 .007 G.S.A. Building 538 South Clark .027 .036 .030 .023 .019 .013 .019 Hale Elementary School 6140 South Melvina .017 .027 .021 .014 .011 .012 .013 Kelly High School 4136 South California .024 .020 .014 .011 .011 .007 .006 Kenwood High School 5015 Blackstone   - .025 .019 .014 .011 .007 .014 Lakeview High School 4015 North Ashland .029 .027 .019 .010 .013 .009 .011 Lindbloom High School 6130 South Wolcott .016 .018 .011 .013 .008 .007 .007 Medical Center 1947 West Polk - -   .031 .017 .015 .012 South Water Filt. Plant 3300 E. Cheltenham - .016 .015 .008 .006 .008 .005 Steinmetz High School 3030 North Mobile .018 .014 .009 .007 .007 .006 .010 Stevenson Elem. School 8010 South Kostner .012 .014 .019 .014 .011 .009 .006 Sullivan High School 6631 North Bosworth .019 .022 .016 .010 .006 .007 .009 Taft High School 5625 North Natoma .016 .017 .012 .010 .007 .006 .007 Washington High School 3500 East 114th Street - -  .021 .022 .013 .011 .010 

____________________ 
- Site not in operation during year shown. 

BRAIDWOOD-UFSAR 2.3-125 TABLE 2.3-48 PRECIPITATION FOR AU RORA AND KANKAKEE

PRECIPITATION   (inches) AURORA (1901-1962) KANKAKEE (1917-1962)    Monthly Maximum 14.86 (October 1954) 10.6 9 (October 1941)
Monthly Minimum  0.08 (January 1961)  0.1 0 (February 1947) 24-hour Maximum 10.48 (October 1954)  8.4 3 (July 1957)
SNOWFALL (inches) AURORA (1901-1962) KANKAKEE (1917-1962)    Monthly Maximum 36.4 (December 1951) 25.7 (January 1918) 

BRAIDWOOD-UFSAR 2.3-126   REVISI ON 5 - DECEMBER 1994 TABLE 2.3-49 MINIMUM EXCLUSION AREA BOUNDARY (MEAB) DISTA NCES FOR BRAIDWOOD

MINIMUM EXCLUSION AREA SECTOR BOUNDARY DISTANCE (feet)
N 1760   NNE 2000   NE 2165   ENE 2075   E 2075   ESE 2075   SE 2030   SSE 1875   S 1875   SSW 1875   SW 1840   WSW 1700   W 1700   WNW 1625   NW 1625   NNW 1625 BRAIDWOOD-UFSAR 2.3-127       REVISI ON 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-50 BRAIDWOOD STATION JOINT WIND-STABILITY CLASS FREQUENCY DISTRIBUTION (1994-1998) 34 FT METEOROLOGICAL TOWER LEVEL Wind Direction Category Stability Class Wind Speed Category(1) (2) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWTotal 2 0 0 2 3 0 1 3 2 0 3 0 0 1 0 0 0 15 3 32 29 99 71 78 37 52 74 63 38 27 42 51 34 39 27 793 4 71 77 67 12 16 20 19 35 62 108 61 71 76 82 108 106 991 5 2 6 0 0 0 1 9 16 30 38 21 7 16 45 19 18 228 6 0 0 0 0 0 0 0 4 9 5 1 0 0 1 0 0 20 1 (A) 7 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 4 2 0 1 5 6 6 1 1 3 4 0 0 0 1 1 1 2 32 3 31 29 51 53 53 43 48 53 30 30 30 30 62 42 42 35 662 4 32 45 37 18 15 7 13 27 48 61 49 54 47 86 74 66 679 5 5 4 3 0 0 0 5 14 19 26 27 12 20 30 12 15 192 6 0 0 0 0 0 0 0 1 5 3 0 0 1 3 0 0 13 2 (B) 7 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 2 1 3 3 12 11 6 6 2 4 2 1 3 3 1 2 0 60 3 42 46 77 68 77 59 57 67 42 43 44 51 82 76 62 45 938 4 41 44 47 9 16 7 23 47 54 74 81 79 78 104 106 70 880 5 9 9 2 0 0 1 7 22 26 49 22 20 19 34 15 16 251 6 1 0 0 0 0 0 0 2 2 11 0 1 1 5 0 0 23 3 (C) 7 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 2 40 72 105 167 151 50 28 23 15 13 25 32 49 81 87 55 993 3 293 348 507 601 397 294 295 326 178 164 241 364 482 464 534 436 5924 4 259 419 452 247 98 130 236 362 330 392 490 409 546 635 437 436 5878 5 57 129 67 5 2 20 74 176 278 361 235 142 298 309 73 148 2374 6 9 1 0 0 0 0 0 18 67 98 40 19 46 45 2 19 364 4 (D) 7 0 0 0 0 0 0 0 0 1 10 7 0 3 0 0 0 21 2 127 144 231 387 425 193 81 51 29 30 29 65 141 222 177 119 2451 3 325 405 394 531 390 489 575 633 380 295 363 646 547 558 402 356 7289 4 155 199 207 106 56 126 285 511 655 808 443 310 315 381 156 202 4915 5 47 101 100 12 1 12 47 136 290 362 98 76 101 119 30 37 1569 6 12 11 1 0 0 0 1 13 81 41 21 34 54 17 0 2 288 5 (E) 7 0 0 0 0 0 0 0 2 5 5 8 5 7 0 0 0 32 2 109 75 121 189 287 207 100 59 33 44 41 85 184 281 193 120 2128 3 66 33 14 15 34 200 151 126 73 102 96 383 303 132 54 40 1822 4 0 0 1 0 0 0 3 18 15 114 30 16 3 1 1 1 203 5 0 2 4 0 0 0 0 0 0 4 0 0 0 1 0 0 11 6 0 2 5 0 0 0 0 0 0 0 0 4 0 0 0 0 11 6 (F) 7 0 0 0 0 0 0 0 0 0 0 0 13 1 0 0 0 14 2 70 64 63 95 156 94 42 22 22 21 30 48 116 172 116 94 1225 3 9 4 0 4 25 36 16 4 6 15 8 143 69 22 7 10 378 4 1 0 0 0 0 0 0 1 2 6 1 1 0 0 0 0 12 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 (G) 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0  Notes:  1) Wind speed categories defined as follows:
Category Wind Speed (mph) 2 0.8 to <3.5 3 3.5 to <7.5 4 7.5 to <12.5 5 12.5 to <18.5 6 18.5 to <24 7 24    2) Wind speed Category 1 is assumed for calms occurrences.       Calm occurrences by stability class: A=0, B=0, C=0, D=0, E=3, F=20, G=19 2.3-128       REVISI ON 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-51 BRAIDWOOD STATION JOINT WIND-STABILITY CLASS FREQUENCY DISTRIBUTION (1994-1998) 203 FT METEOROLOGICAL TOWER LEVEL Wind Direction Category Stability Class Wind Speed Category(1) (2) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total 2 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 2 3 14 15 34 42 32 24 24 25 27 21 8 16 19 8 9 8 326 4 54 40 71 49 50 30 30 67 56 43 45 52 77 43 61 58 826 5 40 34 44 16 13 19 10 9 57 84 35 26 49 54 97 63 650 6 1 2 1 2 5 4 4 6 14 38 11 5 5 34 32 9 173 1 (A) 7 0 0 0 0 0 1 4 9 19 20 4 0 0 8 10 0 75 2 0 0 2 1 3 1 1 0 1 0 0 0 0 0 1 1 11 3 14 14 14 37 33 29 25 21 18 16 11 20 39 18 20 14 343 4 44 32 38 28 28 23 28 31 30 39 35 42 46 52 53 51 600 5 17 19 29 11 18 10 8 18 36 44 39 21 25 48 60 36 439 6 1 0 3 4 4 1 0 9 12 23 14 5 12 26 17 9 140 2 (B) 7 0 0 0 0 0 0 5 5 9 9 4 0 6 5 3 0 46 2 0 1 1 5 6 2 3 1 1 2 0 0 2 0 1 1 26 3 30 35 29 32 44 36 46 33 28 21 27 29 48 41 24 25 528 4 40 35 48 40 44 32 30 37 41 43 48 67 63 78 76 58 780 5 23 16 36 13 15 10 11 22 34 50 58 46 40 66 75 39 554 6 3 4 5 4 1 3 8 14 25 32 12 12 9 26 18 8 184 3 (C) 7 1 0 0 0 0 0 6 4 9 30 2 2 3 18 2 3 80 2 17 28 40 51 38 17 10 14 13 10 12 17 18 28 31 25 369 3 168 126 188 202 225 108 135 109 97 75 119 143 170 178 251 229 2523 4 251 249 362 407 303 175 190 256 159 136 317 322 398 431 444 333 4733 5 168 278 419 300 178 134 150 213 270 260 360 303 410 492 400 320 4655 6 44 86 136 62 47 68 116 127 229 285 158 77 197 282 131 100 2145 4 (D) 7 10 6 10 3 4 26 51 68 144 311 74 33 105 169 38 49 1101 2 16 21 24 24 17 12 8 7 7 5 7 11 15 21 21 21 237 3 140 98 156 196 154 83 99 92 72 44 107 98 88 102 135 107 1771 4 292 253 408 534 553 254 364 362 283 225 308 411 370 421 372 380 5790 5 147 223 268 186 186 298 370 442 581 637 481 386 407 483 308 227 5630 6 30 61 76 31 28 73 106 187 345 520 142 67 106 161 76 36 2045 5 (E) 7 20 33 55 16 1 27 45 70 191 249 58 57 109 90 29 5 1055 2 8 7 9 11 9 9 7 6 7 11 12 12 9 7 9 4 137 3 57 35 39 59 44 29 49 57 48 33 55 39 32 42 50 53 721 4 131 84 66 79 127 122 146 105 86 88 77 83 161 197 202 172 1926 5 33 24 19 16 46 155 130 54 63 36 112 115 227 168 54 23 1275 6 0 0 0 0 0 2 2 5 9 18 42 2 5 1 0 0 86 6 (F) 7 0 1 12 0 0 0 0 0 0 6 3 9 9 1 0 0 41 2 9 11 12 13 7 7 11 7 10 10 15 12 9 10 9 10 162 3 38 27 26 19 20 17 30 49 46 46 34 32 18 20 22 23 467 4 71 34 26 20 47 49 52 34 10 12 25 26 42 69 66 69 652 5 9 10 5 2 7 32 32 9 1 3 6 24 74 95 30 14 353 6 0 0 0 0 0 0 2 1 0 0 4 2 7 0 0 0 16 7 (G) 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0  Notes:  1) Wind speed categories defined as follows:
: 2) Wind speed Category 1 is a ssumed for calm occurrences. Calm occurrences by stability class: A=0, B=0, C=0, D=0, E=1, F=0, G=
2 Category Wind Speed (mph) 2 0.8 to <3.5 3 3.5 to <7.5 4 7.5 to <12.5 5 12.5 to <18.5 6 18.5 to <24 7 24 2.3-129        R EVISION 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-52 ARCON96 INPUT PARAMETER 

==SUMMARY==
FOR BRAIDWOOD STATION Control Room Fresh Air Intake Turbine Building Emergency Air Intake ARCON96 INPUT PARAMETER Containment Wall Plant Vent PORVs/Safety Valves Main Steam Line Break Containment Wall Plant Vent PORVs/Safety Valves Main Steam Line Break Release Height (m) 29.7 61 9.8 7.9 29.7 61 9.8 7.9 Intake Height (m) 21.2 21.2 21.2 7.9 20.4 20.4 20.4 20.4 Horizontal Distance from Intake to Stack (m) 7.6 34.1 22.9 43.3 30.5 27.4 35.1 13.4 Elevation Difference between Stack Grade and Intake Grade (m) 0 0 0 0 0 0 0 0 Building Area (m
: 2) 2916.7 2227.6 2916.7 2850.7 2916.7 752.6 2916.7 752.6 Direction from Intake To Stack (&deg;)
75 217 12 240 82 176 51 176 Vertical Velocity (m/s) 0 0 0 0 0 0 0 0 Stack Flow (m 3/s) 0 0 0 0 0 0 0 0 Stack Radius (m) 0 0 0 0 0 0 0 0 Initial Value of y (m) 8.18 0 0 0 8.18 0 0 0 Initial Value of z (m) 9.9 0 0 0 9.9 0 0 0 Minimum Wind Speed (m/s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Surface Roughness Length (m) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 UNIT 1 Sector Averaging Constant 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 Release Height (m) 29.7 61 9.8 7.9 29.7 61 9.8 7.9 Intake Height (m) 21.2 21.2 21.2 7.9 20.4 20.4 20.4 20.4 Horizontal Distance from Intake to Stack (m) 7.6 34.1 22.9 43.3 30.5 27.4 35.1 13.4 Elevation Difference between Stack Grade and Intake Grade (m) 0 0 0 0 0 0 0 0 Building Area (m
: 2) 2916.7 2227.6 2916.7 2850.7 2916.7 752.6 2916.7 752.6 Direction from Intake To Stack (&deg;) 106 323 168 300 99 4 129 4 Vertical Velocity (m/s) 0 0 0 0 0 0 0 0 Stack Flow (m 3/s) 0 0 0 0 0 0 0 0 Stack Radius (m) 0 0 0 0 0 0 0 0 Initial value of y (m) 8.18 0 0 0 8.18 0 0 0 Initial value of z (m) 9.9 0 0 0 9.9 0 0 0 Minimum Wind Speed (m/s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Surface Roughness Length (m) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 UNIT 2 Sector Averaging Constant 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 2.3-130        R EVISION 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-53 ARCON96 CONTROL ROOM INTAKE /Q RESULTS* (sec/m
: 3) FOR BRAIDWOOD STATION Control Room Fresh Air Intake Turbine Building Emergency Air Intake Containment Wall Plant Vent PORVs/ Safety Valves** Main Steam Line Break Containment Wall Plant Vent PORVs/ Safety Valves** Main Steam Line Break 0-2 hour 1.73E-03 2.05E-03 1.57E-03 3.17E-03 1.01E-03 2.32E-03 7.66E-04 1.67E-02 2-8 hour 1.24E-03 1.48E-03 1.30E-03 2.73E-03 7.25E-04 1.74E-03 6.86E-04 1.44E-02 8-24 hour 5.23E-04 5.89E-04 5.58E-04 1.19E-03 3.07E-04 7.23E-04 3.12E-04 5.99E-03 1-4 days 3.55E-04 4.44E-04 3.32E-04 8.20E-04 2.07E-04 4.57E-04 1.80E-04 4.07E-03 UNIT 1 4-30 days 2.62E-04 3.46E-04 2.14E-04 6.02E-04 1.46E-04 3.62E-04 1.21E-04 2.80E-03 0-2 hour 1.64E-03 2.22E-03 1.74E-03 2.98E-03 1.00E-03 2.46E-03 8.14E-04 1.49E-02 2-8 hour 1.15E-03 1.80E-03 1.49E-03 2.61E-03 7.10E-04 1.87E-03 6.84E-04 1.23E-02 8-24 hour 4.93E-04 7.20E-04 6.18E-04 1.19E-03 3.01E-04 7.41E-04 2.70E-04 5.16E-03 1-4 days 3.19E-04 4.75E-04 3.94E-04 7.65E-04 1.90E-04 4.60E-04 1.48E-04 3.06E-03 UNIT 2 4-30 days 2.41E-04 3.81E-04 2.82E-04 6.60E-04 1.39E-04 3.16E-04 1.11E-04 2.01E-03
* Bolding and shading indicates the maximum unit /Q value.  ** PORVs/Safety Valve /Q values contain a factor of 5 reduction for vertical uncapped releases per RG 1.194, Section 6. 

BRAIDWOOD-UFSAR 2.5-1 2.5 GEOLOGY, SEISMOLOGY, A ND GEOTECHNICAL ENGINEERING 2.5.1  Basic Geologic a nd Seismic Data

This section present s basic geologic and seismic data obtained for the Braidwood Station located in Will County, Illinois. The site is about 4.5 miles southwest of the Kan kakee River in the northeastern quarter of Section 19 (T.32 N., R.9E.). This location is about 1.5 miles southwes t of the town of Braidwood and about 22 miles sou thwest of Joliet.
The location of the site in relation to the s urrounding area is shown on Figure 2.5-1.
Basic geologic and seism ic data for the site were developed by a program of field explo rations, laboratory tests, and office studies. This program included the following: 
: a. research of both published and unpublish ed geologic and seismic data,  b. geologic reconnaissance of the site and surrounding area,  c. test borings,  d. geophysical explorations,  
: e. laboratory tests, and 
: f. excavation mapping.
The purpose of this program was to determine the geology and seismic design parameters for the site. A more detailed program of field explorations was conduc ted with the spe cific objective of obtaining fou ndation design data. 

As predicted in the PSAR, the Pennsylv anian age Carbondale Formation and the Pleistocene age Wedron Formati on provided a suitable foundation base. The stratigraphy enco untered in the plant excavations was the same as that encounter ed in the PSAR stage borings. No sig nificant unanticipated geologic conditions requiring design changes were en countered in construction.
2.5.1.1 Regional Geology

2.5.1.1.1 Regional Geologic History

2.5.1.1.1.1 General The study of geologi c history provides an insight as to the tectonic stability of a region a nd a better understanding of stratigraphic relationsh ips between various soil and rock units.
It also furnishes correlative data w hich assist in the interpretation of events in adjacent regions. 

BRAIDWOOD-UFSAR 2.5-2 REVISION 9 - DECEMBER 2002 An accurate interpretati on of geologic history is the result of years of cumulative effort.
It is based on nu merous examinations of soil and rock units in exposures and from b orings with regard to lithology and fos sil content. Compar isons are drawn with events observed in present-day envir onments under the assumption that natural processes have remained constan t throughout geologic time. The plant site is located in p art of the glaci ated Till Plains Section of the Centr al Lowland Physiog raphic Province (Reference 1). 

A generalized composite stratigraphic column for north central Illinois is presented on Figure 2.5-2. The en tire series of stratigraphic units may not be present at any given locality; however, it is a graphic illustr ation of the changing geologic history. Individual periods of geologic time are discussed in the following subsections.
The ages for the geologic periods are taken from Reference 2. 

2.5.1.1.1.2 Precambrian (Ear lier Than Approximately 600 Million Years B.P.)
The Precambrian is the oldest recognized divis ion of geologic time, and its history is obscu re. In northern Illinois, Precambrian rocks lie so me 2000 to 5000 feet below sea level.
Their nature and history must be based on boring samples and observations of exposures in more distant regions. In Illinois, 28 borings have reac hed the Precambrian base ment. The borings most commonly encountered medium-to coarse-gr ained granite.
Other rock types reported ar e quartz mon zonite, rhyolite porphyry, and felsite (Reference 3). 

In central and northern Wisconsi n, Precambrian r ocks are exposed at the surface.
Here they record alternating periods of sedimentary deposition and erosion, mo untain building, metamorphism, and igneous activity.
These events were followed by a long period of erosion which reduced the cores of Precambrian mountains and formed a gently sloping peneplain of regional extent. It is inferred that similar events took place throughout nor thern Illinois.
2.5.1.1.1.3 Cambrian (Approximat ely 500 to Appro ximately 600 Million Years B.P.)
Due to the absence of early and middle C ambrian rocks in both northern Illinois and Wisconsi n, it is assumed that the long period of erosion wh ich took place in late Precambrian time continued through early and midd le Cambrian time. By late Cambrian time, a crustal flexure began to form the Central Interior Basin, and the lowlands were submerged by shallow seas which advanced from the south. Several thousand feet of sediments, now comprising the Croixan Series, we re deposited in   

BRAIDWOOD-UFSAR 2.5-3 northern Illinois. Cond itions were variable f rom time to time, producing a wide variation of rock type. Cambrian time was ended by uplift of the region above sea level succeeded by a period of erosion.
The area of central Wisconsin was pr obably uplifted several times during the Paleozoic Era.
Initial movements may have taken place during Cambrian time to form the Wisconsin D ome, but evidence for time and spatial relations is scarce (Reference 4).
2.5.1.1.1.4 Ordo vician (430 
+/-10 to Approximately 500 Million Years B.P.)
The Ordovician perio d began with a readvance of the sea. Initial deposition consisted primarily of calcareous materials followed by alternating p eriods of clastic and ca lcareous deposition, all of which comprise the Canadi an Series. 

At the end of Canadi an time, regional up lifting occurred, and widespread erosion was initiated. A wel l-defined river system was developed in portions of nor thern Illinois.
Deep erosional valleys were produced, which possibly cut into the underlying Cambrian sediments. During this period, significant uplift of the Wisconsin Dome is recognized. 

Following the long period of erosion, Champlai nian time was initiated by an adva nce of the sea over existing erosional topography. Unconsoli dated soils were rewor ked, and sand was deposited under condit ions which remained stable over a vast area. The period of sand deposition was fol lowed by relatively brief emergence. Ag ain the sea advanced to initiate some reworking, after which a long period of calc areous deposition in clear seas with subseque nt emergence complet ed the Champlainian Series. 

Emergence was apparently brief, and the region was again submerged by a sea which advanced from the south.
Deposits of the Cincinnatian Series initia lly consisted of thick accumulations of silt and mud, probably in shallow, turbid seas.
Later, the seas cleared, and calcareous deposits were formed.
Finally, turbid conditio ns returned with the deposition of more silt and mud. 

The Kankakee Arch may have begun to form dur ing the Ordovician.
Structural relief is believed to have occurred by subsidence of the Illinois and Michigan Basins while the Arch remained stable, forming a boundary b etween them. This stability has been theoretically attributed to the presence of an underlying eroded core of a Precam brian mounta in range. 

Ordovician time was ended by elevation of th e region above sea level followed by long continued erosion. 

BRAIDWOOD-UFSAR 2.5-4 2.5.1.1.1.5 Silurian (400 
+/-10 to 430 
+/-10 Million Years B.P.)
After an erosional int erval of long duration , northern Illinois was again inundated during Alexa ndrian time by marin e waters that advanced from the Gulf of Mexico and eventually connected with seas to the north. De position began with clastic sediments in shallow seas whi ch became clear before t he end of Alexandrian time, as indicated by pure carbonates. 

Deposition during the following Niagaran time is represented by a thick carbonate sequence characterized by reef
: s. This period of deposition was f ollowed by uplift and th en erosion which began late in Silurian and con tinued into Devo nian time.
2.5.1.1.1.6 Devonian (340 
+/-10 to 400 
+/-10 Million Years B.P.)
Following the deposition of the Silurian beds, a second uplifting of the Wisconsin Dome is recognized. This time, an arch was 

formed that extended southeastward from Wisconsin into Illinois, almost to the city of Kankakee. This struct ure is called the Wisconsin Arch. 

Erosion in northern Il linois continued from Silurian through early Devonian time. The middle Devonian depo sition began with a major transgression of the sea. The Sangamon and Kankakee Arches acted as barriers for a time.
Sedimentation b egan with an accumulation of calcareo us materials and end ed with the emergence of the region ab ove sea level and subs equent erosion, which appears to have removed much of the Devo nian rocks in northern Illinois. 

2.5.1.1.1.7 Miss issippian (320 
+/-10 to 340 
+/-10 Million Years B.P.)  The events which took place in northern Illino is between the close of the Devonian and the beginning of the Pennsylvanian period are not clearly known. 

Mississippian-aged dep osits are generally not found in extreme northern Illinois. It is postul ated that Miss issippian seas never advanced completely over the region.
Where observed, however, the deposits consis ted predominantl y of marine carbonates. Initial d eposits, however, were silt and mud. A somewhat gradual transition is i ndicated in adjacent regions between early Mississi ppian and late Dev onian deposition. 

During this span of time, the major folding of the La Salle Anticline took place, probably during late M ississippian, along with additional move ment of the Kankakee Arch. The Sandwich Fault was probably formed as a result of subse quent relaxational movements. These tectonic m ovements were accompanied by widespread erosion which remov ed existing Mississippian- and Devonian-aged deposi ts throughout most of no rthern Illinois. In BRAIDWOOD-UFSAR 2.5-5 Wisconsin, the Wisconsin Dome had become prominent by the close of Mississippian time.
2.5.1.1.1.8 Penn sylvanian (270 
+/- 5 to 320 
+/- 10 Million Years B.P.)  In Pennsylvanian time, conditions controllin g sedimentation were considerably different f rom those in which earlier Paleozoic sediments were deposited. T hroughout Pennsylvanian time, highland areas existed a long the eastern and southern parts of North America. The inte rior part of the continent was a plain that was repeatedly submerged by the sea or lay a short distance above it. When the sea submerged the plain, streams from the highland areas carried rock debris into it. The resulting deposition accumulated in a marine envir onment. As the sea receded, deposition cont inued, but the depos its accumulated in a terrestrial environment. The ne wly emerged plain became covered by swamps which extended unbro ken for hundreds of miles.
Vegetation flourished and accumu lated in thick depos its to form the coal layers which ex ist today. Eventually the sea returned to initiate another cy cle of sedimentati on. Each cycle is therefore partly marine and part ly terrestrial in origin.
Numerous similar cycles of dep osition, many of which are separated by loc alized erosional uncon formities, have been recorded in the Pennsy lvanian stratigraphy. 

Pennsylvanian deposits thin over the La Salle Anticline, indicating some contin ued tectonic movement. Late or post-Pennsylvanian time marked the climax of the La Salle Anticlinal folding.
Probably all the st ructural units involved in the late Mississipp ian period of folding were again affected.
2.5.1.1.1.9 Permian (225 
+/-5 to 270 +/-5 Million Years B.P.)
No deposits of Permi an age have been found in the regional area.
The apparent absence of deposits indicates t hat the Permian was a period of nondeposition or that Permian deposits in the area were subsequently eroded. 

2.5.1.1.1.10 Triassic (190 
+/-5 to 225 +/-5 Million Years B.P.)
There are no deposits of Triassic age in the regional area. This is largely a period of erosion (Reference 5).
2.5.1.1.1.11 Jurassic (135 
+/-5 to 190 +/-5 Million Years B.P.)
There are no deposits of Jurassic age in the regional area. This was largely a period of erosion (Reference 5).
2.5.1.1.1.12 Cret aceous (65 
+/-2 to 135 +/-5 Million Years B.P.)
Cretaceous deposits are not encountered in nor thern Illinois. It seems likely that Cretaceous seas did not advance much beyond   

BRAIDWOOD-UFSAR 2.5-6 western central Illino is, where relative ly small areas of Cretaceous rocks are known to be present.
Geologic evidence suggests that northern Illinois existed as a low, stable land mass for about 200,000,000 year s, while the Appalachian Mountains, R ocky Mountains, and other structural features in North America were being formed or undergoing additional movements.
2.5.1.1.1.13 Quaterna ry (Present to 2 
+/- 1 Million Years B.P.)
Glaciation in northern Illinois began with t he Pleistocene some one million years ago. Four maj or glacial adv ances invaded the region as illustrated on Figure 2.5-3 (Reference 6). 

The ice fronts probably advanced and retreated several times during each of these gla cial periods, but the record is scant for the Kansan and absent for the Nebraskan, the o ldest advance. The areas covered by ice during each of the advances, even from the same sources, were not identical.
The result is a c omplex series of partially overlapping deposits and associated features, each of which was modified, to a greater or l esser degree, by subsequent events.
During each advance, t he glaciers eroded pre existing deposits.
Debris was also deposited from the ice in the form of till plains, moraines, and ou twash during the advan ce and retreat of the ice. Meltwater flowing away fro m the glacier front was also responsible for eroding, reworking, and redepo siting many of these materials. Windblown silt, derived from the outwash sediments in the valleys of the meltwater stream s, was widely distributed over the land surface well beyond the glacier front.
Sand dunes were also developed locally. 

Between glaciations, t he climate returned to more temperate conditions. Streams d eveloped their drainag e systems; at least initially, their positions were controlled largely by the character of the surface left by the retreating glaciers. As these materials were exposed, weathering processes began modifying them. The thickness and chara cter of the resulting soils are largely functions of climate, topogr aphic position, vegetation, and duration of the interglacial age. 

Deposits of the Wisconsi nan glacial advance are relatively well preserved, since the Wisconsinan was the last of the great ice 

sheets to invade northern Illinois. Many of the present-day land forms are attributable to this last advance.
2.5.1.1.2 Physiography The northern portion of the midwestern Unite d States is located in the Central Lowla nd Physiographic Province. This physiographic province has been divided into several physiographic sections.
Parts of northe rn Illinois (Figure 2.5-4) are located BRAIDWOOD-UFSAR 2.5-7 in the Wisconsin Driftle ss Section, the Till Plains Section, and the Great Lakes Section of the Central L owland Physiographic Province. 

The site is located near the eas tern margin of t he Till Plains Section. The Till Plains Section is character ized, in general, by the presence of g lacial deposits over lying the bedrock surface. Local outcrops of bedrock are present.
The Till Plains Section in Illinois is further subdivided in to the following physiographic subsection s:  the Rock River Hill Country, the Green River Lowland, t he Bloomington Ridged Plain, the Galesburg Plain, the Kankakee Plain, and the S pringfield Plain. 

The site area is located in the Kankakee Plain p hysiographic subsection. This subs ection is charac terized in the northeastern portion by gently roll ing topography for med by glacial deposits, and in the remaining portions by essen tially flat-lying topography repre senting former glaci al lakes. The northwest-trending Kan kakee River and the southwest-trending Illinois River pass thro ugh the subsection. B edrock is locally exposed througho ut the area.
2.5.1.1.3 Stratigraphy 2.5.1.1.3.1 Soil Units The soil in the region adjac ent to and within the plant site area consists of eolian deposits, lac ustrine deposits, outwash, and glacial till of the Wi sconsinan glacial stage, and some residual soil formed in the upper part of the Pennsyl vanian bedrock. In the borings at the sit e, the total thick ness of thes e deposits ranges from 26.0 to 62.0 feet (s ee Subsection 2.5.1.2.4.1).
Present locally in the region are deposi ts of alluvium, loess, and strip mine debris. 

The surficial eolian deposits of the Parkland Sand (see Subsection 2.5.1.2.4.1
.1.1) consist primarily of silty fine sands and occur as sand dunes and sh eet-like deposits (Reference 6).
The lacustrine deposits of the Dolton Member of the Equality Formation (see Subsection 2.5.1.
2.4.1.1.2) are m ainly sands with some silt. Some localized dep osits of gravel and pebbly sand occur, which are thought to be the result of wave erosion of till and ice front deltas. 

The till has been classi fied as part of the Wedron Formation (see Subsection 2.5.1.2.4
.1.1.3). The Wedron Formation is predominantly till, but also contain s interbedded outwash gravel, sand, and silt (Reference 6). 

Underlying the soil un its locally are ar eas of highly weathered Pennsylvanian bedrock or residual soil. 

BRAIDWOOD-UFSAR 2.5-8 2.5.1.1.3.2 Rock Units The distribution of the rock units which form the bedrock surface within a broad region is sho wn on Figure 2.5-5.
The rock units include a sedimentary sequence of Cretac eous-, Pennsylvanian-, Mississippian-, Devoni an-, Silurian-, Ordovician-, and Cambrian-aged strata and an igneous and metamorphic complex of Precambrian-aged rocks as shown on Figures 2.5-6 and 2.5-7. 

The sedimentary rock s equence of northern Illinois in the proximity of the site includ es Pennsylvanian
-, Silurian-, Ordovician-, and Cambr ian-aged strata. These strata consist of approximately 5000 feet of limestones, dolom ites, sandstones, coals, and shales which rest on the Precambr ian basement. The basement consists of granites and granodiorites (Reference 3).
The relationships of these rock units to each other are shown on Figure 2.5-2. 

2.5.1.1.4 Structures The plant site lies within a tec tonic province of North America called the Centr al Stable Region, which is characterized by a sequence of southward-thickening Pal eozoic strata overlying the Precambrian basement. D uring Paleozoic and early Mesozoic times, this area was subjected to a series of verti cal crustal movements which formed broad basins and intervening arch es. The basins and arches have been modified by local folding a nd faulting. Major geologic structures are shown on Figures 2.5-8 and 2.5-9.
2.5.1.1.4.1 Folding The distribution of major folds in the region is sho wn on Figure 2.5-8 and their charac teristics are presente d in Table 2.5-1.
The site area is located on the west side of the approximately northwest-southeast-trending Kankakee Arch; it is east of the 

northwest-southeast-tr ending La Salle An ticlinal Belt. The knowledge of these str uctural features is based on surface and/or subsurface geological da ta. The geologic age of the most recent movement associated with these m ajor structural features is considered to be pre-Cretaceou s, with the major movement occurring in Paleozoic time. 

The direction and amount of re gional dip of the strata in northern Illinois vary.
In the vicinity of the site area, the regional dip is gent ly toward the Il linois Basin.
2.5.1.1.4.1.1 Illinois Basin The Illinois Basin is oval shaped. It has a major axis which trends approxi mately N 25
&deg; W and is approximately 350 miles long, and a minor axis which is approx imately 250 miles long. The deepest part of the basin is in sout heastern Illinois. 

BRAIDWOOD-UFSAR 2.5-9 To the north, the Il linois Basin rises g ently to the Wisconsin Arch. To the northeas t, the Illinois Basin is separated from the Michigan Basin by the Ka nkakee Arch. To the east, the Illinois Basin rises gently to the Cincin nati Arch (which is outside of the regional area).
To the south, the Illinois Basin rises gently to the Pascola Ar ch (which is Out side of the regional area). To the southwe st, the Illinois Basin is bordered by the Ozark uplift (which is also outside of the r egional area). To the west, the Illinois B asin rises gently to the Mississippi River Arch (Reference 7). 

The Illinois Basin began to form in the Cambrian and continued to develop intermittently until the end of the Pennsylvanian (Reference 8). The de positional center of t he basin migrated throughout this time span.
2.5.1.1.4.1.2 Wisconsin Ar ch and Kankakee Arch The Wisconsin Arch is a south-southeast-trendi ng extension of the Wisconsin Dome (Figure 2
.5-8). It can be tr aced into Illinois to the vicinity of the ci ty of Kankakee, where it appears to connect with the Kankakee Arch of Illi nois and Indiana (Figure 2.5-8).
The Wisconsin Arch has a Precambrian core and is believed to be the result of crustal uplift, whereas the Ka nkakee Arch acquired its structural relief chiefly by greater subsidence of the structural basins which lie on either side of the arch (Reference 4). 2.5.1.1.4.1.3 LaSalle Anticlinal Belt The LaSalle Anticlinal Belt re presents a major Paleozoic structural feature in north central and eastern Illinois.
Included within the term "LaSalle An ticlinal Belt" are a number of subsidiary structures, incl uding the Ashton Arch, Oregon Anticline, Downs Anticline, etc. (Re ference 9). Whe ther all of these structures are genetically interrelated, howev er, remains a matter of some discu ssion among workers in the field. 

Movement on the LaSalle Anticlinal Belt took place over a significant portion of mid- to late Paleozoic time.
In general, earlier movement occurred in the northern part of the belt, with progressively younger mo vement occurring southwa rd along the belt (References 9 and 10). 

2.5.1.1.4.1.4 Ashton Arch The Ashton Arch is a bro ad anticline located on the southern side of the Sandwich Fault at the northern end of the LaSalle Anticline. McGinnis (Reference 11) and Green (Reference 12) interpreted the Ashton A rch as being a horst (uplifted fault block) and referred to it as the Ottawa Horst. 

Postulation of a relationshi p between the LaSalle Anticlinal Belt and the Ashton Arch appe ars to be reasonable in view of the   

BRAIDWOOD-UFSAR 2.5-10 similarity in the age of movement on the structu res involved as well as the en echelon relationship of the v arious structural elements of the La Salle Anticlinal Belt as suggested by Clegg (Reference 9). 

2.5.1.1.4.1.5 Herscher Dome The Herscher Dome is located approximately 10 miles southeast of the site (see Figures 2.
5-10 and 2.5-12). It is an asymmetrical anticlinal structure about 3 m iles wide east-w est and 5 miles long north-south, with over 150 feet of closure. As in other en echelon structures in the LaSalle Anticlinal Belt, the strata dip rather steeply on the southwest flank of the Herscher Dome and more gently on the northeast side (Reference 13). 

2.5.1.1.4.1.6 Downs Anticline About 60 miles to the southwest of the s ite is a small flexure trending parallel to the LaSalle Ant iclinal Belt and known as the Downs Anticline.
2.5.1.1.4.1.7 Mattoon Anticline The Mattoon Anticline tr ends roughly north-s outh and is located approximately 110 miles southeast of the site.
2.5.1.1.4.1.8 Tuscola Anticline The Tuscola Anticline is one of the many subsi diary structures of the LaSalle Anticlinal Belt (R eference 14).
It extends south-southeastward from north of Tuscola in Douglas County to near Charleston in Coles County, Illinois.
The anticline plunges southeastward and is b roader at the north th an at the south. At its closest point, it is approxi mately 90 miles south of the site.
2.5.1.1.4.1.9 Murdock Syncline The Murdock Syncline is east of the Tuscola Anticline and shares a common flank with it (Reference 14). The exact extent of the structure is unknown. It pr obably dies out to the north in Champaign County, Illi nois, approximately 100 miles from the site (Reference 14). To the south it can be traced only to the vicinity of Charleston, Coles County, Illino is (Reference 14).
2.5.1.1.4.1.10 Marshall Syncline The Marshall Syncline trends approximately north-south and is located approximately 100 miles from t he site. It is an asymmetrical fold wi th a comparatively s teep west flank (Reference 14). 

BRAIDWOOD-UFSAR 2.5-11 2.5.1.1.4.1.11 Fold ed Structures Associated with the Plum River Fault Zone Four minor structures are associ ated with the Plum River Fault Zone. Located successively from west and east along the fault zone, they are the U ptons Cave Syncline, the Forreston and Brookville Domes, and the Leaf River Anticline (Figure 2.5-11). 

The Forreston and Brookv ille Domes were prev iously considered to be a single domal structure call ed the Brookville Dome until subsequent drilling in dicated the presence of two domal structures. All four of these minor structu res are considered to be associated with the development of the Pl um River F ault Zone (Reference 15). 

2.5.1.1.4.1.12 Louden Anticline The Louden Anticline is located approximatel y 150 miles south of the site. It trends north-south and extends from the northern county line of Marion County through east-cent ral Fayette County, Illinois. It is appro ximately 19 miles long.
2.5.1.1.4.1.13 Salem Anticline The Salem Anticline trends appro ximately parallel to the Louden Anticline, and e xtends from central Jeff erson County, Illinois, to central Marion County, Illino is. It is appro ximately 25 miles long.
2.5.1.1.4.1.14 Clay City Anticline The Clay City Anticline is located approximate ly 150 miles from the site. It trends north-s outh from northeastern Hamilton County through Wayne County, Ill inois, where it bends and trends N 27&deg; E through Clay, Richla nd, and Jasper Cou nties, Illinois.
The axial trace of t he Clay City Anticline is approximately 57 miles long. The anticline is a semicontinuous series of 

anticlinal uplifts sep arated by saddles (Reference 16). Du Bois and Siever (Reference 
: 16) noted that the amplitude of the anticline increases with depth a nd decreases in the overlying Pennsylvanian strata.
They interpreted this to imply that the structure developed during pre-P ennsylvanian tim e; however, the presence of the fold in the Pennsylvanian st rata indicates some folding was Pennsylvanian and/or post-Pennsylvanian.
2.5.1.1.4.1.15 DuQuoin Monocline Located approximately 180 miles south of the site, the DuQuoin Monocline is a steep eastward-dipping monocl inal structure that trends north-south from northernmost J ackson County through Perry, Jefferson, and Marion Counties, Illin ois. The DuQuoin Monocline is 48 miles lo ng and separates the d eepest part of the Illinois Basin, the Fair field Basin, from th e shallower western portion of the b asin. Pennsylvanian str ata east of the monocline 

BRAIDWOOD-UFSAR 2.5-12 are thicker than equivalent beds to the west (Reference 17). The monocline is broken by subordinate faults (Reference 10).
Flexure of the D uQuoin Monocline is consider ed to have begun in the Late Mississippian and w as completed by the Middle Pennsylvanian (Reference 17).
2.5.1.1.4.1.16 Missis sippi River Arch The Mississippi River Arch is a broad ar ch trending roughly parallel to the Mississippi River ap proximately 150 miles west of the site (Figure 2.5-8). 

2.5.1.1.4.1.17 Pitt sfield and L incoln Anticlines Located approximately 180 to 210 miles south west of the site and near the Mississippi River are the Pittsfield and Lincoln Anticlines. These t wo folds parallel ea ch other and trend northwest-southeast. 

2.5.1.1.4.1.18 Mineral Point and Meekers Grove Anticlines The Mineral Point Anticline and Meekers Grove Anticline are located in south west Wisconsin, approximately 150 miles northwest of the site and tren d roughly east-west.
2.5.1.1.4.1.19 Baraboo, Fond du Lac, and Waterloo Synclines Also located in southern Wis consin are t hree synclinal structures, the Baraboo Syncline, Fond du La c Syncline, and Waterloo Syncline. These sy nclines trend east-west to northeast-southwest and are located about 140 to 170 miles north of the site.
2.5.1.1.4.1.20 Lees ville Anticline The Leesville Anticline is a structure that tr ends approximately N 15&deg; W and extends from southeastern Lawrence to northern Monroe Counties in south central Indiana (Figure 2.5-8). The Leesville Anticline is a major anticlinal structure co mposed of five domes in an approximate northwest-sout heast alignment. The anticlinal structure lies approxima tely 1 to 2 miles we st of, and parallel to, the Mt. Carmel Fault.
Between the fault and the anticline is a series of narrow s ynclines that close against the fault (Reference 18). 

Melhorn and Smith (Reference 18) consider the disturbance along the Leesville Anticline and Mt. Carmel Fault to be genetically related to the La Salle Anticlinal Belt.
Deformation along the Leesville Anticline is there fore Late Mississippian and pre-Mesozoic (Reference 18). 

BRAIDWOOD-UFSAR 2.5-13 2.5.1.1.4.1.21 Michigan Basin The Michigan Basin is a roughly circular struc tural basin located in Michigan, northwestern Oh io, western Ontari o, northeastern Illinois, and eastern Wisconsin. The basin is bordered on the southwest by the Kankakee Arch, on the south by the Indiana-Ohio Platform (not shown on F igure 2.5-8) on the so utheast and east by the Findlay Arch and Algonquin A rch (not shown on Figure 2.5-8), and on the west by the Wisconsin Arch. The northern portion of the basin rises gently to the Precambrian ro cks of the Canadian Shield. The basin is herein defined on the -1000-foot contour on top of the Trenton Limestone of Ordovician age (Reference 19).
Structure contours on the top of the Trenton L imestone indicate that the strata dip into the dee pest part of the basin at approximately 60 ft/mi (approximately 0.65
&deg;). The dee pest part of the basin is located just west of Saginaw Ba y, Michigan, where approximately 14,000 feet of s ediments overlie t he Precambrian basement rocks (Reference 19). The Michigan Basin began to develop during the Late Cambrian and con tinued as a negative structural feature until the M iddle Pennsylvania
: n. There was additional accumulation of some sediment in the Michigan Basin outside the regional a rea during Jurassic time (Reference 19).
2.5.1.1.4.1.22 Struct ural Contour Maps Regional structural contours on top of the Gal ena Group are shown on Figure 2.5-12.
This map shows the de tail of some of the structural features in n orthern Illinois. From this figure it is seen that the western end of t he Ashton Arch a nd the western flank of the Oregon Anticline dip into the Polo Basin. 

No published regiona l structure contour maps on top of the Prairie du Chien, Kank akee, or Carbondale fo rmations have been located. The Illinois S tate Geological Survey h as indicated that contouring the top of the Prairie du Chien, while possible, is of limited value because er osion cut deeply into the Prairie du Chien prior to deposition of the overlying St.
Peter Sandstone.
Therefore, since the surface of the Prairie du Chien is due to erosion, surface contours would not be represe ntative of its structure. 

Difficulty is encountered in i dentifying the top of the Kankakee and, as a result, at tempts to construct a structure contour map on top of the Kankak ee have not met with sig nificant success.
Furthermore, regional correlations have show n that efforts to contour the top of t he Kankakee have r esulted in maps very similar to structural contour maps drawn on top of the Galena Group.
Contouring the top of the Carbondale has not been productive because, with the exception of t he Colchester (No. 2 Coal) member, the Carbondale is not marked by any consistently mappable units.
BRAIDWOOD-UFSAR 2.5-14 REVISION 9 - DECEMBER 2002 2.5.1.1.4.2 Faulting The distribution of major faults in the region is sh own on Figure 2.5-9, and their chara cteristics are present ed in Table 2.5-2.
The Sandwich Fault Zone is the major fault closest to the site area. 2.5.1.1.4.2.1 Sandwich Fault Zone and Plum River Fault Zone The Sandwich Fault Zone trends northwe st through northern Illinois. It is mapped on the s urface and in the subsurface for a distance of approx imately 85 miles. It is an essentially vertical fault with a ma ximum displacement of approximately 900 feet (Reference 20).
The northeastern side has moved down relative to the southwes tern side. Move ments along the fault zone occurred in the interva l between post-S ilurian and pre-pleistocene time. No rocks of intervening ages are present, which prevents b etter definition of the movements. However, major movements alon g the fault zone may have been contemporaneous with f olding of the La Salle Anticlinal Belt (Reference 21) during the late Paleozoic. 

The Plum River Fault Zone (for merly the Savanna Fault and the Savanna Anticline), loca ted approximately 10 0 miles northwest of the site, is a generally east-west-trending zone of high-angle, possibly en echelon faults exten ding from Leaf River (Ogle County), Illinois, to southwest of Maquoketa (Jackson County), Iowa (Reference 15). The fault zone is less than 0.5 mile wide.
Vertical displacement al ong the fault is 100 to 400 feet, with the north side downthr own. The age of movem ent has been limited to post-middle S ilurian to post-Pennsylv anian (Reference 15).
The fault zone is overlain by unfaulted Pleistoc ene deposits.
Four minor structura l features are assoc iated with t he fault zone:  the Forreston Dome, the Brookville Dome, the Leaf River Anticline, and the U ptons Cave Syncline.
2.5.1.1.4.2.2 Chicago Area Faults

2.5.1.1.4.2.2.1 Chic ago Area Bas ement Fault Zone On the basis of gravity and seismic ge ophysical evidence, McGinnis (Reference 22) postulated a basemen t fault zone in the metropolitan Chicago area, north of and about parallel to the Sandwich Fault Zone. The presen ce of the fault has not been verified. 

2.5.1.1.4.2.2.2 Chicago Area Minor Faults As a result of a rec ent seismic survey in the metropolitan Chicago area, 25 faults were reported with i nferred displacement up to 50 feet (Reference 23). N one of these inv olves wide shear zones or detectable scarps on the ro ck surface. Fau lts that have been observed in natural outcrops and quarries in the Chicago area have displacements from a few inches to a few feet, but most BRAIDWOOD-UFSAR 2.5-15 are less than 1 foot (Reference 23). These faults are not the same as those in ferred from the geop hysical survey.
2.5.1.1.4.2.3 Oglesby and Tuscola Faults The Oglesby Fault and the Tusc ola Fault, postu lated by Green (Reference 12), occur on the western flank of the La Salle Anticline (Figure 2.5-9). S tudies by the Illinois State Geological Survey have indicated that the ar eas where the faults are postulated have dips steeper tha n the regional dip. No evidence has been found confir ming major faulting along the trends of the postulated Oglesby and Tuscola F aults (Reference 24).
2.5.1.1.4.2.4 Centralia Fault The Centralia Fault is a series of several n orth-south-trending faults in Marion and Jefferson Counties, Ill inois. The faults have no surface expression and a re known only from subsurface data, primarily mine rec ords (Reference 25). The faulted zone is approximately 20 miles l ong and displays a max imum displacement of 200 feet, dow nthrown to the west.
Faulting is believed to be post-Pennsylvanian b ut pre-Cretaceous in age (Reference 17).
2.5.1.1.4.2.5 Cap Au Gres Faulted Flexure Southwest of the plant site about 200 miles lies the Cap Au Gres 

Faulted Flexure, which extends continuously from western Pike County, Missouri, sout heastward toward Linco ln County, then east across southern Calhoun County, Illinois, and into southwestern Jersey County, where it disappears benea th the broad alluvial valley of the Mississippi River.
Throughout its length, the flexure is a narrow zone along w hich the rocks dip steeply, southward or southwe stward. The total u plift or "structural relief" along the flexure averages about 1000 feet, but it varies from place to place (Reference 26). Deep faulting has been inferred on the basis of steep dips, a lthough the surface strata do not appear to be faul ted. The principal fo lding of the Cap Au Gres Faulted Flexure was pos t-St. Louis (Mis sissippian) and pre-Pottsville (Pennsylv anian) (Reference 26
). Later periods of movement may have occurred; ho wever, no rock s younger than Paleozoic are present with which to date possible displacements.
2.5.1.1.4.2.6 Mifflin Fault The Mifflin Fault is l ocated in Iowa and Lafayette Counties, Wisconsin, approximately 160 miles northwest of the site. The fault trace is approxima tely 10 miles long w ith a strike of N 40
&deg; W (Reference 27). T he southwest side of the fault is downdropped at least 65 feet, and there is a bout 1000 feet of strike-slip displacement (Reference 28). The last movement on the fault is believed to be late Pale ozoic (Reference 28). 

BRAIDWOOD-UFSAR 2.5-16 2.5.1.1.4.2.7 Postulated Wisconsin Faults Thwaites' map of the buried Pr ecambrian surface in Wisconsin (Reference 29) p ostulated the existence of four faults in the southern and eastern sections of the state. F or convenience, these have been named the Janesville, Ap pleton, Waukesha, and Madison Faults.
Ostrom (Reference 
: 30) stated that Thwaites' map is diagrammatic and do es not represent d etailed study of each fault. He reported that differe nces in elevation of the basement, interpreted by Thwaites to be the resu lt of faulting, are now believed to be d ue to topographic re lief on the erosional basement surface.
The Green Bay Fault, also desc ribed by Thwaites (Reference 29), is located about 250 miles nor th of the site. T he trend of the fault is northeast-south west. It is b elieved to be a reef structure in Siluria n rocks (Reference 30).
2.5.1.1.4.2.8 Mt. Carmel Fault The Mt. Carmel Fault t rends north-northwest for a distance of about 50 miles in south central Indiana. It is a normal dip-slip fault that dips about 69
&deg; west and h as about 80 to 175 feet of vertical displacement.
Movement of the fault may have begun in late Mississippian and p robably was conc luded by early Pennsylvanian time (Reference 18).
2.5.1.1.4.2.9 Royal Center Fault The Royal Center Fault, which is located in northern Indiana (Figure 2.5-9), trends n ortheast-southwest f or about 47 miles, with the southeast side downthrown about 100 feet relative to the 

northwest side (Reference 31).
2.5.1.1.4.2.10 Fortville Fault The Fortville Fault tren ds north-northeast to south-southwest for about 55 miles through central Indiana (Figure 2.5-9). The southeast side of the fault is downthrown ab out 60 feet relative to the northwest (Reference 31).
2.5.1.1.4.2.11 Crypto volcanic or Astr obleme Structures In addition to the areas of faulting, th ere are four cryptovolcanic or astr obleme structures with in the regional area and its immediate periphery (Fig ure 2.5-9). The se structures include:  the Des Plaines Dist urbance, the Ken tland Disturbance, the Glovers Bluff Disturbance, a nd the Glasford Disturbance.
These four structures, w hich range from about 0.5 mile to 5 miles in diameter (References 4, 32, and 33), are all probably of Late Paleozoic or Mesozoic Age. 

BRAIDWOOD-UFSAR 2.5-17 2.5.1.1.4.2.12 Faults B eyond 200 Miles from the Braidwood Site Beyond 200 miles, but of importa nce to the regio nal geology, are the fault zones in the southern Illinois area.
2.5.1.1.4.2.12.1 Rough Creek Fault Zone The Rough Creek Fault Zone trends east-w est across southern Illinois into Kentucky.
The western portion of this fault zone has previously been referred to in the literat ure as the Cottage Grove Fault Zone, and the eastern portion has previously been referred to as the Shawn eetown Fault Zone.
Good exposures along the fault zone are rar e, and most interp retations are based on subsurface data. Acco rding to Bristol and B uschbach (Reference 
: 7) and Sutton (R eference 34), the fault zone consists at some localities of a series of high-a ngle reverse faults with the south side being the upthrown si de, and at other localities of a series of normal, block faults. Summerson (Reference 35) and Heyl (Reference 36) su ggest strike-slip or w rench-type movement for this system. Heyl states that the numer ous horsts and grabens are typical of wrench-ty pe faults.
Details of the faulting in the Rough Cr eek area are shown in Weller et al.  (Reference 37); Stonehouse and Wilson (Reference 38); Heyl (Reference 36); and in R eferences 39 and 40.
2.5.1.1.4.2.12.2 Structural Relat ions of Faults N orth and South of the Rough Creek F ault Zone (Including the Wabash Valley Fault Zone)
Faulting is present both north and south of the Rough Creek Fault Zone. The faults on the north side strike northeast and those along the Illinois-Indiana border are collectively referred to as the Wabash Valley Fault Zone. Those nor theast-trending faults, including the Wabash Valley Fault Zone, are high angle faults with maximum displacem ents within the magnit ude of 200 to 300 feet. The location and northern extent of t hese faults is well defined on the basis of boring data.
These faults terminate at the Rough Creek Fault Zone and are offset from the traces of the faults on the south side of the Rough Creek Fault Zone. 

The faults on the south side of the Rough Cr eek Fault Zone trend northeast to southwest and east to w est (Reference 41). The number of faults and the amount of their displacement is much greater on the south side than on the no rth side. Displacements in excess of 1500 feet have been reported by Ear dley (Reference 4). The faults on the south side which intersect the Rough Creek Fault Zone also terminate at this zone, as do the faults on the north side.
A fault zone alo ng the Mississippi Valley is loc ated in southern Illinois and in adjoining states, approximately 250 miles south of the plant site.
In southern Illinois, th is structure consists of a series of northeast-striking faults.
The geological and geophysical evidence sug gests that the Mississip pi Valley Fault   

BRAIDWOOD-UFSAR 2.5-18 REVISION 9 - DECEMBER 2002 Zone is associated w ith the Mississippi Embayment tectonic element. 2.5.1.1.4.2.12.3 Ste. G enevieve Fault Zone At the western end of the Rough Creek Fa ult Zone there is a series of northwest-tr ending faults along the border between southern Illinois and so uthwest Missouri, seve ral of which are grouped as the Ste. Ge nevieve Fault Zone (Figu re 2.5-9). These faults are generally high-angle faults along which t he north side has moved down relative to the south side. Di splacements of 1000 to 2000 feet have been reported (Ref erence 21).
2.5.1.1.4.2.12.4 Aqe of Faulting in Southern Illinois and Adjacent Areas The age of the faulting in southern Illinois , southern Indiana, northern Kentucky, a nd southeastern Mi ssouri is post-Pennsylvanian-pre-Plei stocene (Reference 21). In southern Illinois and northern Kentucky the Cretaceous-aged deposits are not generally cut by faults, and it is p ossible that all the faulting in this area is pre-Cre taceous in age. Willman (Reference 42) and References 39 and 40 show unfaulted Cretaceous deposits overlying the faults on the south side of the Rough Creek Fault Zone. 

Ross (Reference 43) st ates that faults in the upper portion of the Gulf Coastal Embayment area may still be active. This was discussed at great length wi th members of th e Illinois State Gelogical Survey, Indiana Geolog ical Survey, and U. S. Geological Survey. The conclus ions are that there is no evidence of displacement of Pleistocene deposits associa ted with the Rough Creek Fault Zone or with the faults on either side of this zone and that there is no evidence of displacement of the Cretaceous sediments in southern Illinois or northern Kentucky. It was further stated that in I llinois, the term "active" has been loosely applied to faults indicating areas of seismic activity rather than surface mo vements along a fault plane. Grohskopf (Reference 44) state s that faulting of Pliocene gravels and Pleistocene loess is p resent in southeastern Missouri. However, the upper Cretaceous rocks of the Gulf Coastal Embayment area clearly overlap the inte nsely faulted area in southern Illinois, and only a few minor f aults, possibly the re sult of slumping or solution collapse, have been found cutti ng the Cretaceous, Tertiary, or Pleistoce ne rocks (Reference 5).
2.5.1.1.5 Gravity and Magnetic Anomalies Measurements of the ea rth's gravitational and magnetic fields have been made both on the ground and from the air in Illinois and surrounding areas. 

BRAIDWOOD-UFSAR 2.5-19 Gravity anomalies are usually caused by some combination of the following three major factors: 
: a. structure, nonco nformities, and lithol ogic changes in the sedimentary rocks; 
: b. relief on the crystalline base ment surface; and 
: c. lateral density chan ges in the crystal line portion of the earth's crust and up per mantles (Reference 45).
The gravity field in the region of the site is r epresentative of that in the continen tal interior, where the tectonics and structural development of the Precambrian crust have been inactive since late Pr ecambrian time. G ravity anomalies are caused primarily by mass differe nces below t he Precambrian surface, although a minor portion of the field is contributed by structures within th e Paleozoic section. 

Precambrian anomalies are caused by plut ons of batholithic proportions, the tops of which are truncated at the Precambrian surface. The bottoms of the plutons are located near the base of the crust at a depth of nearly 35 kilo meters (Reference 46). 

Figure 2.5-13 repres ents the Bouguer gravity anomaly map of the region surrounding t he site. Some of the anomalies appear to be associated with some of the regional g eological structures. 

An anomalous trend in east cen tral Illinois appe ars to follow the trend of the LaSalle A nticlinal Belt. In so uth central Illinois, a gravity anomaly appears to coincide with the position of the Illinois Basin. In no rthwest Illinois, a ge neral east-west-trending anomaly appears to follow the trend of the Plum River Fault Zone; and in nor th central Illinois, an anomaly appears to 

coincide with the position of the Ashton Arch, on the southwest side of the Sandwich Fau lt. The relation of gravity anomalies to other geologic structures is not apparent on the regional basis. 

The regional aeromagnetic map is shown in Figure 2.5-14. It shows a magnetic anomaly on the south side of the Sandwich Fault, suggesting the b asement rock is closer to the surface than in adjacent areas or th at there is a ch ange in the magnetic susceptibility of the ro cks. The trends of the Wisconsin Arch, the La Salle Anticlinal Belt, and the Ka nkakee Arch are weakly delineated.
On the basis of gravimetric and seismic geophysical evidence, McGinnis (Reference 22) postulated a basemen t fault zone in the metropolitan Chicago area, north of and about parallel to the Sandwich Fault Zone. The presen ce of the fault has not been verified. 

BRAIDWOOD-UFSAR 2.5-20 REVISION 5 - DECEMBER 1994 2.5.1.1.6 Man's Activities For a discussion of man's activities in the site are a, refer to Subsection 2.5.1.2.7. 

2.5.1.2 Site Geology

2.5.1.2.1 General The site is located within a fla t-lying, glacial lake plain area in southwestern Will County near the tow ns of Braidwood and Godley, Illinois. Ele vations of the natural land surface within the site area range from approximate ly 580 to 610 feet. Strip mining for coal has significantly altered the topography over large areas (see Figure 2.5-15), with vertical c uts approaching 100 feet. In addition, low moun ds have been f ormed at various localities by refuse d umps from underground coal-mining activity. 

During this period of in vestigation, 117 borings and 13 test pits were made throughout the site ar ea at the locations indicated on Figure 2.5-16. A maximum of 15,460 feet of soil and rock were logged and sampled.
The maximum depth penet rated was 345.8 feet in Boring L-4. It w as completed at an eleva tion 234.8 feet above sea level, the lowest horizon reached. A wa ter well was drilled in September 1974 to provide g roundwater for construction supply (see Figure 2.5-16, Sh eet 3, and FSAR At tachment 2.5C). Final depth of the water well was 1753 feet. 

In addition to drilling and sampling the var ious soil and rock units which underlie t he site, geophysical l ogging of several borings was accomplished to verify the position of stratigraphic horizons. The site was inspected by geo technical staff from Sargent & Lundy and Dames
 & Moore. Exposures of soil and bedrock were examined as to lithology, weathering characteristics, stratigraphy, and structure.
Available geol ogic literature concerning the site area was researched, and various recognized authorities from the Illinois State Geological Survey were consulted personally and by telephone.
Geologists from Sargent
 & Lundy mapped a nd photographed the exposed soil and rock in the exc avation for Units 1 and 2 (see Subsection 2.5.4.3.1.1). Memb ers of the Illinois State Geological Survey visited the site to check the stratigraphic descriptions and interpretations delineated duri ng the mapping program (see FSAR Atta chment 2.5A). The mai n excavation was also inspected by a geologist from the NRC (see FSAR Attachment 2.5B).
The inspection and mappi ng of the excavation confirmed the data obtained from the test borings taken in the site area (Figure 2.5-17). The excavation map ping program is discussed in Subsection 2.5.4.3.1.1. 

BRAIDWOOD-UFSAR 2.5-21 REVISION 9 - DECEMBER 2002 2.5.1.2.2 Physiographic Setting The site is located within a phy siographic divis ion of Illinois named the Kankakee Plain (Reference 
: 47) as shown on Figure 2.5-4.
The Kankakee Plain o ccupies a relatively small portion of a larger physiographic div ision called the Till Plains Section of the Central Lowland Physiographic Province (Reference 1). 

The Till Plains Section is characterized by widespread and variable deposits of glacial till, outwash, and lacustrine sediments assigned primarily to the Wisconsinan and Illinoian glacial stages. The pre-glacial bedrock sur face is irregular. A number of completely a nd partially buried be drock valleys exist throughout the secti on. Overburden th ickness is locally dependent on a combina tion of bedrock condit ions and the amount of post-glacial erosion. 

The Kankakee Plain is characterized by relat ively low-lying and flat topography, except where it has been deeply incised by such major streams as the I llinois, Kankakee, Des Plaines, Du Page, and Mazon Rivers and their tributaries.
This distinct physiographic division o riginated during a t ime when runoff of glacial melt-water flood ed low areas b etween arch-shaped moraines and formed extensive g lacial lakes such as Lakes Wauponsee and Watseka, as shown on Figure 2.5-4.
Deposits of sand and gravel accumulated in this lacustrine environment.
When the waters subsided, the major ri vers became entr enched, terraces were formed, and large areas of lacustrine sand w ere exposed to wind action. Dunes were form ed by prevailing weste rly winds in some areas. They are not evident within the site area; however, strong cross-bedding suggestive of wind action is characteristic of the near-surface sand deposits throughout the site. Gradients of the natural g round surface within the site area are generally less than 1%. A phy siographic map of the site area is shown on Figure 2.5-18. 

2.5.1.2.3 Geologic History 2.5.1.2.3.1 General A study of geolo gy reveals the e arth to be in a constant state of change. The lowest ro cks in the stratig raphic sequence contain the oldest records of geologic histo ry, and successively higher rocks provide an orderly record of the changing conditions at any given geographic location. The stratigraphic columns shown on Figures 2.5-2 and 2.5-19 provide a graphic illus tration of the earth's changing history.
The geologic hist ory of the site area is derived partly fr om exposures of soils and rock a nd partly from nearby wells an d borings. In addit ion, these data are supplemented by knowle dge derived from a djacent regions. A surficial geologic m ap of the site area is shown on Figure 2.5-20. The ages for the geolog ic periods discu ssed below are taken from Reference 2.
BRAIDWOOD-UFSAR 2.5-22 2.5.1.2.3.2 Precambrian (Greater Than Appr oximately 600 Million Years B.P.)
In the site area, Pr ecambrian rocks of undet ermined composition lie at a depth of 4400 to 4500 feet below sea level. Since no borings at or near the site have reached Preca mbrian rocks, their nature and history m ust be inferred from observations in other areas. Data suggest that it is largely a granitic surface, with 

occasional dikes and patches of volcanic flow rock. The surface appears to be dipping southerly at appro ximately 60 ft/mi.  

Precambrian events dis cussed in Subsecti on 2.5.1.1.1.2 are assumed also to have occurred within the site area. 

2.5.1.2.3.3 Cambrian (Approximat ely 500 to Appro ximately 600 Million Years B.P.)
No onsite boring has penetrated Cambrian-aged de posits; however, limited data are avail able from onsi te water wel ls and deep borings located 2 to 10 miles fr om the site.
Indications are that the site area was submerged during late Cambrian time. The first deposits in the advancing sea were coa rse sand and fine pebbles, followed by finer san d, dolomite, and shale, with an increasing amount of calcareous material.
Before the close of Cambrian time, the seas cleared, and chemica l and/or organic precipitates which formed dolomite were deposited.
At the close of Cambrian time, the s ite area was uplifted. Minor advances and retreats of the sea deposited alter nating layers of clastic and calcareous s ediments, followed by a brief period of erosion. 2.5.1.2.3.4 Ordo vician (430 
+/- 10 to Approxim ately 500 Million Years B.P.)
The Ordovician period began with a readv ance of the sea.
Initially, the d eposition was predominan tly medium-grained sand with minor calcareous zones. Later, general conditions favored the accumulation of calc areous deposits. Fi nally, there were alternating periods of accumul ation of sand and calcareous materials. 

Eventually the sea reced ed and a prolonged per iod of erosion was initiated. It appea rs, however, that the site area was not eroded as extensively as in adjacent localities.
Following the period of widespread erosion, the sea advanced over the existing erosion al site topography, reworking the unconsolidated soils, th en depositing a consid erable quantity of fine to medium s and. Gradually the sea became clearer, and a thick sequence of ca lcareous sediments was deposited. 

Onsite boring data indicate that a brief period of emergence followed the calcareous deposition. The sit e area was again submerged by the sea, and early conditions favored the deposition 

BRAIDWOOD-UFSAR 2.5-23 of silt and clay with minor amounts of calca reous material.
Later the seas again became clear, and c alcareous deposits dominated. Finally, c onditions again favored the accumulation of silt and clay. The Ordovician p eriod ended by e levation of the region above sea level followed by long, continued erosion.
2.5.1.2.3.5 Silurian (400 
+/- 10 to 430 
+/- 10 Million Years B.P.)
Silurian-aged deposits a re rare at t he site; how ever, regional geology indicates that t hey completely blanketed the site at one time. Data from adjacent areas reveal t hat, following the period of erosion at the end of Ordovic ian time, Silurian seas deposited a sequence that began with cla stic sediments and ended with a thick carbonate accumula tion. This period of deposition was followed by uplift and t hen erosion which prob ably removed most of the Silurian deposits in the site a rea except for an occasional outlier.
2.5.1.2.3.6 Devonian (340 
+/- 10 to 400 
+/- 10 Million Years B.P.)
Devonian sediments are n ot present within th e site area; however, some marine deposition is believed to ha ve taken place during late Devonian time.
The character of th ese deposits is not definitely known. H owever, regional data suggest that they may have been primarily silty in n ature. Uplift of the site area terminated the D evonian deposition. Sub sequent erosion removed all traces of the Devonian d eposits and perh aps additional Silurian rocks as well.
2.5.1.2.3.7 Miss issippian (320 
+/- 10 to 340 
+/- 10 Million Years B.P.)  No Mississippian-aged de posits are present at the site. It is possible that a period of erosion, initiated during the close of Devonian time, persisted through Mis sissippian time.
Erosion did penetrate well into the Ordovician depos its throughout most of the site area, as indicated by the pre-P ennsylvanian unconformable surface. 

2.5.1.2.3.8 Penn sylvanian (270 
+/- 5 to 320 
+/- 10 Million Years B.P.)  During Pennsylvanian time at the sit e, sediments initially accumulated in a terrest rial environment.
Lithologies indicate the occurrence of periods of rap id accumulations of alluvial silt and very slow accumulations of c lay under probably stagnant conditions. Abundan t vegetation flouris hed and accumulated in significant quantities.
Many of these chang es in environment were locally separated by periods of non deposition or erosion. 

After the period during which va st stretches of vegetation flourished and a ccumulated, the environment changed. A shallow sea encroached on the si te area. Near-shore deltaic deposits of fine-grained materials a ccumulated as streams emptied into the   

BRAIDWOOD-UFSAR 2.5-24 sea. Limestone was de posited locally. As t he delta prograded, laminated siltstones were deposited in d istributary and interdistributary bays (Reference 48).
Distributary stream channels cut into the existing delta and depos ited beds of silty sand. Some of these deposits may have b een reworked to form delta front sands. Cr oss-cutting of cha nnels formed complex arrangements of bedding and litholog y in some places.
It is not definitely known if sediments youn ger than the Pennsylvanian were ever deposited in the site area until Pleistocene time.
2.5.1.2.3.9 Quaterna ry (Present to 2 
+/- 1 Million Years B.P.)
Beginning with Pleistoce ne time, the site ar ea is believed to have been invaded by a number of glacial adv ances; however, only deposits from the midpart of t he Woodfordian substage of the Wisconsinan glacial advance are present within t he site area. It is likely that deposits of previous glacial ad vances were removed by subsequent advances.
Radiocarbon dat es place the basal Woodfordian at approxima tely 22,000 radiocarbon years B.P. The probable radiocarbon age for the top is about 12,500 B.P.  (Reference 6). Radiocar bon dates for the middle Woodfordian are few. 

The Valparaiso glacier attained its maximum ex tent during the Woodfordian Substage of the Wisconsinan Stage and deposited the Valparaiso moraine as shown on Figure 2.5-6.
As the glacier receded, meltwater from a va st area escaped through the Des Plaines, Du Page, Kankakee, Fo x, and Illinoi s valleys. The abundance of Valpara iso outwash along hu ndreds of miles of icefront is evidence that unusua lly large volumes of meltwater issued from the ice. In the Kankakee valley, the water constituted a torrent which transported and deposited slabs of limestone. The volume of the Kankakee t orrent supplemented by glacial water from other valleys was so great that it could not escape along the Illinois valley and consequently formed several glacial lakes which in undated low-lying area s between various glacial moraines. T he site area was occ upied by glacial Lake Wauponsee, which rose temporarily to an elevation of about 650 feet above sea l evel. The major currents eroded a wide gap in the Minooka moraine and carried a large quantity of sand and silt into Lake Wauponsee. The lake plain south of Coal City is generally underlain by sand. To the nor th the deposits are essentially silt with some thin beds of sand and clay. 

Following the Kankakee t orrent and the lowering of g lacial Lake Wauponsee, the l acustrine silts and sa nds were exposed to erosion. Wind-blown s ands were deposited in the site area in sheet-like deposits and occasional dunes.
After most of these wind-blown deposits we re stabilized by vegetat ion, modern soils slowly developed. 

BRAIDWOOD-UFSAR 2.5-25 2.5.1.2.4 Stratigraphy The stratigraphy at the Braidwood si te is well known , both from published material and from numerous borings completed during the course of this investi gation. The excav ation mapping program confirmed the interpre tation of the subsurfa ce geology discussed in the Braidwood PSAR.
During the excavatio n mapping program it was found that the Parkland Sand could be differentiated from the Equality Formation (see Subs ections 2.5.1.2.4.1.1.1 and 2.5.4.3.1.1). W hile the ability to differen tiate these units has increased knowledge of t he site geology, it has no effect on the design or construction of the Braidwood Station.
In general, the site is underlain by a regul ar sequence of units marked by a remarkable u niformity and continuity. Units such as the Colchester (No. 2 Co al) member horizon of Pennsylvanian age are extremely persistent and ser ve as excellent marker beds.
Detailed examination of borings and other subsurface data indicate a lack of fau lting in the Col chester (No. 2 Coal) member and provide strong suppo rt for the concept t hat faulting is not a significant structural e lement at the Braidwood site. A detailed discussion of the stratigraphy follows.
2.5.1.2.4.1 Soil Deposits Overburden deposits with in the plant site ar ea consist of eolian deposits, lacustrine deposits, outwash, and glacial till.
Borings at the site vi cinity encountered soil deposits which 

ranged in thickness from 26.0 feet in Boring M P-46 to 62.0 feet in Boring P-10. The average soil thic kness encounte red in the site borings was approximately 42.0 feet. T he sequence and nature of the soil and rock units within the site area are shown in a composite stratig raphic column, Fig ure 2.5-19, in a fence diagram of the site area, Figure 2.5-21, and in subsurface cross sections, Figures 2.5-22 through 2.5-26.
2.5.1.2.4.1.1 Pleistocene Deposits of Pleistocene age within the site ar ea consist of soils which are associated either directly or indirectly with Pleistocene glaciation.
They can be divided into upper and lower units on the basis of origin and distinct sedimentary characteristics. These have been classi fied by Pleistocene stratigraphers as the Parkland, Equality, an d Wedron Formations.
2.5.1.2.4.1.1.1 Parkland Sand The Parkland Sand consists of wind-blown sand wh ich blankets the site vicinity in sheet-like deposits except in strip-mined areas and areas where wind e rosion has exposed the underlying Equality Formation (blowouts).
Some small stabilized dunes of Parkland Sand are also found in the site vicinity. 

BRAIDWOOD-UFSAR 2.5-26 REVISION 5 - DECEMBER 1994 At the site, the Parkl and Sand is typica lly a light brown to reddish-brown, silty, ve ry fine to fine sand which has been derived from the underlying silts and sands of the Equality Formation. 

This formation was p robably present in many of the site borings and can be distinguish ed in the boring logs by the silty, light brown to reddish-brown f ine sand in the upper few feet of the Equality Formation. 

The Parkland Sand was determined to be present at the site as a separate unit from the Equality Formation du ring the excavation mapping program. This interpretation was la ter confirmed by members of the Illin ois State Geological Survey (see FSAR  .5A). 

In geologic sections of the main plant excav ation, the Parkland Sand ranged in thickness from 5.7 to 9.5 fee t, with an average of 7.4 feet in those areas wher e it was undisturbed.
The Parkland Sand and the Eq uality Formation are not differentiated on the bo ring logs and the te st pit logs (Figures 2.5-123 through 2.5-260) and the geologic cr oss sections derived from these logs (Fig ures 2.5-22 through 2.5-26). The Parkland Sand is shown separately from the Equality F ormation on the site stratigraphic column (Figure 2.5-19) and the geologic sections made during excavation mapping (see Subsecti on 2.5.4.3.1.1 and Figure 2.5-50).
2.5.1.2.4.1.1.2 Equality Formation The Equality Formation consists of lacustrine sands and silts and is subdivided into the Dolton and Carmi Memb ers (Reference 6).
Only the Dolton Member is present at the site, and it blankets the entire site vicini ty except where it has subsequently been strip-mined.
The Dolton Member within the s ite area consists primarily of yellowish-brown to gra y, fine sand which was deposited primarily in beaches and bars of glacial Lake Wauponse e as discussed in Subsection 2.5.1.2.3
.9 (Reference 6).
The Dolton lacustrine sand was penetrated by 114 borings throughout the site area.
The upper few feet of the deposit is a fine sand which typically is oxi dized to a yellowish-brown color, generally contains l ess than 15% silt, a nd has a consistency ranging from loose to medium dense. Below a depth of 15 feet, the sand grades from brown to a grayish-brown and a light gray color, generally conta ins less than 5% s ilt, and has a consistency ranging from medium dense to dense.
Lag gravels are found locally at the base of this sand. The ove rall consistency of the Dolton Me mber is medium d ense. Ground su rface elevations at the site for areas not strip-mined range from 591.7 to 603.6 feet. The average elevation at the ma in plant site is 600.4 

BRAIDWOOD-UFSAR 2.5-27 REVISION 5 - DECEMBER 1994 feet. Based on the results of borings drill ed at the site, the Dolton Member ra nges in thickness from approximately 14.0 feet to 31.2 feet and averages a pproximately 23.0 feet.
The lacustrine sand is permeable and water-bearing. The groundwater, which originates chiefly from surface infiltration, is perched on the underlying g lacial till deposits of low permeability.
An examination of lacu strine sand exposu res along a vertical strip-mining cut adjacent to the plant site re vealed strong cross-bedding. Most of the groundwater has drained naturally from the exposed permeable sand.
The basal 3 to 4 feet continue to dewater, forming a continuous line of seepa ge along the top of the underlying glacial t ill deposits. Dewater ing sand exposures with slopes which approach 70
&deg; to 80&deg; from horizontal were observed. 

2.5.1.2.4.1.1.3 Wedron Formation The Wedron Formation a ppears to underlie the entire site wherever the Dolton lacustrine sand was encountered.
Based on field identification and laboratory analysis by the Illino is State Geological Survey, two members of the Wedron Formation have been identified in the main plant area. These are the Yorkville and Tiskilwa Till Members. 

Underlying the T iskilwa Till Member are several feet of glacial deposits which may be as old as the Wedron For mation or which may be older (see FSAR Attachment 2.5A).
For ease of discussion, the Yorkvill e and Tiskilwa Till Members and the underlying gla cial deposits will be referred to as the Wedron Formation. 

The Wedron Formation w as penetrated by 111 bor ings throughout the site area. It frequently consists of three un its:  an upper till consisting predominantly of dark gray clayey silt to silty clay with interspersed sand and dolomitic gra vels, underlain by an outwash layer of grayish-brown sandy gravel to gravelly sand with numerous cobbles and some boulde rs, and a lower till consisting predominantly of a brownish-gray to gray, very sandy silt with some interspersed clay and gravel. These three basic units, however, are extremely v ariable in thickness, and any combination of them, in their proper seque nce, constitutes the Wedron Formation within the site area. 

As a whole, the Wedron Formation was observe d in onsite borings to vary in thickness from 4.5 feet in Boring M P-6 to 29.5 feet in Boring MP-57; it has an average thickness of 1 7.8 feet. The top of the formation lies between elevations of 56 8.9 feet and 583.7 feet, with an average elevation of 576.4 feet. Figure 2.5-29 shows the contoured su rface of the Wedron Formation for the site area and the main plant area. 

BRAIDWOOD-UFSAR 2.5-28 REVISION 5 - DECEMBER 1994 In addition to t he three units within the Wedron Formation, minor amounts of reworked so ils were encountered along the lower formation contacts. For the p urpose of this report, these reworked soils are con sidered to be part of the Wedron Formation.
These soils appear to be somewhat sporadic in occurrence and may be encountered at an y location within the site area. The reworked soils are com posed of gray silt with a trace of clay and gray, sandy, and micaceous silt with some sandstone gravels.
Outwash exposures along the strip-mine cut w ere water-bearing and formed a continuous line of seepage with conspicuous iron stains.
Cuts through the till and outw ash were at ve rtical slopes.
2.5.1.2.4.2 Bedr ock Deposits The bedrock deposits in the vici nity of the site range in age from Pennsylvanian to Precambrian as shown in Figures 2.5-2 and 2.5-19. The ele vation of the be drock surface ranges from 551.9 feet to 567.0 fe et and averages 558.3 feet. Fig ures 2.5-30 and 2.5-31 are contour maps of the b edrock surface which is formed in the upper Pennsylvanian deposits. 

The deepest borings drilled at the site were ext ended into the upper portion of the Ord ovician-age Galena Group.
The site water well penetrated into the Cambrian-age Ironto n and Galesville Sandstones. Descripti ons and estimated stra tigraphic thicknesses of deeper units were obtained from the following sources: 
: a. a deep well in the town of Bra idwood, Illinois, illustrated in Figure 2.
5-32 (Reference 49); 
: b. a composite of w ells in Sections 28, 29, and 32 in T.30N., R.10E. (Reference 13); 
: c. the log of a well in Sec tion 25 in T.34N., R.9E.  (Reference 13); and 
: d. the log of the site water well in Section 19, T.32N., R.9E. (see Figure 2.5-16, Sheet 3, and FSAR Attachment 2.5C). Rock quality designati on (RQD) has been used as an indication of the general quality of the roc
: k. This procedure employs a modified core recovery p ercentage in which only the pieces of sound core 4 inches or longer are counted as recovery. The cumulative length of pieces 4 inches or long er is then expressed as a percentage of the total length of the core run.
The core from the initial 30 borings (the A, P, L, and H series) was obtained using NX and HQ-wir eline double-tube core barrels.
The main plant location borings (the MP seri es) used mainly NX double-tube core barrel for rock coring. RQD is a function of   

BRAIDWOOD-UFSAR 2.5-29 drilling techniques. Therefore, as the largest number of borings were drilled using t he NX double-tube co re barrel, only the borings drilled by this method in the ma in plant area will be used to compare rock quality and recovery.
2.5.1.2.4.2.1 Pennsylvanian Deposits of Pennsylvanian age wh ich underlie the site consist of bedrock. Some residual soil was encountered in several borings, although none was found at the main plant site.
The soil was formed as a result of inplace weathering of Pe nnsylvanian bedrock and ranges somewhat in character from gray to bluish-gray silt with various amounts of clay and fine sand, to light gray, silty, fine or fine-to-medium sand. Mica flakes are conspicuous throughout. Although bedding generally is n ot evident in the silty sand layers, t he silts are without exception thinly laminated. The residual soil, an inplace weat hering product of the underlying Carbondale Formation bedrock, res ts in most places on a siltstone of the Franci s Creek Shale Member of the Carbondale Formation.
It was, however, locally encountered on the channel sandstone or limestone which overl ie the siltstone in the Francis Creek Shale Member. Where e ncountered in the borings, the residual soil has a hard consistency.
All the Pennsylvanian be drock is included within the Kewanee Group, which is subd ivided into the Ca rbondale and Spoon Formations. The Penns ylvanian deposition in the site area is characterized by rapid vertical changes in rock type and by lateral persistence of the Colchester (No. 2) Coal Member of the Carbondale Formation. Sandstone, siltstone, and most shale units are also persistent over wide ar eas when viewed as composite units. However, they show noticeable variation in thickness over relatively short hor izontal distances.
2.5.1.2.4.2.1.1 Kewanee Group

2.5.1.2.4.2.1.1.1 Carb ondale Formation

2.5.1.2.4.2.1.1.1.1 Limestone A light gray to buff, very silty limestone was encount ered near the top of bedrock in two boring
: s. It is thinly bedded, highly fractured, and moderately weathered. No evi dence of solution activity was observe
: d. Thicknesses vari ed from 2.0 feet in Boring A-10 to 5.0 feet in Boring A-7. 

Where limestone was enco untered, the RQD ranges from 0% to 8%,
and the percentage of co re recovery ranged f rom 60% to 90%. The low values of RQD may be attribu ted to weathering of the upper bedrock layers. 

BRAIDWOOD-UFSAR 2.5-30 2.5.1.2.4.2.1.1.1.2 Fran cis Creek Shale Member 2.5.1.2.4.2.1.1.1.2.1 Channel Sandstone Deposits A thin to locally thick sandstone unit was enc ountered at or near the top of bedrock at many locations, partic ularly in the main plant area. Stratigra phically it lies below the locally present silty limestone and above the siltstone of the Francis Creek Shale Member. T he sandstone unit has been classified by the Illinois State Geological Surv ey as part of the Francis Creek 

Shale Member on the basis of both spore anal yses and on the coal within the sands tone (Reference 50). The channel deposits consist of light gra y, silty, fine- or f ine-to-medium-grained sandstone with occasional interb edded shale layers. The unit as a whole is micaceous and thin-bedded. Congl omeratic sandstone, with clasts (angular f ragments) and stringers of coal and pebbles (probably concretions) of siderite, is local ly well developed at or near the base. T he contact with the underl ying siltstone is disconformable. 

Where the sandstone is present, thicknesses va ry from 3.0 feet in Boring A-9 to 27.3 f eet in Boring A-3.
The average thickness from a total of 62 b orings is 7.4 feet. 

The RQD ranged from 0% to 100%
and averaged 48.1%. The percentage of core rec overy averaged 82.2% a nd ranged from 8% to 100%. Low values of both RQD and recove ry are due to various degrees of weathering which have taken place along the upper zones of bedrock. In many cases, due to poor cementation or lack of cementation of the sa ndstone, the initial c ore was washed away in the drilling process. 

2.5.1.2.4.2.1.1.1.2.2 Siltstone Deposits The siltstone of the F rancis Creek Shale Member is present throughout the site ar ea except where it has been removed by strip-mining the underly ing No. 2 Coal. It represents a wedge of clastic sediments from a northern or eastern source which was deposited rapidly soon after the No. 2 Coal deposition. It can essentially be described as a gr ay, micaceous si ltstone which grades from sandy at t he top to a finely mic aceous, silty shale near the base. It is thinly laminated t hroughout. Siderite concretions are common but are only occa sionally fossiliferous. 

Within the siltstone is a zone of conglo meratic sandstone. This zone is marked by large clasts and occasiona l beds of coal and pebbles of siderite.
The matrix is frequent ly calcareous, though in most places it is a fine- to medi um-grained sands tone. The top of the conglomerat ic zones ranges in eleva tion from 511.6 to 553.3 feet and r anges in thickness from 1.2 feet in Boring MP-47 to 36.9 feet in Boring A-14. 

The overall thickness of the s iltstone deposits averages 51.8 feet. The thickness ranges from 28.5 to 65.5 feet. RQD values 

BRAIDWOOD-UFSAR 2.5-31 for the siltstone ranged from 0% to 100% and averaged 77.1%. The percentage of core rec overy averaged 96.3% a nd ranged from 33% to 100%. RQD values in the plant area are vari ed due to irregular amounts of weathering in the upper porti ons and the more fissile nature of the rock as it gra des to shale near the base.
Laboratory test results indicate unconfined co mpressive strengths ranging from 2420 to 7286 psi for seven of eight samples. One low strength of 980 psi was due to a concealed s hear break in the sample (see Table 2.5-3). R esults of resona nt column tests performed on four samples from the siltstone d eposts are given in Table 2.5-4. 

Visual observations were made of the exposed siltstone deposits along vertical s trip-mine cuts adjacent to the site.
Differential weathering of the thinly lamina ted silty shale (less resistant) and siltstone (more resistant) laye rs had developed an irregular surface wi th numerous horizontally oriented knife edge projections. In addition, numer ous irregular short fractures had developed across bedding planes.
In general, weathering had not penetrated more than 3 or 4 inches. The exposures were, on the whole, very stable along vertical cuts and d id not display the slaking tendency so common to sh ales with a high clay content. 

2.5.1.2.4.2.1.1.1.3 Colchest er (No. 2 Coal) Member The Colchester, one of the most continuo us beds in the Pennsylvanian of Illinois, consi sts of thinly be dded to thinly laminated layers of dull to bright black coal but contains no persistent partings.
Numerous verti cal fractures are present which contain thin vei nlets of pyrite and cl ay. Elevations at the top of the coal ra nged from 486.1 to 518.3 feet averaging 501.0 feet. Figure 2.
5-33 is a contour map at the main plant site of the top of t he Colchester Member and indicates the thickness of coal present at each boring location.
Stratigraphically, the base of the No. 2 Coa l forms the base of the Carbondale Formation. 

Observed thicknessses va ry from 1.5 feet in Bo ring MP-25 to 4.7 feet in Boring A
-5. The average thickness from a total of 83 borings is 3.3 feet. 

RQD averaged 53.6% and ranged from 0% to 100
%. The percentage of core recovery averaged 9 1.4% and ranged from 59% to 100%. Low RQD values for the c oal are attributed to breakage during drilling and probably do not represent true in situ conditions.
2.5.1.2.4.2.1.1.2 Spoon Formation The Spoon Formation is t he lowest recognized Pennsylvanian unit which underlies the site.
Its basal c ontact with the underlying Ordovician deposits is locally sharp and easily recognized.
Several distinct sedimentary units have been d istinguished within the Spoon Formation as o bserved in onsite bori ngs. These consist 

BRAIDWOOD-UFSAR 2.5-32 essentially of interbedd ed clayey shales, silty shales with carbonaceous zones, and siltstones or silty sandstones. Abrupt vertical changes in lithology and rapid lateral variations in thickness are characte ristics of these units.
The clayey shale units within the Spoon Form ation are generally carbonaceous and brownis h-gray to dark gray in c olor. The shales are massive and highly fragm ented in nature.
The fractures are small, extremely numerou s, irregular, slickens ided, and have no definite pattern of orientation.
The fractures are believed to be related to desiccation an d compaction subse quent to burial rather than to tectonic activity. Siltstone layers both above and below the fragmented units are rarely fractured or slickensided.
The silty shale intervals are generally dark gray to black in color. They grade car bonaceous in zones with well-developed coal layers in some locatio ns. A maximum of 6.8 feet of coal was observed in Boring A-5 below the No. 2 c oal layer. The silty shale layers are thinly laminated to mas sive. Zones with randomly oriented fragmentation and slickensides are typical.
The fragmentation and formation of slickensi des in the silty shale is also believed to be the result of desiccation and compaction subsequent to burial rather than the result of tectonic activity. 

Three light gray and greenish-gr ay sandy siltsto ne and silty sandstone beds are prese nt in the main plant area. These layers are micaceous, slightly carbonaceous, and contain sand-size grains of siderite t hroughout. Bedding is thin but grades indistinct in zones give a decep tively massive appea rance to the fresh cores. Fractures are rare. The t hickness of the three layers represents about 6 to 10 feet of the total Spoon Formation at the site. 

The lower portion of the Spoon consists of dark gray, sandy, carbonaceous siltstone.
The siltstone is hi ghly fissile near the base and parts on laminae of carbonized plant fossils. 

The Spoon Formation as a whole was observed to range in thickness from 11.7 feet in Boring A-5 to 48.5 feet in Boring A-15. An average thickness from a total of 57 bor ings is 33.8 feet. 

Core recovery for th e Spoon Formation ranged from 31% to 100%, averaging 93%. RQD aver aged 67% and ranged fr om 5% to 100%. The shales in this formati on tend to swell in th e core barrels.
Breakage occurs when the rock is ext racted from the core barrels, and RQD values are undou btedly lower than in situ conditions.
Although the gray to greenish-gr ay siltstone has relatively high RQD values, the dark g ray basal siltstone may exhibit frequent bedding plane partin g, yielding lower RQD values. 

Laboratory testing could not be performed on the fragmented shales, but the ligh t gray and green ish-gray siltsto ne units were BRAIDWOOD-UFSAR 2.5-33 utilized. Unconfined compressive strengths ranged from 4020 to 8600 psi for five samples of s iltstone tested (see Table 2.5-3).
Other rock types within this formation are anticipated to have much lower unc onfined strengths.
2.5.1.2.4.2.2 Silurian

2.5.1.2.4.2.2.1 Alex andrian Series Silurian deposits were n ot anticipated to unde rlie the site area; the general outcrop edge is mapp ed a few miles to the east (Figure 2.5-5). However, it appears that sm all scattered patches of Silurian sediments exist as outliers west of the main body.
That these patches were preserved in pre-Pennsylvanian topographic lows is suggested by a thin layer of reworked Ordovician shale which overlies the Silurian in Boring L-4. The reworked shale appears to have been transported from Ordovician exposures at some higher eleva tion and deposit ed during initial stages of the Pennsylv anian period. Reg ional unconformities occur at the upper a nd lower contacts of Silurian rocks. 

Silurian deposits were encounter ed in two borings. Total thickness varied from 31 feet in Bor ing L-3 to 33 feet in Boring L-4. Deposits consisted of 17 to 25 feet of light brown to greenish-gray dolomite.
It is fine- to medium-grained, silty, and thinly bedded, with numerous thin irregular green shale partings. The dolomite is underlain by 7.5 to 14.0 feet of light greenish-gray to dark gray dolom itic siltstone w hich is thinly laminated.
Fractures are generally tight and widely spaced. The RQD ranges from 83% to 93%. The percent of core recovery range s from 98% to 100%. Porous zones are limited to small vugs (1-inch maximum) and pinpoint openings. 

2.5.1.2.4.2.3 Ordovician 2.5.1.2.4.2.3.1 Maquok eta Shale Group

2.5.1.2.4.2.3.1.1 Brainard Shale The Brainard Shale, where present within the site area, forms the top of Ordovician depo sits and rests con formably on the Fort Atkinson Limestone. At some locations, the Brai nard is very thin to absent due to the ero sional unconform ity between the Pennsylvanian and Ordovician sed iments. The f ormation consists of greenish-gray silty a nd dolomitic shale w ith occasional marine fossils. Bedding is thinly la minated. The shale is generally well indurated w ith few fractures. 

The Brainard Shale is variable in thickness over short horizontal distances. It was o bserved to vary from a few inches in Boring A-8 to 78.5 feet in Bori ng L-2. An average thickness from a   

BRAIDWOOD-UFSAR 2.5-34 REVISION 9 - DECEMBER 2002 total of 21 borings is 14.1 feet.
The Brainard Shale was not encountered in any of the main plant borings.
The RQD ranges from 46% to 98%. The percent of core recovery ranges from 92% to 100
%. These figures are taken from borings drilled with var ious drilling techniques, but due to the small number of borings wh ere Brainard was enc ountered, a single drilling technique was not isolated for eval uation of RQD and recovery. 

Laboratory test resu lts indicate an unco nfined compressive strength of 7142 psi from one sample taken f rom the basal calcareous zone. Stre ngths of the upper Brain ard are anticipated to be somewhat less, but suitable samples are diffic ult to obtain because of the t endency of the upper Brainard to part along bedding planes upon expo sure to the atmosphere.
2.5.1.2.4.2.3.1.2 Fort Atkinson Limestone This formation is pres ent throughout the sit e area. Where the Brainard has been removed, the u pper contact of the Fort Atkinson is unconformable with Pennsylvanian deposits.
The elevations of the Fort Atkinson range from 434
.2 to 475.1 feet and average 

451.0 feet (see Figu re 2.5-34). The contact with the underlying Scales Shale app ears to be con formable. The Fort Atkinson consists essentially of gray, silty limestone which grades from light gray to buff downward.
The silty limestone is thinly bedded and contains nu merous irregular parti ngs and gradational zones of dark gray, ca lcareous shale. N umerous fossils occur throughout. The light gray to buff limeston e grades coarsely calcarenitic and free of silt. It is thin- to medium-bedded with occasional thin shale partings and stylolite
: s. Minor oil-stained vugs and porous zones occur in basal zon es. The pores are generally very small, rarely larger than 1 inch in diameter. 

Observed thicknesses of the Fort Atkinson Limestone range from 29.9 feet in Boring L-3 to 41.4 feet in Boring A-15.
The average thickness from a total of 28 borings is 38.2 feet. 

The RQD ranged from 21%
to 100% and averaged 92.3%. The percent of core recovery ranged from 50% to 100%
and averaged 98.4%.
Laboratory test results indicate unconfined co mpressive strengths ranging from 3,121 to 14
,333 psi for eight of nine samples (see Table 2.5-3). One low strength of 1 878 psi was due to a concealed shear break in the sam ple. Results of resonant column tests performed on four samples from the Fort Atkinson Limestone are given in Table 2.5-4. 

2.5.1.2.4.2.3.1.3 Scales Shale The Scales Shale is the basal formation with in the Maquoketa Shale Group. It rests u nconformably on sediments assigned to the Galena Group and is pres ent throughout the site area. The upper 

BRAIDWOOD-UFSAR 2.5-35 6.5 to 19.0 feet is a light gray, ca lcareous siltsto ne which is extremely fossiliferous. This grades downward to gray, silty, calcareous shale with interbedded zones of silty limestone, and finally to dark gray, dolomitic shal e with occasional thin layers of calcareous siltstone. In general, bedding is thickly laminated and somewhat i rregular. Upon exposu re, the shale parts readily along beddin g planes. Fract ures are rare.
Observed thicknesses ran ge from 86.2 feet in Boring A-2 to 90.9 feet in Boring L-2.
The average thickness from eight borings is 88.4 feet. 

The RQD varies from 96%
to 100% and averages 98.3%. The percent of core recovery ranges from 96% to 100%
and averages 98.5%.
Laboratory test results indicate unconfined co mpressive strengths of 5918, 6660, and 8469 psi (see Table 2.5-3).
2.5.1.2.4.2.3.2 Galena Group 2.5.1.2.4.2.3.2.1 Wise Lake and Dunleith Formations The Wise Lake and Dunleith For mations in north eastern Illinois are so similar that they cannot be readily s eparated in boring samples. This combined unit is the lowest stratigraphic horizon reached by onsite bori ngs. A maximum of 27 feet was cored in Boring L-2; however, t he unit was not entire ly penetrated. The upper contact with t he overlying Scales Shale is easily distinguished even though an u nconformity is indicated.
Irregular small voids in the top of the Wise Lak e-Dunleith are filled with fossiliferou s, silty limestone which grade upward into the basal Scales Shale. The cored portions of the Wise Lake-Dunleith Formations consist of mottled, l ight gray to buff, fine- to medium-crystall ine, dolomitic limestone. Bedding is thin with numerous v ery thin and irregul ar shale partings.
Fractures are not common. Vugs and localized po rous zones are present at some localities and e ntirely absent in others.
Solution activity is not a s ignificant facto r in this unit. 

Total thickness with in the site area is estimated to be between 165 and 245 feet on the basis of dee p boring data in adjacent areas. A structural contour map on top of the Galena is presented in Figure 2.5-35. 

The RQD varies from 97%
to 100%. The pe rcent of core recovery varies from 99% to 100%. 

Laboratory test results from one sample indicate an unconfined compressive strength of 9591 psi.
2.5.1.2.4.2.3.2.2 Gutt enburq Formation The Guttenburg Formation is a light buff to gr ayish-brown, fine to medium-crystalline, medium- to massive-be dded dolomite with 

BRAIDWOOD-UFSAR 2.5-36 REVISION 9 - DECEMBER 2002 thin, typically reddish-brown shale partings.
Thickness in the site area is estimated to be 10 to 20 feet on the basis of deep boring data in a djacent areas.
2.5.1.2.4.2.3.3 Platteville Group 2.5.1.2.4.2.3.3.1 Nachusa Formation The formation is a buff to grayish-brown, fine- to medium crystalline, medium-to massive-bedded dolom ite with thin gray shale partings and occasional chert nodules.
Thickness in the site area is estimated to be 34 to 48 feet on the basis of deep boring data. 

2.5.1.2.4.2.3.3.2 Gran d Detour Formation The Grand Detour Formation is a brownish-gray, finely 

crystalline, fossilife rous, medium- to m assive-bedded dolomite with gray and reddish-brown shale partings. This formation commonly has gray mottling and s mall amounts of chert nodules.
Thickness on the site area is estimated to ran ge between 21 and 40 feet on the basis of deep boring data.
2.5.1.2.4.2.3.3.3 Mifflin Formation The Mifflin Formation is a finely crystalline, t hin- to medium-bedded, light gray or buff dolomite and lime stone with bluish-gray, gray, green, or brown shale partings, rare chert nodules, and zones of orange sp eckling. Thickness in the site area is estimated to range between 35 and 50 feet on the basis of deep boring data. 

2.5.1.2.4.2.3.3.4 Peca tonica Formation The Pecatonica Formation is light grayish brown, finely crystalline dolomite, wi th medium to mas sive bedding. This formation contains thin brown shale partings a nd may contain some brown to brownish-gray dolomite and dolomiti c limestones.
Thickness in the site area is estimated to be 34 to 48 feet on the basis of deep boring data. 

2.5.1.2.4.2.3.4 Ancell Group

2.5.1.2.4.2.3.4.1 Glenwood Formati on and St. Peter Sandstone The Glenwood Formati on and St. Peter Sandstone are not differentiated in the si te area. In general, the Glenwood is a fine- to coarse-grained dolomitic sandstone wi th some light green shale, while the St. P eter is a fine- to med ium-grained quartzose sandstone, poorly ceme nted and friable.
Total thickness of these combined formations in the site area is estima ted to be between 157 to 540 feet on the basis of deep boring data. 

BRAIDWOOD-UFSAR 2.5-37 2.5.1.2.4.2.3.5 Prairie du Chien Group 2.5.1.2.4.2.3.5.1 Shakopee Dolomite The Shakopee Dolomite is primari ly a very finely crystalline, light gray to light brown dolo mite. It contai ns oolitic chert and some light gray to g reen shale. It may contain lenses of massive algal structures up to 10 feet high.
Where present in the site area, it may range up to about 67 feet in thickness.
2.5.1.2.4.2.3.5.2 New Richmond Sandstone This formation is a bu ff, moderately sor ted, rounded, friable, medium-grained sandsto ne with some inter bedded, light-colored, sandy dolomite.
Where present in the si te area, it may range up to 10 feet in thickness. 

2.5.1.2.4.2.3.5.3 Oneota Dolomite The Oneota Dolomite is estimated to be from 8 to 250 feet thick within the site area. It is divided i nto two members chiefly on the basis of chert c ontent. The upper or Blodgett Member consists of noncherty to slightly cherty dolomite. The lower Arsenal Member consists of cherty to very cherty dolomite. The dolomite in both units is light gray to pink , coarse-grained, and has minor amounts of sand. 

2.5.1.2.4.2.3.5.4 Gunter Sandstone The Gunter Sandstone consists of medium-grained, friable, subrounded sandstone that co ntains beds of light gray, fine-grained dolomite and minor amounts of green shale. Where present in the site area, it may range up to about 7 feet in thickness.
2.5.1.2.4.2.4 Cambrian 2.5.1.2.4.2.4.1 Eminence Formation The Eminence Formation is a light gray to light brown, sandy, fine- to medium-grained dolo mite with some oolitic chert and thin 

beds of sandstone.
The thickness within the site area is thought to be about 82 to 93 feet on t he basis of deep b oring data. The name Momence Sandstone Member has been proposed (Reference 13) for the 5 to 15 foot-thick discontinuous sandstone, which is sometimes found at the base of the E minence Formation.
2.5.1.2.4.2.4.2 Potosi Dolomite This formation is a finely crystalline, slightly argillaceous, brown to light gray do lomite. It is generally slightly glauconitic near the top and glaucon itic and sandy near its base.
Its thickness is estimated to be bet ween 162 and 212 feet within the site area. 

BRAIDWOOD-UFSAR 2.5-38 2.5.1.2.4.2.4.3 Fran conia Formation This formation c onsists of a light gray to pink, fine-grained, dolomitic sandstone that is us ually glauconitic, silty, and argillaceous. Its thickness is estimated to be between 88 and 142 feet within the site area.
2.5.1.2.4.2.4.4 Ironton Sandstone The Ironton Sandstone is a mediu m- to coarse-grained, partly dolomitic, poorly sorted sandsto ne. The approxi mate thickness within the site area is estimated to be between 130 and 215 feet on the basis of deep boring data from adjacent areas. Four distinct members are rec ognized on the basis of lithology. From top to bottom, these a re the Mooseheart, Mar ywood, Fox Valley, and Buelter Members. 

The Mooseheart Member consists of poorly sorted dolomitic sandstone that is medium- to coarse-grained.
Thickness within the site area is estimated to be between 45 and 60 feet.
The Marywood Member co nsists of fine-gra ined sandstone with little dolomite. Thic kness within the site area is estimated to be between 5 and 50 feet. 

The Fox Valley Member consists of poorly sorted, medium- to coarse-grained, dolomitic sandstone. Thickn ess within t he site area is estimated to be between 20 a nd 25 feet.
The Buelter Member consists larg ely of medium-graine d sandstone.
It is moderately sorted and rarely dolomitic. Thickness within the site area is estimated to be between 60 and 80 feet.
2.5.1.2.4.2.4.5 Gale sville Sandstone The Galesville Sandstone is a wh ite, fine-grained, friable sandstone which grades medium-grained and do lomitic in the basal portion. Thickness within t he site area is estimated to be between 82 and 100 f eet on the basis of deep boring data.
2.5.1.2.4.2.4.6 Eau Claire Formation This formation consi sts of a variety of lith ologies. In the site area, the primary lithologies are silty shale and siltstone which are dolomitic and glauco nitic, underlain by appr oximately 80 feet of silty dolomite. The estimated thickness within the site area is approximately 562 feet on the basis of de ep boring data.
2.5.1.2.4.2.4.7 Mt.
Simon Sandstone This formation is a fine- to coarse-gr ained, poorly sorted, friable sandstone wh ich contains occasio nal fine pebbles.
Coarse-grained beds are often cross-bedded.
Red and green 

BRAIDWOOD-UFSAR 2.5-39 micaceous shales occur in beds from a few inches to 15 feet thick. The thickness wi thin the site area is estimated to be somewhat in excess of 24 60 feet on the basis of deep boring data.
2.5.1.2.4.2.5 Precambrian No wells have reached the Prec ambrian in the site area.
Available data indicate that the basement rocks consist largely of medium- to coarse-grained granite. Other rock types reported are quartz monzonite, rhyolite, porphyry, an d felsite (Reference 51). Estimated depth to the top of the Precambrian is 4400 to 4500 feet below sea le vel (Reference 13).
2.5.1.2.5 Structure

2.5.1.2.5.1 Jointinq Joints are bedrock f ractures along whi ch no displacement has occurred parallel to the joint s urface. They us ually cut across bedding at a high angle but may vary from near horizontal to vertical. Lateral spacing b etween parallel fractures or joint sets varies considerab ly, and intersecti ons of different joint sets are common. 

Joints are present in the be drock of the site area. A determination of their spacing and trend is not possible from surface observations due to a substantial thickness of unconsolidated deposits.
Also, it is not po ssible to determine their trend or exact spacing from ro ck core samples. An examination of Pennsylva nian exposures above the No. 2 coal in the strip-mine area adja cent to the site indic ates two distinct sets of joints.
One set is spaced 1 inch to 16 inches, trends from due north to N 21
&deg; W, and dips from 80
&deg; to vertical. The second set is spaced 2 to 8 inches, trends N 73
&deg; E to N 99
&deg; E, and dips from 70
&deg; to 89&deg;. All trends are from true north and dips are measured prependicular to the trends.
All joints are tight, with no evidence of solution acti vity. During the excavation mapping, th ose joints observed were generally tight with no apparent movement along the joint surface.
2.5.1.2.5.2 Folding Contour maps for the site area have been constru cted on various stratigraphic horizo ns. These are illustrated on Figures 2.5-29 through 2.5-35. Contours on top of unconfor mable surfaces of erosion do not necessari ly reflect site stru cture related to tectonic movement, as there is d ifficulty in determining the configuration of the e rosional and/or depositional surface prior to deformation. Such unconforma ble surfaces are represented by the top of the Wedro n Formation, by the top of bedrock and, to some extent, the tops of the Galena, Fort Atkinson, and Colchester units. 

BRAIDWOOD-UFSAR 2.5-40 The period of erosion at the e nd of the Galena t ime is believed to have been brief.
Since it is likely that erosion did not produce significant topo graphic relief on th e Galena surface, present-day relief on this surface could conceivably be the result of tectonic m ovement which has ta ken place since Galena deposition. 

The top of the Fort At kinson Limestone is a comformable surface over portions of the site; h owever, pre-Pennsy lvanian erosion cuts through the Brainard and into the Fort At kinson in some locations. 

Although structure con tours on the top of the Fort Atkinson Limestone (Figure 2.5-34) indica te a local northeastward dip in the plant area, contou rs on the top of the G alena Group (Figure 2.5-35) in the broad er site area closely conform to the southwestward dip of the sit e region (Figure 2.5-12). 

Contours on top of the G alena indicate an anti clinal high which centers at or near Boring A-1 and appears to trend northwest -
southeast across the site ar ea. Sufficient data are not presently available to delineate this apparent s tructure in more detail. Regional da ta within the area suggest anticlinal structures which also trend in a northwest-s outheast direction (Figure 2.5-12). 

Irregular deposition al and/or erosional surfaces within Pennsylvanian deposits at the site each display some relief independent of one anoth er which should not be interpreted as due to tectonic movements.
The surfaces do not reflect the structure observed within the Ordo vician, such as the top of the Galena as previously discussed. Also, minor warping configuration shown on tops of both the Col chester No. 2 Coal M ember and the Ft.
Atkinson Limestone may be due as much to ero sion as to tectonic activity and the fact that structures shown on one unit are similar to structures shown on another unit may be coincidental.
However, it is possible that minor warping of the two geologic units may be due to tectonic f orces acting on the LaSalle Anticlinal Belt. Clegg (1965, Page 93) indica tes that structural and stratigraphic relati onships in northern Il linois show that a second phase of deformat ion of the LaSalle A nticlinal Belt began after the deposition of the Colchester No.
2 Coal and possibly continued to the end of or after Penns ylvanian time. 

Detailed correlations within t he Pennsylvanian and younger deposits do not indicate any site movement over the past 200 million years. Major re ported folds in the mid-continent are tabulated in Table 2.5-1 and are shown on Figure 2.5-8.
2.5.1.2.5.3 Faulting Inspection of bedrock exposures in t he strip-mining and the site excavations and detailed correla tions of stratig raphic horizons penetrated by onsite borings h ave shown no e vidence of faulting 

BRAIDWOOD-UFSAR 2.5-41 within the site area. The stratigraphic variations that do exist can be accounted for by local and region al unconformities.
The site is located in the tecto nically stable inter ior region of the continent wherein faulting is not a major structural element. Extensive geologic wor k, both surface and subsurface, has been done; regional and local stratigraphy a re well known; and, accurate stratigr aphic correlations are possible throughout the area, owing primarily to the presence of the Colchester (No.
2 Coal) member horizon. These s tudies have shown no evidence of faulting in the area. M ajor reported faults in the mid-continent are tabulated in Table 2
.5-2 and are shown on Figure 2.5-9. 

The Colchester (No. 2 Co al) member, though a very narrow horizon, is extremely consistent and constitutes an e xcellent marker bed in the area. Subsurface mapping, based on a lar ge number of site borings and numerous e xposures in the ar ea, shows very good stratigraphic continuity thr oughout the site area. 

While it is theoretically possib le that "minor" faults could remain undetected in t he plant area, it can be stated, b ased on the extremely close stra tigraphic control provided by the Colchester horizon, that no faul ts exist within the plant site 

area. In addition, no evidence of surface faulting was observed during excavation mapp ing. All geologic evi dence indicates that there has not been a ny fault movement in the area during Pleistocene or recent time. Further, av ailable information points to the inactivity of faul ts in the region of the site which extends well i nto the Paleozoic Er
: a. Therefore, even assuming that faulting might exist in the vicinity of the site, it would present no hazard to Seismic Category I structures at the site owing to the fact that all geologic evidence suggests that any faults which may exist in the site area or environs are inactive. 

Several faults have been inferred in the Galena Group in the Chicago metropolitan area (Reference 23).
The original evidence upon which these fau lts were inferred to exist consisted of a number of seismic re flection lines run in conjunction with geotechnical studies for the C hicago Metropolitan Sanitary District. 

Seismic studies provide indirect evidence of subsurface structure, and b orings were done in several ar eas to attempt to confirm the existence of the these faults. These borings provided mixed results.
In some cases, faults inferred from seismic data were not encountered or showed substantially smaller displacement than had been indic ated. However, in a few cases, faults of small displa cement were encoun tered in borings which had not been indicated in the seismic su rvey (Reference 52). 

The faults in the Galena Group w hich are known to exist in the Chicago area can be dated as being post-Silurian and pre-Pleistocene in a ge. Though not present in the immediate area 

BRAIDWOOD-UFSAR 2.5-42 of the faults, t he presence of Mississip pian and Pennsylvanian blocks preserved in the nearby Des Plaines D isturbance (Reference 
: 23) clearly indicates that similar deposits we re laid down in the Chicago metropolitan a rea and subsequently eroded. Faulting caused by normal tectonic mechan isms very probably occurred during this extended period of deposition and erosion. The present bedrock surface is planed off and, owing to a lack of scarp development, does not suggest post-Pleis tocene movement on the faults. Further, th ere is no evidence wit hin the Pleistocene deposits to suggest recent movement.
Surface subsidence ass ociated with undergrou nd mining oc curs in localities above underground coa l-mining activity. This may be reflected by only minor distortions or v ertical displacements in the sediments above the No. 2 Coal. The pos sibility of future movements along these zo nes is extremely remote.
2.5.1.2.6 Solution Activity The cores of bedrock rec overed from 86 test borings were inspected in detail for evidence of rock solut ion activity which may be related to the development of voi ds. The boring logs illustrated in Figures 2.5-123 through 2
.5-253 include the descriptions and distr ibutions of voids observed in the rock cores. In this discus sion, all openings in the rock described as vugs or porous zones have been combined into one category called rock voids. No soluti on channels were noted. 

The rock voids observed in the cores were generally less than 1 inch in their lo ngest dimension. Only a few 2-inch and 3-inch rock voids were observed. In all cases, the zones of core 

indicated as being porous were limited to isolat ed areas of less than 2 lineal feet of core, and the rock voi ds constituted 5% or less of the total rock volume within those zones. 

Small rock voids were observed to some e xtent in many of the calcareous units pen etrated by onsite bo rings. These units include the Silurian dolomite and the Ordovician-aged Fort Atkinson Limestone, the Scales Shale, and the Wise Lake-Dunleith Formations. 

The Silurian dolomite was cored in Borings L
-3 and L-4. Some porous zones with pi npoint to 0.1-inch o penings were observed having a percent of voids estimated to be on t he order of 1% to 2% of the total rock volume. 

The basal Fort Atkinson contains scattered v ugs with crystal deposits and numerous porous z ones. In many instances, the porous zones con tain small quantities of oil. Open spaces are confined to relatively n arrow zones and never exceed 5% of the total rock volume, g enerally much less.
Single openings in excess of 2 inches in diameter are rare. 

BRAIDWOOD-UFSAR 2.5-43 The uppermost horizon of the Scales Shale co nsists of calcareous siltstone which is highly fo ssiliferous. Porous zones and cavities were observed in this unit at s ome locations. Most openings are lined w ith drusy crystalline surfaces and rarely exceed 0.5 inch in d iameter. Open spa ces are confined to relatively narrow zones having less than 5% voids.
In the Wise Lake-Dunle ith Formations, local voids were observed at some localities, wh ile none whatsoever had occurred at others. The highest percent of voids observ ed was approximately 5%. Individual openin gs rarely exceed 1 inch in diameter. This is stratigraphically the lowest unit penetrated by onsite borings. The top of this unit was encountered in the borings at elevations ranging f rom 267.1 to 343.4 feet. 

In general, deep bedrock units c ontain a higher percentage of voids than the s hallow units. T he observed maxi mum percentage of voids at any location is 5%. Th is percentage is not considered significant from the s tandpoint of bedrock stability. No foundation problems are anticipated with regard to bedrock solution. 

2.5.1.2.7 Man's Activities There are no known instances of, or potential possibilities for, surface or subsurface su bsidence, uplift, or collapse resulting from the activities of man within the site area. Former activities within the site vicin ity have included underground and strip mining of coal. A detailed discus sion of the coal mining is presented in Subs ections 2.5.1.2.7.1 thro ugh 2.5.1.2.7.5.
There are no large uses of groundwater nor any industrial disposal wells in th is area. No surfa ce subsidence due to groundwater withdrawals has been reported near the site.
The Natural Gas Pipeline Compa ny of America operates two underground natural gas storage areas approx imately 9 and 13 miles from the s ite. Both of the ga s storage fields are associated with the He rscher Dome (see F igure 2.5-10). There have been no instances of up lift, subsidence, or collapse associated with these gas storage fields; th erefore, no hazard is posed to the plant site due to the operation of these gas storage projects.
2.5.1.2.7.1 History of Coal Mininq Coal was first discovered in Illinois on 167 9 by Father Hennepin, a missionary, who reported a "cole" mine on the Illinois River near the present-day town of O ttawa, approximate ly 34 miles west of the site. In 181 0, coal was first mined in Jackson County in southern Illinois and shipped to New Orleans; sustained production was not achieved until 1833, when 6000 tons of coal were mined from the same locality and shipped to St. Louis.
Coal was accidentally discovered near Braidwood in 1854 on the farm of Thomas Byron (Reference 53). A coal bed 3.5 feet thick 

BRAIDWOOD-UFSAR 2.5-44 was encountered at a depth of 65 feet in a well which was being drilled for water. A co mpany was formed, th e well was enlarged to a shaft, and mining was begun the same winter. By the early 1880's, mining activity in the Braidwood area involved seven companies employing 2,180 men and producing 700,000 tons of coal annually. Within the area of interest surrounding the plant site (Figures 2.5-36 and 2.5-37), coal-mining development was closely related to activity in a nd near Braidwood.
Mining of coal in this area can be divided int o two distinct periods.
The first period, one of underground mining, began in the 1870's with the activities of t he Eureka Mining Compa ny and ended with the closing of the Wil mington Coal Mining and Manufacturing Company's Mine No. 6 at Torino in 1920.
Production from underground mines declin ed from this time on , with the exception of the Number 3 Coal Corporation located in Section 23, T.31N., R.8E., which ope rated from 1927 through 1954. U pon abandonment of this long-liv ed producer, underground production in the area came to an end. 

A second period of mining was begun in the 192 0's with the development of large-sca le earth-moving equipm ent which allowed strip-mining methods to supplant under ground methods economically. Strip mining was begun near Braidwood in 1927, although it was not begun in the vic inity of the site until 1940, when the Wilmington Coal Mining Company began pr oducing from a large pit centered in Section 28, T.32., R.8E. In 1947, the Northern Illinois Coal C ompany began o peration in its nearby Pit No. 11 in Section 8, T.31N., R.9E., and prod uced until its interests were acquired by the Peabody Coal Company in 1956.
From that time to 19 74, coal was produced continuously from the Northern Mine (Figure 2.5-36 , Numbers 24-30). T he rate of mining was approximately 1 million tons per year, and t his operation was the last producer in the area. 

Total production of coal from the area shown in Figure 2.5-36 is estimated at over 26 million tons. Approximat ely 6.2 million tons was produced from undergrou nd mines, and about 20.5 million from strip mines. Details of the mines and their estimated production are shown in Table 2.5-5.
2.5.1.2.7.2 Coal Seams The coal in the area of interest has been produced principally from the Illinois No. 2 Coal s eam. The No. 2 seam is normally overlain by 30 or more feet of the Francis Creek Shale Member of the Pennsylvanian Carb ondale Formation (Figu re 2.5-19). This seam is also known as the Colche ster Coal and in old reports as the "Third Vein." In the vicinity of the site, the No. 2 seam has a persistent thickness a veraging very close to 3 feet. 

A secondary producing seam, the No. 4, has b een mined by Peabody Coal Company in its Pit No. 14 (Number 28 on Figure 2.5-36). In this area, the No. 4 s eam lies approximately 57 to 64 feet above 

BRAIDWOOD-UFSAR 2.5-45 the top of the No. 2 s eam and has an approximate thickness of 3 feet 8 inches. The No. 4 seam has been correlated with the Lowell Coal. 

In the southwestern pa rt of the area, thin seams of coal lie closely above and below the No. 2 seam.
The upper seam is known as the "Cardiff Coal" (References 54 thr ough 56) and has been mined together with the No. 2 seam in some of the underground operations. The geologic relati onships of the m inor coals in this area are not clear. The old records refer to various seams labeled as the No. 2A and the No. 2B, as well as an unidentified No. 3. 

The eastern limit of the No. 2 c oal in the vicin ity of the site has been delineated by minin g and drilling and is shown on Figure 2.5-36. 

The coals in this area are classified as High Volatile C (Reference 57). Typ ical analyses are sh own in Table 2.5-6.
2.5.1.2.7.3 Coal Mining Methods Coal has been mined in the area of inter est by two principal methods:  underground by the "longwall" meth od, and on the surface by the v ariety of open-cut mining known as "stripping."
The area of interest surrounding the plant site lies within the First Mining District for coal mining as was promulgated by the State of Illinois. This area, s hown on Figure 2
.5-37, includes portions of Bureau, Grundy, Ka nkakee, Kendall, La Salle, Marshall, Will, Putn am, and Woodward C ounties. Underground mining in this district utilized the "longwa ll advance system."
Since this was the only domestic coal field during its period to produce any significant tonn age using the system, it was referred to and still remains known as the "Longwall District."  Underground longwall mining practice w ithin the district consisted of sinking two shafts to the coal bed, one for hoisting and the other for vent ilation. In Will Coun ty, depths of these shafts ranged from 70 to 125 fee
: t. The shafts w ere protected by a "shaft pillar" ranging in size from a circular pillar with a 225-foot radius to a square pill ar with a 60-f oot side.
Examination of the few u nderground maps available for the area of interest shows that local practice called for a shaft pillar some 400 feet long by 200 feet wide.
Mining was adva nced radially outward from the central pillar. Al l the coal was extracted, and no other pillars were left. Coal removed from each working face was transported along ro adways which were supported by "pack walls."  The pack wa lls were constructed of shale, siltstone, and clay mining wastes and were built 10 to 12 feet apart to allow for squeezing by roof pressu res to permit an ultimate open width of about 9 feet. The roadways led to individual working faces having typical lengths of 42 feet (s ee Figure 2.5-38). 

BRAIDWOOD-UFSAR 2.5-46 Each working face acco mmodated one or two mi ners. The coal was usually underlain by a bed of clay, which, when undercut from 8 to 12 inches, allowed the coal to fall under the influence of its own weight. Wedges were used to force any coal which did not fall freely. The broken coal was removed by shoveling or "mucking," placed in mine cars, trammed to the shaft , and finally hoisted to the surfa ce. As the seams were generally about 3 feet thick, overhead rock was scaled off or "brus hed" so as to provide a minimum head room of 4 feet for men and haulage mules. Excess rock and clay were either plac ed in the openings created by the removal of coal (referred to as "gob")
or transported to the surface and placed in du mps known locally as "Red Dog Piles," the name derived from the red co lor which was ge nerated from the oxidation of pyrite. Generall y, 1 ton of du mp material was hauled to the surface for each 3 tons of coal mined.
As the underground w orking faces were ad vanced, the partially supported ground left behind w as allowed to subside gradually (Reference 58). Con trolled subsidence trans mitted the weight of the overlying ground onto the working face, which forced the coal to break when undercut.
It was therefore impo rtant that the face be advanced uniformly so as not to create dangerously imbalanced ground pressures. Thu s, in the longwall system, the roof of the mine was designed to subside to the floor in a controlled manner. 

Past strip-mining practice in the vicinity of the site has entailed deep excavation with po wer shovels, d raglines, and bucket-wheel excavat ors on a large scale.
From 40 to 100 feet of overburden were remo ved to extract 3 feet of coal. As seen in the Peabody Coal Company's North ern Mine, Pit No. 11, (Figure 2.5-36), the overburden was removed in benches ranging in width from 50 to 200 feet and for lengths ra nging from 2000 to 9000 feet. The overburde n from each advance was placed upon the ground where coal had already been removed.
A new area of coal was continually exposed and mined with the adv ance of the fresh face, or "highwall."
2.5.1.2.7.4 Coal Mine Lo cations and Prod uction Data Detailed investigation was made of available records from the Illinois Department of M ines and Minerals, the Illinois State Geological Survey, t he Illinois Department of Highways, and the Peabody Coal Company.
Land records in Will, G rundy, and Kankakee Counties were examined f or ownership by mini ng companies. A field reconnaissance was made of the site area, and agricultural soil survey maps were examined for any e vidence of mining activity. The resul ts of the studies sh owing all known mines within approximately 1 mile surrounding the plant site and cooling pond areas a re shown on figures 2.5-36 and 2.5-36A. 

In the plant site ar ea, borings were spa ced on 100-foot centers in the area of Seismic C ategory I structures (Figures 2.5-16 and 2.5-33). The Colchester (No. 2 Coal) member was encountered in all the borings drilled, indicat ing that underground mining 

BRAIDWOOD-UFSAR 2.5-47 activity does not exist at the plant site. Also, coal development drill holes on approximately 330-foot centers (Reference 59) indicate that no underground coal mining underlies any portion of the NE1
/4 and the SE1/4 of Section 19, T.32N., R.9E. Since the longwall mini ng system which was used in the district did not involve the use of isolated tun nels and drifts and allowed for complete extraction of the coa l, the results of the development drill holes can be consi dered as a reliable indication that no mining has been pursu ed in the previously described parcels of Section 1
: 9. In the NW1/4 of this same Section 19, although l and records indica te that in 1867 the Kankakee Coal Company held an intere st in the E1/2 of the NW1/4, examination of the surfa ce reveals that no m ine shafts or dumps exist in this parcel, and that consequently no evidence exists that coal was ever mined in this quarter-section.
The detailed topographic map presen ted in Figure 2.
5-39 supports this conclusion. 

The closest underground mine that exerts any influence upon the plant site is the Chicago, Wil mington and Vermillion Coal Company's "M" shaft in the SW1/4 of Section 19, T.32N., R.9E.  (Figures 2.5-36 and 2.5-36a). This mine produced 277,845 tons of coal from the No. 2 seam between 1889 and 1891.
Approximately 3 feet of coal was min ed at a depth of 95 feet, or at about elevation 500. The calculated area of the u nderground mine workings computed from these pro duction data is approximately 72 acres. This area is considerably less t han the mine outline indicated in the mined-o ut coal area maps fr om the Illinois State Geological Survey, shown on Figu res 2.5-36 and 2
.5-36a. This undocumented outline is disproved by the development drilling; the alternative outline is the preferr ed interpretation.
In the E1/2 of t he NW1/4 of Section 20, T.32 N., R.9E., the Joliet Wilmington Coal Company mined a total of 150
,363 tons from its No. 2 mine during the pe riod 1905 to 1909.
Drilling data have revealed the presence of a mined-out area of 31 acres. The published production data agree with tonnage com puted from this area within 1%. The se workings do not endanger the site.
In Section 17, T.32N
., R.9E., record s suggest that the Braidwood Coal Company may have mined coal underground at some time about 1879. An examination of Will County land re cords indicates that this company's involveme nt was limited to th e NE1/4 of the SW1/4 of that section; it is therefore doubtful th at any underground workings extend beyo nd this parcel. A strip mine was operated in the E1/2 of the NW1/4 of this same section a bout 1940, but the old workings as shown in the aerial photogra phs are not extensive and are estimated to have prod uced about 138,0 00 tons. These mines are not considered to pose any problems to the plant site.
In Section 18, T.32N
., R.9E., records in dicate that the Eureka Coal Company mined c oal underground from two shafts and may have produced 180,000 tons of coal during the period 1872-1884. An examination of the Will County land records indicated that the 

BRAIDWOOD-UFSAR 2.5-48 interests of the Eureka Coal Company were limi ted to the NW1/4 of the section. As the mines in the area usually were mined on the basis of quarter-section land parcels, it is not likely that the underground workings of the Eureka mines ext ended south of the east-west center line of the section. T wo mine dumps (Reference 60) occur in the N1/2 of this sec tion and are believed to be the Eureka mines. As these two mines are more than 0.5 mile beyond the plant si te boundary, they are considered to pose no problem to the inte grity of the site. Th e only other evidence for mining in this section is a reference in the land records of Will County that the Kan kakee Coal Company had an interest in the SE1/4 and in the E1/2 of the S W1/4 in 1869; however, a close examination of the surfa ce of these lands did not reveal any mine dumps or any other evidence of mining. Cons equently, it is considered that no mining was ever pur sued in that parcel.
2.5.1.2.7.5 Surface Subsiden ce Due to Coal Mininq The extraction of coal from the old underground mines in the area outside of the p lant site and cooling po nd areas resulted in subsidence of the overlying land sur face. Since the subsidence occurred directly over the old workings with a very limited lateral effect, the in tegrity of the pla nt site is not jeopardized. 

Subsidence characteristics of lo ngwall mines in this district have been studied in detail by the U.S. Bure au of Mines in cooperation with the Illinois St ate Geological S urvey (Reference 61). Although t he test mines st udied lie some d istance from the site, characteristics are so sim ilar to those ne ar the site that the same observations may be applied. 

Surface indications of s ubsidence resulting from longwall mining are subtle and are frequently not vi sually perceptible (References 58 and 62).
Longwall mining permits the complete extraction of the coal seam, which results in uniform subsidence over the entire mine a rea. The rates and ma gnitude of subsidence were partially c ontrolled during mining by packwall construction and gob filling methods (References 58 and 62). 

Maximum subsidence to be expected over mined-out areas near the site is largely a function of seam thickness removed and the depth of mining. For the No. 2 seam in the area of interest, a 3-foot thickness at a de pth of burial of from 90 to 125 feet may be expected to produce a surface subsidence of less than 2 feet (Reference 62).
Subsidence of the small magnitude is difficult to differentiate from natural va riations in topograp hic relief.
Some indications of subsidence can be observ ed in areas where rain-saturated soil on f lat-lying farmland m ay delineate shallow sag ponds. Such indications are not sufficiently conclusive to identify the extent of underground workings. 

BRAIDWOOD-UFSAR 2.5-49 The local characteristics of sub sidence due to under ground mining have been observed as follows (References 58, 61 and 63): 
: a. Uniform settling occurred ov er the extent of the mine workings. 
: b. The amount of ve rtical subsidence aver aged 55% of the thickness of the coal seam to depths of about 200 feet (Reference 62). 
: c. The "angle of draw" (d iscussed in th e following material) has been measu red in the district at 8
&deg; from the vertical, sloping outward and away from the mine workings (Reference 61). This agrees with the typical angles of draw between 8
&deg; and 12&deg; which have been observed worldw ide in coal mine s less than 300 feet deep (Reference 63). 

D. Subsidence began immediately upon removal of the coal and ended within 2 or 4 years (Reference 61). 
: e. Where the coal seam was overlain by shale (as is typical in the area), abandoned mine openings became filled through progres sive failure of the overlying shale. f. Where the coal s eam was underlain by "underclay" (as is also typical in the area), ar tifical supports, such as timbers and packwalls, were forced downward into the underclays by the weight of the burden. The underclay also would flow plastically up wards, tending to fill availa ble openings.
Thus, for the typical underground mi ne in the area having a depth of 100 feet and a co al seam 3 feet thick, subsidence at the surface would be outside the v ertical projecti on of the outer limits of the mine worki ngs for a distance of less than 13 feet.
Active subsidence would have come into e quilibrium with the static ground load within about 4 years afte r mining ceased.
Most openings can be considered either as having been "squeezed" together through plastic compression of packwalls and gob, or as having been filled throu gh flowage of shale and clay. However, it can be expected that some unusually well supported mine workings may yet remain open.
The "angle of draw" is here defi ned to mean the angle between a vertical line from the edge of the mine work ings and a line to the point where subsid ence becomes negli gible. The "limit of subsidence" on the ground surface is defined as the point where subsidence is less than 0.01 foot (Reference 63). 

Based upon a review of worldwide coal-mine subsidence studies, the most severe angle of draw on record is 40.5
&deg;, which resulted from mining a series of 12 superimposed coal seams at depths to 

BRAIDWOOD-UFSAR 2.5-50 5800 feet (Reference 63). For mines less than 200 feet deep, an angle of draw of 45
&deg; is considered safe and conservative.
Assuming a maximum depth of mini ng adjacent to t he plant of 118 feet, the closest sa fe distance of appro ach for any structure on the surface to the outer limit of the mine w orkings is 118 feet.
2.5.2  Vibratory Ground Motion This subsection presen ts a discussion and evaluation of the seismic and tectonic c haracteristics of the Braidwood Station and the surrounding region. 

The purpose of this section is to pr esent the ration ale used to develop the seismic de sign criteria for the Braidwood Station.
2.5.2.1 Seismicity 2.5.2.1.1 Seismicity Within 200 Miles of the Site The North Central United States is among the areas of least seismic activity in the United States. Since this area has been populated for almost 2 00 years, it is likely that all earthquake events of Intensity VI or greater on the Modified Mercalli (MM)
Scale (Table 2.5-7) wh ich have occurred during this time span have been reported.
Table 2.5-8 is a list of all known reported events which have oc curred between 38
&deg; to 46&deg; north latitude and 84&deg; to 94&deg; west longitude.
The locations of t hese events and their spatial relationship to the area within a 200-mile radius of the site are shown on Figure 2.5-40.
Within 200 miles of the site, 106 earthquakes ha ve been known to occur.
The largest were three events of Modified Mercalli Inte nsity (MMI) VII which occurred in 1909. 

The locations of the eve nts listed in Table 2.5-8 shown on Figure 2.5-40 which were loca ted instrumentally are probably accurate to about +/- 0.1&deg;. The location of older events, not determined instrumentally, may have occ urred as much as 
+/- 0.5&deg; from the stated location, as the reported epicentral lo cations for these events normally correspo nd to the locati ons of the nearest reporting population center. 

There is no record of any event larger than MMI VII occurring within 200 miles of the site. If such an event had occurred, it is almost certain that it wo uld either have be en recorded in private journals or diar ies or preserved in Indi an legends as has been the case for other regions.
The lack of such documentation indicates the absence of signifi cant earthquake activity for a long period of time. 

The most important earthquakes occurring within 100 miles of the 

site are as follows: 
: a. 1804, Fort 

==Dearborn,==
Illinois, MMI VI - VII; 

BRAIDWOOD-UFSAR 2.5-51 b. 1909, S. Beloit, Illinois, MMI VII; 
: c. 1912, northeastern Illinois, MMI VI; 
: d. 1972, northern I llinois, MMI VI.
Isoseismal maps of t he above earthquakes have been constructed for all but the 1804 Fort Dearborn event. Those for the 1909 and 1912 events, which o ccurred approximately 55 and 25 miles from the site respectively, were prepared by J.A. U dden (References 64 and 65) and A.D. Udden (Reference 
: 66) based on t he Rossi-Forel scale of intensities whi ch was in use at the time. These maps are reproduced here on F igure 2.5-41. The conversion to the Modified Mercalli Scale can be made using Table 2.5-7.
Little is known about the Fort Dearborn earthqua ke of 1804 beyond a report of "quite a strong shock" (Reference 67) because most of Chicago's early records were destroyed in the Great Fire. 

The 1972 northern Illinois earth quake had an I ntensity of VI, with its epicenter 35 miles south of the site (Figure 2.5-42).
The shock was widely felt but did little damage (Reference 68). 

Two other significant events occurred within 200 miles of the site:  the July 18, 1909, central Illinois event and the 

September 27, 1909, sout hern Illinois event.
The July 18 event was felt over an area of 35,000 mi 2 and was probably felt at the Braidwood site (Refere nce 69). The Septembe r 27 event occurred within the Wabash Va lley and was probably felt at the site (References 69 and 70).
2.5.2.1.2 Distant Events

2.5.2.1.2.1 Central Stable Region Within the Central S table Region only one other event was recorded which may h ave been felt at the Bra idwood site. This is the 1968 Intensity V II southern Illinois event (Figure 2.5-43) which occurred near Brou ghton, Illinois, appro ximately 225 miles from the site (Reference 69 and 70). This e vent occurred within the Wabash Valley area, an a rea noted for a relatively high frequency of events, the largest of which has been Intensity VII (Reference 71). 

2.5.2.1.2.2 Mississi ppi Embayment Area The largest recorded earthquakes which h ave occurred in the central part of the Unit ed States were the N ew Madrid ev ents of 1811-1812. These events occurred in the Mississippi Embayment area of the Gulf Coast Tectonic Province (Refe rences 4, 71, and 
: 72) at a distance of over 330 miles from the site (Table 2.5-9 and Figure 2.5-44). 

BRAIDWOOD-UFSAR 2.5-52 Over a period of 3 mon ths during 1811-1812, three large separate shocks occurred, the lar gest of which had an Intensity of XI-XII, as well as at least 250 minor events (Re ferences 73 and 74).
There has been no recu rrence of such a major earthqu ake in this zone, but there is e vidence of activity prio r to the New Madrid events. There is a re port of a very large shock on December 25, 1699, with its epice nter in western Tenn essee, which shook approximately the same area as the 1811-1812 events. Written records also indicate that "notably vigorous" shocks occurred in 1776, 1791 or 1792, 1795, and 1804. Indian traditions also record a previous eart hquake which devas tated the same area (Reference 73). 

In addition to these events, an Intensity VIII event occurred in 1895 in Charleston, Mi ssouri, also within the Mississippi Embayment area, which was probab ly felt at the Braidwood site.
2.5.2.1.2.3 Other Events Two other events may have been felt at the Bra idwood Station site:  the 1886 Inte nsity X Charleston, South Carolina, event, which occurred in the Atlantic Coastal Provi nce, and the 1935 Intensity VI Timiskaming, Cana da event, which oc curred on the Canadian Shield. Details of the se and other dis tant events are presented in Table 2.5-9. 

2.5.2.2 Geologic Structu res and Tectonic Activity The Braidwood site and t he entire 200-mile r adius site region lie within the Central S table Region of the North American Continent (Reference 4). This r egion is character ized by a relatively thin veneer of sedimentary rocks overlying a crys talline basement.
These areas were deformed principally by movem ents which occurred as a result of tecto nic activity culmina ting in the late Paleozoic into a series of gentle basins, domes, and other structures. Since t he end of the Paleozoic, the area has remained generally quiescent. 

The site is located on the flank of the Illinois Basin near the Kankakee Arch. The most significant nearby stru ctures are the Sandwich Fault Zone and the La S alle Anticlinal Belt. A description of these a nd other tectonic featur es in the area is presented in Sub section 2.5.1.1.4.
2.5.2.3 Correlation of Earthquake Activi ty with Geologic Structures or Te ctonic Provinces The Central Stable Region Tect onic Province is generally noted for its lack of signif icant seismic activity.
To evaluate the earthquake potential of the Braidwood site, two different approaches were utiliz ed to correlate earthq uake activity with geologic structures and/or  tect onic provinces.
By the first approach, the 200-mile radius site region was subdivided into seismotectonic regions utilizing methods similar to those of 

BRAIDWOOD-UFSAR 2.5-53 Reference 75. In the second approach, the site and its relationship to the Cent ral Stable Region Te ctonic Province and the Gulf Coastal Plain T ectonic Province was a ssessed, along with the relationship of the seismogenic structures of these provinces with the site.
2.5.2.3.1 Seismogenic Regions Within 200 miles of the Braidwood Station, eight seismogenic regions can be delineated, primarily on the basis of structure.
These subdivisions are also indicative of th e differing geologic histories of the seismogenic regions and of their varying seismic histories. 

The following is a des cription of the eight seismogenic regions within the 200-mile ra dius site area and other regions pertinent to the site. Each region is out lined on Figure 2.5-40.
2.5.2.3.1.1 Illinois Bas in Seismogenic Region The site is located on the north flank of the Illinois Basin Seismogenic Region. The northern and northeastern boundaries of this region correspond to and are defined by the limits of the Plum River and S andwich Fault Zones. 

The Braidwood Station li es just south of the Sandwich Fault Zone and just east of the Kankakee Arch, just within the Illinois Basin Seismogenic Region. 

This region has experi enced 60 recorded earthq uakes, the largest of which were Intensity VI and Intensity VII. Some tentative correlation of events has been proposed by various authors, notably McGinnis and E rvin (Reference 76), who have postulated a correlation of earthquake events with areas of steep gradients in the earth's gravitational field which they i nterpret to indicate boundaries of crustal blocks.
However, based on the present state of knowledge, these even ts are conside red random.
Therefore, the possibili ty of an Intensity V II event anywhere in the basin must be considered.
2.5.2.3.1.2 Ste.
Genevieve Region The Ste. Genevieve Region lies a pproximately 230 miles southwest of the site and is related to and defined by the imbricated Ste.
Genevieve Fault Zone.
This region exhib its a characteristic maximum intensity eart hquake of MMI VI.
While there is no evidence that this region and the included Ste.
Genevieve Fault Zone are capable, fault plane so lutions coincide wit h the trace of the fault (Refere nces 77 and 78). The boundary with the Illinois Basin is based on both a change in structure and by a contrast in seismicity. 

BRAIDWOOD-UFSAR 2.5-54 2.5.2.3.1.3 Cheste r-Dupo Region The Chester-Dupo Region, proposed by Nuttli (R eference 79), is defined by an area of fa ulting and folding in the vicinity of St.
Louis. This region, a pproximately 175 miles southwest of the site, is one of moderate seismic ity, with maximum events characteristic of MMI VI-VII. The bound ary between this region and the Illinois Basin is marked by the transi tion from the folds and faults of this region to the deeper, structurally less complex Illinois Basin.
This region marks a hinge line between the Illinois Basin and the front elements of the Ozark Uplift.
2.5.2.3.1.4 Wabash Valle y Seismogenic Region This seismogenic region is defined by the li mits of the Fairfield Basin, the deepest p art of the Illinois Basin, and by the northwest-trending faults of t he Wabash Valley.
The closest approach of this region to the site is approxi mately 155 miles.
This area has modera te seismicity, with maximum events of MMI VII. Events occur m ore frequently in this region than events in the adjoining parts of the Illinois Basin (Ref erence 71). The boundaries of the Wabash Valley Seismogenic Region can be well defined by structure and geologic history as well as by its seismic pattern. 

2.5.2.3.1.5 Iowa-Min nesota Stable Region This region is one of extremely low seismici ty, with a general maximum intensity of MMI V. The boundary between this region and the Illinois Basin is approximately 130 mile s from the site and is marked by a gentl e zone of flexure, t he Mississippi River Arch. 2.5.2.3.1.6 Missou ri Random Region The Missouri Random Region is bo unded by the Chester-Dupo Region to the east, and its contact with the Il linois Basin Region is marked by the Lincoln Fold. This region lies approximately 175 miles southwest of the site. Th is area is cha racterized by the occurrence of random seismic e vents of maximum M MI V which are not associated with any known structure.
2.5.2.3.1.7 Michig an Basin Region The Michigan Basin Region is an area of extr emely low seismicity, with a total of 10 r ecorded events, the largest an MMI VI. This area is separated from the Illinois Basin by the Kankakee Arch and lies approximately 80 miles northeast of the site.
2.5.2.3.1.8 Eastern Interior Arc h System Seismogenic Reqion This region is composed of a series of g entle Paleozoic arches and domes within the eastern part of the Central Stable Region.
Structurally, this area is composed of the Wisconsin, Kankakee, Findlay, and Cincinnati Arches and the Wisco nsin and Jessamine 

BRAIDWOOD-UFSAR 2.5-55 Domes. While this sys tem can be subdivided into the various structures, the geologic al history of the structures and lithologies as well as general p atterns of seismicity are similar. Since the boun daries between any of the structures are rather nebulous, divisions w ould be rather arbitrary.
The Wisconsin Dome in the northe rn part of the Central Stable Region consists of P recambrian rocks a nd is therefore more reflective of the Laurentian S hield subdivision of the Central Stable Region than the Interior Lowlands, the subdivision within the United States (Ref erences 4 and 72). Th e Wisconsin Dome is an extremely stable part of the Central Stab le Region and represents the most se ismically stable part of this region, with maximum seismic acti vity of MMI V. 

The Wisconsin Arch is defined structurally by the low, northsouth-trending, u plifted area extending south from the Wisconsin Dome and is herein defined as including the east-west-trending cro sscutting folds and faults of southern Wisconsin. 

The boundary between the Wiscons in Arch and the Kankakee Arch is extremely hard to define. T he name changes fr om the Wisconsin Arch to the Kankakee A rch northeast of Kanka kee, Illinois. The Wisconsin Dome and Arch have a Precambrian core and are believed to have acquired their relief primarily by u plift, whereas the relief on the Kankakee Arch is due primarily to more rapid subsidence of the bordering basins. 

The arch system continues southe astward to join the Cincinnati Arch and the Jessamine D ome. The Findlay ar ch is a northeastward splay off the Cincinnati Arch and separates the Michigan Basin from the Appalachian Basin. 

Seismicity within this region is generally of MMI V. However, isolated events of MMI VII have occurred whi ch cannot be related to specific structures.
Therefore, the enti re region must be assigned a maximum potential random event of MMI VII.
2.5.2.3.1.9 Anna Seismogenic Reqion The Anna Region is at the inters ection of the Ka nkakee, Findlay, and Cincinnati Arches in western Ohio. This a rea has experienced continued and moderately severe seismic activity.
The largest historic earthquakes com monly have been of Intensity VII, with a single event of a maximum Intensity VII-VIII. This region is defined as lying within a basement structural zone bounded on the south by a northwest-trending ba nd of basement f aulting, on the east by a zone of struct ural weakness marked by a north-south-trending band of magnetic highs and lows, on the north by a change fr om igneous extrusive to igneous intrusive rock, and on the west by the c hange from acidic extrusive to basic extrusive rocks (Reference 80). T he combination of geological features wi thin this area is unique. There is no 

BRAIDWOOD-UFSAR 2.5-56 other area within the central Un ited States with the combination of factors similar to this regio
: n. The earthquake events which have occurred in this region are not random but rath er the result of the unique combination of geological phenom ena (Reference 80).
2.5.2.3.1.10 New Madrid Seismogenic Region One of the most impo rtant seismogenic zones for determining maximum possible ground motion within the cent ral United States is the New Madrid Se ismogenic Region. This zone can be defined approximately on any tectonic map as corresponding to the 

northern portion of the Mississi ppi Embayment, w hich is the northern portion of the Gulf Coa stal Plain Tec tonic Province (Figures 2.5-40 and 2.5-45; Re ferences 4, 71 and 72). 

The New Madrid events of 1811-1812 were the largest earthquakes ever experienced in the central and eastern United States.
Chimneys were knocked down as far north as St. L ouis, Missouri, and the aftershocks from these events continued for 2 years (Reference 67).
These events oc curred more than 330 miles from the Braidwood site. E xtensive studies have been conducted to determine the northernmost region in which t hese events could occur.
This has been document ed in a Sargent & Lundy and Dames & Moore report dated May 23, 1975 (Reference 81).
Further discussion on this matter took place at a me eting held on January 26, 1976, in the offices of the Illinois State Geological Sur vey, Urbana, Illinois at the request of Public Service of Indiana.
Representatives were present from th e Nuclear Regulatory Commission, the Illinois State Geological Su rvey, the Indiana Geological Survey, t he Kentucky Geological Survey, St. Louis University, Sargent &
Lundy, Dames & M oore, and Seismograph Service Corporation (B irdwell Division).
The scientific data presented clearly indicated th at the New Madrid area, at the intersection of the Pascola Arch and t he Ozark Dome, is tectonically unique and that the norther nmost extent of the structurally complex N ew Madrid area is cons ervatively taken as 37.3&deg; N and 89.2
&deg; W, or 275 miles from the site.
It remains the applicant's interpretation, based on tectonic, g eophysical and seismic data, that New Madrid-type events should not extend across tectonic provin ce boundaries and up the Wabash Valley Fault System. 

More recent geophysical and seismological da ta also support the applicant's position. Interpretations of gr avity and magnetic data in Illinois (Refe rences 82 and 83) and others support the view that the Rough Creek Fault Zone separates distinct crustal provinces. 

A regional microearthq uake network h as recently been installed in this area. Analysis of data obtained from this network indicates that the New Madrid re gion and the Wabash Valley Region are two distinct seismic regimes (Reference 84). 

BRAIDWOOD-UFSAR 2.5-57 2.5.2.3.2 Tectonic Provinces 2.5.2.3.2.1 Central Stable Region Tectonic Province The Central Stable Region is noted for i ts general lack of significant seismic acti vity, with the large st events generally of MMI VII. 

Within this tectonic province there are several zones of relatively high activity.
These are (1) nea r Attica, New York, (2) near Anna, Ohio, (3) the W abash River Valley of southern Illinois and Indiana, (4) in e astern Kansas and Nebraska along the midcontinent gravity and magneti c high in the area of the 

Nemaha Anticline, and (5) near St. Louis, Missouri (Figure 2.5-45). 

The Attica events ar e associated with the Clarindon-Lindon Structure, and t he August 12, 1929, event has been assigned an Intensity of VIII by Coffman a nd von Hake. Ho wever, the amount of damage and estimated magnitude of this event indicate that it was probably Intensity VII-VIII, and that the assigned intensity of VIII is extremely con servative (Reference 85).
The area around Anna, Ohio, has experienced a relatively large amount of seismic activi ty compared to o ther areas of the Central Stable Region. As descr ibed previously, the a rea of earthquake activity corresponds to a highly complex Pre cambrian structural zone. In addition, the March 8, 1937, e vent, which has been assigned an Intensity VII-VI II by Coffman and von Hake (Reference 69), has been analyzed, and all indications are that this event had a maximum epicentral intensity of VII (Reference 80).
The Wabash Valley Fa ult Zone was descr ibed in Subsection 2.5.2.3.1.4 and has had maximum recorded sei smic activity of Intensity VII.
The area along the midco ntinent gravity and magn etic high (in the area of the Nemaha Ant icline) has had several events of Intensity VII, and the relationship of earthquake activity to the midcontinent gravity and magnetic high has been documented in Subsection 2.5.2 of the Wolf Creek P SAR (Reference 86). 

The activity near St.
Louis, Missouri, has been assigned to the Chester-Dupo Region as defined by Nutt li (Reference 79) and documented in the PS AR for the C allaway Plant (R eference 87).
Historical activity in this area has had a maximum Intensity VI-VII. In addition to t hese areas of the Cent ral Stable Region which have had relatively high seismic activity, an Intensity VIII event was reported in the Keween aw Peninsula of Michigan in 1906 (Reference 69).
The area of the epicent er is highly faulted, and the areas of damage and preceptibility correspond to areas of   

BRAIDWOOD-UFSAR 2.5-58 mining activity. Smal ler events which occur red earlier in the year as well as the larger event of 1906 all appear directly attributable to mining a ctivity (Reference 88). The felt area of the 1906 event was app roximately equal to th at for an average Intensity III-IV eve nt (Reference 69).
2.5.2.3.2.2 Gulf Coastal Plain Tectonic Province The New Madrid events of 1811-1812 did not o ccur in the Central Stable Region Te ctonic Province, but in the Gulf Coastal Plain Tectonic Province. These events are associated with a highly complex structural zone near the crest of the Pascola Arch (see Subsection 2.5.2.3.1.10). 

If these events are tr anslated to the closes t approach of this tectonic province to the site, they could be expected to occur no closer than 275 miles fr om the site or 55 mi les closer to the site than the 1811-1 812 events occurred.
2.5.2.3.3 Earthquake Events Siqnificant to the Site By both methods of a nalyzing the tectonic association of earthquake events with structure, as des cribed previou sly, the most significant earthqu akes in the region are the 1909 Intensity VII Beloit earthquake, the 1972 Intensity VI northern Illinois earthquake, the 1912 Intensity VI nort heastern Illinois earthquake, the 1804 Fort

==Dearborn earthquake,==
and the New Madrid earthquakes of 1811-1812.
This evaluation is based on epicentral intensity, felt area , distance from the site, and tectonic association. 

2.5.2.4 Maximum Eart hquake Potential Based on the discussion in Subsection 2.
5.2.3, the maximum earthquake which could be expected would be an Intensity VII event equivalent to the occurrence of an eve nt similar to the 1909 Beloit Intensity VII event near t he site. This is equivalent also to the occurrence of the largest event which has ever been recorded within the Central Stable R egion, and which cannot yet be associated with a specific structure or structural region; it is theref ore described as random.
The level of ground motion experienced from a near f ield Intensity V II event would envelope the motion expected from a re currence of a New Madrid-type event at the closest approach of the Mississippi Embayment, a distance of 275 miles from the site.
2.5.2.5 Seismic Wave T ransmission Characteri stics of the Site The engineering properties of the soils and be drock units at the site were evaluated using fi eld geophysical me asurements and laboratory testing; the properties det ermined by laboratory testing are discussed in Subsection 2.5.4.2.2. 

BRAIDWOOD-UFSAR 2.5-59 REVISION 5 - DECEMBER 1994 Geophysical investigatio ns performed at the plant site are presented in Subsection 2.5.4.4. The veloci ty of compressional and surface wave propagation and oth er dynamic propert ies of the natural subsurface con ditions were evalu ated from these investigations, and the data were used in analyzing the response of the materials to earthquake loading.
Dynamic moduli for the subsurface soil and rock at the site were calculated based on me asured properties.
The in situ field measurements were co mpared with laborato ry tests on the same materials. These analyses a re presented in Su bsection 2.5.4.7. 

Seismic wave vel ocities and densities for th e deeper rock strata in the region have been measured by others (Reference 85). These data confirmed field measurements and were used in studies of site dynamic behavior. 

2.5.2.6 Safe Shu tdown Earthquake The recommended safe shu tdown earthquake (SSE) w as defined as the occurrence of an Intensi ty VII event near th e site. This near field event may generate a maximum horizontal ground acceleration of 0.13g (Reference 89). However, at the time of the review of the construction permit applicat ion, the NRC considered the occurrence of an earthquake of Intensity MM VIII to be equally probable (a low order of pro bability) at any place in the eastern Central Stable Region.
The NRC also took the position that, based on the postulated occurrence of an intensity MM VIII at the 

site, a safe shutdow n earthquake of 0.20 at the bedrock-till interface was adequately conservativ e for the Braidwood Station.
For purposes of licens ing, this value was applied at the foundation level. Utilizing the subsurface pr operties presented in Subsection 2.5.4.
7, the correspondi ng ground surface acceleration was found to be 0.26g. T his would be the controlling seismic event even if a New Madrid-t ype event were postulated to occur at Vincennes, Indiana, more than 155 miles from the site. This c onclusion is based on information presented in Reference 80. 

The ground response sp ectra prepared followi ng the guidelines of Regulatory Guide 1.60 for a ho rizontal ground ac celeration of 0.26g are presented on Figure 2.5-47.
2.5.2.7 Operating-Ba sis Earthquake The operating-basis earthquake (OBE) is intend ed to indicate those levels of ground motion which could reasonably be expected to occur at the plant site during the plant operating life. 

On the basis of the seismic history of t he area, it appears very unlikely that the site will be subjected to any ground motion of significant levels during the life of the nu clear power station.
It is probable t hat the maximum leve l of ground motion experienced at the site during histo ric time was Intensity VI and 

BRAIDWOOD-UFSAR 2.5-60 REVISION 5 - DECEMBER 1994 was due to the 1909, Intensity VII, Beloit earthquake. For this intensity, the m aximum horizontal ground acc eleration at the site can be postulated to be on the order of 0.06g. Therefore, the OBE acceleration at the bedrock surface was conservatively recommended to be 0.06g for horizontal g round motion. 

A probability analysis (Reference 90) of the occurrence of earthquakes at the sta tion was also performe d using the data on past earthquak es in the area. 

In performing this ana lysis, epicenters were assumed to occur at random in a 195,000-mi 2 area around the stat ion. The results of this probability analysis show t hat a site Inten sity of MMI VI has an average return period of 2150 y ears. Because of this long return period, the s ite intensity of VI was selected conservatively as the OBE. For purposes of licensing of the plant, however, the acce leration level for the OBE was selected at 0.09g. It should be pointed out that thi s acceleration level is higher than the level of acceleration expected for an Intensity VI event a nd corresponds appro ximately to acceleration levels expected for an Intensity VI-VII even t (Figure 2.5-4; Reference 89). Addition al conservatism was th en used as the 0.09 g acceleration l evel was applied at foun dation levels utilizing the subsurface properties presented in Subsect ion 2.5.4.7. The resulting maximum horizontal ground accelerati on at the ground surface was 0.13g.
The response spectra for 0.13g horizontal ground acceleration prepared following the guidelines of Reg ulatory Guide 1.60 are presented as Figure 2.5-48. 

2.5.3  Surface Faulting No evidence for surface faulting was noted at the site or the area surrounding the site. The nearest known ma jor surface fault in the region is the S andwich Fault Zone; it s nearest approach is approximately 10 miles n orth of the site. 

Based on the data contained in S ubsections 2.5.1 and 2.5.2, and the interpretation and conclusions from thos e data, there are no capable faults within 5 miles of the site, as defined in Appendix A to 10 CFR 100, January 1977.
There are no known capable faults in the regional area (200-mile radius around the plant site).
2.5.3.1 Geologic Condi tions of the Site A discussion of the lithologic, stratigraphi c, and structural conditions of the site and t he area surrounding the site, including its geologic h istory, is conta ined in Subsection 2.5.1. 

BRAIDWOOD-UFSAR 2.5-61 2.5.3.2 Evidence of Fault Offset There is no evidence of fault offset at or near the ground surface at the s ite. The structural g eology at the site and surrounding region is discussed in Subse ctions 2.5.1.1.4 and 2.5.1.2.5.
2.5.3.3 Earthquakes Associat ed with Capable Faults There have been no h istorically reported ear thquakes within 5 miles of the site. No capable faulting is k nown to exist within 200 miles of the site. 

2.5.3.4 Investigatio n of Capable Faults No capable faulting is known to exist within 200 miles of the site. 2.5.3.5 Correlation of Epicenters wi th Capable Faults No capable faulting is known to exist within 200 miles of the site, and no earthquake epicenter is kno wn within 5 miles.
2.5.3.6 Description of Capable Faults No capable faulting is known to exist within 200 miles of the site.
2.5.3.7 Zone Req uiring Detailed Faul ting Investigation Since geologic investiga tions of the site ha ve not indicated evidence of capable faulting, the detailed fault investigation required for a capable fault is not needed.
2.5.3.8 Results of F aulting Investigation Geologic investigations of the site and the ar ea surrounding the site have indicated that no ca pable faulting is present within 200 miles of the site and that no surface faulting is present within 5 miles of th e site; a study of s urface faulting is therefore not required. 

2.5.4  Stability of Subsurface Materials and Foundations This subsection presen ts an evaluation and summary of the geotechnical suitability and stability of the subsurface materials to support the plant foundations. A general site plot plan is shown on Figure 2.5-16.
2.5.4.1 Geologic Features A detailed discussion of the geologic characteristics of the site 

is given in Subsection 2.5.1.2. A com prehensive field and laboratory investigation program including borings, water   

BRAIDWOOD-UFSAR 2.5-62 pressure testing, piezometers, t est pits, geop hysical surveys, field reconnaissance, de tailed mapping of th e excavation, and various static and dynamic laboratory te sts was undertaken to determine the geolog ic features at t he site and their significance with relation to site suitability and stability. 

A discussion of join ting is presented in Sub section 2.5.1.2.5.1.
Discussions of faulting and solution activit y are presented in Subsections 2.5.1.2.5.3 and 2.5.1.2.6, respectiv ely. Discussions of man's activities and surface subsidence due to coal mining are presented in Subsections 2.5.1.2
.7 and 2.5.1.2.7
.5, respectively.
2.5.4.2 Properties of Subsurface Materials This subsection presents an evaluation of th e static and dynamic properties of the various soil a nd rock strata encou ntered at the site. These val ues are based upon: 
: a. a review of all field and laboratory tes ts performed during this investigation,  b. a review of the geophysi cal surveys perf ormed during this investigation,  c. a review of the latest available literature, and 
: d. a review of similar stud ies made recently for nuclear generating plants at other locations.
2.5.4.2.1 Field Tests Field test results are presented in Su bsections 2.5.4.3 and 2.5.4.4.
2.5.4.2.2 Laboratory Tests Tests were conducted on soil samples obt ained using the Dames &
Moore Type U soil sampler, the Osterberg piston sampler, and a 4-inch-diameter double-t ube core barrel. Te st results on the undisturbed samples are in good agreement with the results obtained using the Dames 
& Moore Type U sampler. 

Representative soil samp les and rock cores e xtracted from the test borings were su bjected to laboratory te sts to evaluate the physical characteristics of the soil and rock encountered at the site. The lab oratory program, p erformed under the direction of Dames & Moore, included the following tests: 
: a. static tests: 
: 1. direct shear,  2. unconfined compr ession (soil and rock),
BRAIDWOOD-UFSAR 2.5-63 3. triaxial compression, 
: 4. consolidation,  5. moisture and den sity determinations, 
: 6. grain size analysis,  7. Atterberg limits,  
: 8. compaction c haracteristics, and 
: 9. permeability. 
: b. dynamic tests: 
: 1. cyclic triaxial compression, and 
: 2. resonant column.
The testing program is considered ad equate to define the range of strength and engineering charact eristics to be expec ted in each stratum. The soil profile wit hin the plant area is sufficiently well defined to just ify interpolation be tween points where laboratory data were obtained. Since there will be very little natural soil under Seismic Category I st ructures, extensive testing of natural s oils in these areas was not warranted.
2.5.4.2.2.1 Static Tests

2.5.4.2.2.1.1 Direct Shear Test The results of the dir ect shear tests and the corresponding moisture contents and dry densities are presented in Table 2.5-10 and on the boring logs.
The method for perf orming direct shear testing is descr ibed on Figure 2
.5-56 (Sheet 2).
2.5.4.2.2.1.2 Unconfin ed Compression Tests

2.5.4.2.2.1.2.1 Unconfined C ompression T ests on Soil The results of the unc onfined compression te sts on soil and the corresponding moisture c ontents and dry densit ies are presented in Table 2.5-11 and on the boring logs (Figures 2.5-123 through 2.5-247). The metho d of testing is desc ribed on Figure 2.5-56 (Sheet 1). 

2.5.4.2.2.1.2.2 Unconfined a nd Unconsolidate d Undrained Compression Tests on Rock The strengths of the und erlying rock formations were evaluated by unconfined compressi on tests on repres entative rock core samples. The tests were performed by the Robert W. Hunt Company and Walter H. Flood and Company, Inc., both of Chica go, Illinois, BRAIDWOOD-UFSAR 2.5-64 in accordance with t he standard testing procedures of ASTM D2938-1971. Samples approximately 4 inc hes in height and 2 inches in diameter were subjected to a c onstant rate of axial load. The results of the rock compression t ests are presented in Table 2.5-3.
2.5.4.2.2.1.3 Triaxial Compression Tests The results of the uncon solidated undrained (U U) and consolidated undrained (CU) triaxial compression tests on soil and the corresponding moisture c ontents and dry densit ies are presented in Tables 2.5-11 and 2.5-12 re spectively and in Figure 2.5-57.
The method of testing is described on Figure 2.5-56 (Sheet 1).
2.5.4.2.2.1.4 Consolidation Tests Consolidation tests were per formed on representative soil samples to determine the compressibili ty characteristics of the soils.
The method of performing consoli dation tests is described on Figure 2.5-58. The results of t he consolidation tests are presented in Figure 2.5-59. The consoli dation test results from 4-inch-diameter undistur bed cored samples and samples obtained with the Dames & Moore Type U sampler genera lly agree with the expected variation due to th e variability of the soils. 

The consolidation curves for c ohesive soils ge nerally indicate some degree of sample disturbance. It is believed that the disturbance can be att ributed to the fact that most of the samples were obtained with a drive (Dames & Moore Type U) sampler. Since the co hesive soils are o verconsolidated, the soils are very brittle and therefore qui te sensitive to disturbance during sampl ing and sample preparation. 

Detailed examination of the data indicates that the effects of sample disturbance are most evident during i nitial loading below the preconsolidation pre ssure and become relatively minor in the virgin range. The true in situ behavior below the preconsolidation pressure is the refore better repres ented by the rebound branch of the curve or an unload-rel oad cycle initiated at or near the preco nsolidation pressure.
2.5.4.2.2.1.5 Moisture and Density Determinations In addition to the m oisture and density determinations made in conjunction with the strength tests and consol idation tests, independent moisture (ASTM D2216) an d density tests were performed on other s oil samples for correlat ion purposes. The results of all m oisture and density determin ations are presented to the left on the boring logs (Figu res 2.5-123 through 2.5-247). The moist ure and density results from samples obtained with the Osterberg sampler (co hesionless soils) and core sampler (cohesive soils) generally agr ee well with t he results from samples obtained with the Dames
 & Moore Type U sampler.
BRAIDWOOD-UFSAR 2.5-65 REVISION 9 - DECEMBER 2002 2.5.4.2.2.1.6 Grain Size Analysis Grain size distributions were de termined for representative soil samples to aid in cl assification and cor relation of the physical soil properties. Th e particle size analyses were conducted in accordance with the stan dard procedures of A STM D422-1963. The results of these tests are presented on Figures 2.5-94 and 2.5-118.
2.5.4.2.2.1.7 Atterberg Limits Atterberg limit tests were performed on selected samples of cohesive (fine-grained) soils encountered in the test borings.
The tests were performed in acco rdance with the standard testing procedures of ASTM D423-1966 a nd ASTM D424-1959. The Atterberg limits, consisting of the liquid limit, the plastic limit, and the resulting plasticity index, were determi ned to facilitate classification of the soils according to the Unified Soil Classification System and for correlation pu rposes. The results of the Atterberg limit tests and the p lasticity indices are presented to the left on the bor ing logs (Figures 2.5-123 through 2.5-247).
2.5.4.2.2.1.8 Compacti on Characteristics Modified Proctor moisture density relationships were determined for representative samples of the onsite granular soils obtained from the borings in order to e valuate their suit ability for use as compacted fill.
The tests were conducted in accordance with the standard test method of AS TM D1557-1970. The method of testing is described on Figure 2.5-60.
The results of the Modified Proctor compaction tests are presented on Table 2.5-13 and Figure 2.5-61.
Relative density tests were perf ormed on represe ntative samples of coarse-grained (sandy) soils obtained from test pits and borings in the plant site area. In situ moisture and density of the sands were obtained in the field and lab oratory, and minimum and maximum densities we re determined in the laboratory by the standard test method of ASTM D2049-1969.
The results of these tests are presented in Table 2.5-13. 

Test results indicat e that the maximum d ensity obtained by the method of ASTM D2049-1969 are 0.0 to 5.0 pounds per cubic foot higher than maximum dens ities obtained by th e method of ASTM D1557-1970. The variation in the test results is normal and in agreement with published data co mparing the two ASTM density determination methods. 

2.5.4.2.2.1.9 Permeability Permeability test results and a discussion of these results are presented in Sub section 2.5.6.2.5.1. 

BRAIDWOOD-UFSAR 2.5-66 REVISION 5 - DECEMBER 1994 2.5.4.2.2.2 Dynamic Tests Results of cyclic tria xial compression tests and resonant column tests are presented and discussed in Subsection 2.5.4.7.
2.5.4.3 Exploration The surface and subsurface field exploration programs consisted of the following: 
: a. geologic reconnaissance and excavation mapping,  b. test borings,  c. piezometers,  d. test pits, and 
: e. geophysical surveys.
2.5.4.3.1 Geologic Reconnaissa nce and Excavation Mapping A program of geologic field reconnaissance w as conducted by Dames & Moore at the Braidwood site and is d iscussed in Subsection 2.5.1.2.1. 

2.5.4.3.1.1 Excavation Mapping Program 2.5.4.3.1.1.1 Introduction Geologic mapping of the excava tions for the power block structures at the Braidwood Stat ion was performed by geologists from Sargent &
Lundy to confirm the stra tigraphic and structural relationships of the units underlying the site, and to verify that the site stratigraphy as exposed in the excavations was in 

agreement with that de termined by the bo ring program and presented in the PSAR. The ma pping program star ted on February 25, 1976, and ended on M arch 3, 1976. The descriptions of the stratigraphic units and the contacts bet ween the units were verified by the Illinois State Geological Su rvey during a site visit on March 11, 1976 (see FSAR Attachment 2.5A). The main excavation was also in spected by the NRC on April 20, 1976, and the findings are presented in FSAR Attachment 2.5B. 

Geologic sections of the expos ed strata were prepared and correlated to the boring logs in order to incorp orate additional detail in the descript ions of the various lithologies and stratigraphic relationsh ips for the FSAR.
The sections were prepared using controlled fi eld mapping and photography.
2.5.4.3.1.1.2 Field Procedures In the slopes cut into soil, shallow trenche s were opened at approximately 400-foot i ntervals using hand tools in order to 

BRAIDWOOD-UFSAR 2.5-67 expose the undis turbed soil. The spac ing between trenches reflects the general u niformity of t he soil strata across the excavation. Geologic sections were made usi ng a 5-foot Jacob's Staff and a Brunton Co mpass. Separa te stratigraphic units and contacts between units were desc ribed in the s ections. After setting up control points to provide c oordinates and elevations within each section, the trenches were photographed.
In the excavation wa lls cut into rock, g eologic sections were prepared at 50-foot or l arger intervals, depen ding on variation in lithology vertically and horizontally. S eparate stratigraphic units and contacts bet ween the units were described in these sections, which were m easured using a 100-foot enginee r's tape.
After setting up control points to provide c oordinates and elevations within ea ch section, the walls were photographed.
A total of 38 contro l points was set at various stratigraphic horizons throughout the exca vation. At 29 of the control point 

locations, correspondi ngly numbered geol ogic sections were measured (5 in soil, 24 in rock). The remaining nine control points were used to mark the top of rock. Between the time that the control points were set and the time that they were surveyed, six control points were destroyed by con struction. Of these, three were top of ro ck points and three were geologic section points (two soil sections and one rock section).
Photographic coverage was used in the excavation mapping.
Approximately 190 photographs we re taken at 145 locations. A 5 foot scale and a photo location number were provid ed in most of the photographs for reference.
Many of the ph otographs were overlapped to provide continuous pho to mosaics of se lected walls and slopes. 

The soil-bedrock interfa ce was marked with c ontrol points on 100-foot or larger inter vals on the slopes alo ng the perimeter of the excavations for Seismic Category I structures.
2.5.4.3.1.1.3 Stratigraphy Within the Excavation The sequence of strati graphic units exposed wi thin the main plant excavation at the Braidwood si te is Pleistocene-age Parkland Sand, Equality Formation, and Wedron Formati on underlain by the Pennsylvanian-age Carbondale Formation. 

The stratigraphy encountered w ithin the Braidwood Station 

excavation is the same as that encountered in the site borings.
During the excav ation mapping, those joi nts which were observed were generally t ight, with no apparent m ovement along the joint surface. 

The stratigraphy within the Br aidwood Station excavation is represented by photograp hs (Figures 2.5-49, 2.5-51, and 2.5-53), geologic sections (Figures 2.5-50, 2.5-52, 2.5-5 4, 2.5-297 and 

BRAIDWOOD-UFSAR 2.5-68 REVISION 9 - DECEMBER 2002 2.5-299), and location maps (Figures 2.5
-55, 2.5-296, and 2.5-298).
2.5.4.3.2 Test Borinqs Thirty widely spaced geologic borings were drilled at the site from August 1972 to January 1973 by Soil Testing Services, Inc., under the supervision of Dames &
Moore. Sixty-nine additional borings were drilled at the plant area f rom January 1973 through March 1973 by Raymond In ternational, Inc., u nder the supervision of Dames & Moore. Twenty-tw o borings were drilled at the ultimate heat sink area and are discussed in Subsection 2.5.6.
Detailed descriptions of the soil and rock encou ntered in the borings are presented on Figures 2.5-123 through 2.5-253. The soils were class ified according to the Unified Soil Classification System described on Figure 2.5-
: 27. A summary of the borings is given on Table 2.5-14. The site borings range in depth from 35.5 to 3 45.0 feet below the grou nd surface a nd were drilled at the l ocations shown on Figure 2.5-16. The purpose of the borings was to obtain samples for the dete rmination of the details of lithology, structure, and physica l properties of the subsurface strata at the site. 

The drilling was done with truck-mounted rotary wash equipment.
Drilling mud and/or ca sing was used in the soil portion of the borings. Bedrock coring was p erformed with the aid of water.
All borings drilled were grouted with cement.
Rock was cored utilizing both NX and HQ (wire line) double-tube core barrels, which provide rock cores of appr oximately 2 inch es and 2-1/2 inches in diamet er respectively. 

Soil samples suitable for laboratory testing were obtained using a Dames & Moore Type U Sampler.
The sampler is 3-1/4 inches in outside diameter and a pproximately 2-1/2 inches in inside diameter as shown on Figure 2.5-
: 62. Soil samples were also extracted utilizing a standard split-spoon s ampler approximately 2 inches in outside diameter and 1-3/8 inches in ins ide diameter.
These samples were tak en using the Stand ard Penetration Test procedure. Additional sampling of t he lacustrine sands was done with the Osterberg piston sampler to obtain un disturbed samples for determining in situ density and dynamic properties. The Osterberg samples were 3 inches in diameter. 

Undisturbed samples of t he glacial till soils, approximately 4 inches in diameter, were obtai ned by coring with a double-tube core barrel. 

Selected borings were water-pres sure-tested as they were being drilled in rock. A si ngle inflatable packer was used to isolate the bottom 10-foot section of the drill hole each time that the core barrel was remove
: d. The tests normally consisted of two pressure levels and one repeat of the lowest pressure level.
Maximum net water pres sure used was 1.0 psi per foot of depth. 

BRAIDWOOD-UFSAR 2.5-69 The results of the pressure tests are presented on the boring logs (Figures 2.5-123 to 2.5-253) as ranges for each interval tested and as lugeon s which were computed according to the following formula: 
 )psi (pressure netx)ft (tested Interval)gpm (lossofrate x 1820 Lugeons= (2.5-1) 

The lugeon is defined as 1.0 lit er of water loss per meter of hole per minute. Equation 2.5
-1 determines Luge ons, so that units in this equation should not be e xpected to cancel to liters/meter/minute. 

The net pressure is given as: 

loss friction pressure column pressure gauge pressure net+= (2.5-2) 

The column pressure is e qual to the depth to the upper packer or the depth in feet to groundwat er, whichever is smaller, times a constant of 0.433 psi/ft of de pth (hydrostat ic pressure gradient). 

2.5.4.3.3 Piezometers Thirty-nine piezometers have been installed at the Braidwood site. Summaries of the depths and water lev els are presented in Tables 2.5-15 and 2.5-16, respectively. The locations of these piezometers are shown in Figure 2.5-16.
The piezometers installed at the essential servi ce cooling pond are discussed in Subsection 2.5.6. 

2.5.4.3.4 Test Pits Thirteen test pits were excavated within the site area for the purpose of performing in-place density tests and obtaining bulk samples for laboratory relative density test
: s. Locations were chosen primarily to ob tain representative samples of coarsegrained soils. The locations of t hese test pits are shown on Figure 2.5-16, and the logs of the test pits are shown on Figures 2.5-254 through 2.5-260. Test p its excavated at the essential service cooling pond are dis cussed in Subsec tion 2.5.6.
2.5.4.3.5 Geophysical Surveys Geophysical surveys conducted at the site ar e discussed in Subsection 2.5.4.4. 

BRAIDWOOD-UFSAR 2.5-70 2.5.4.3.6 Geologic Cross Sections Geologic cross sections showing foundation ele vations for Seismic Category I structures are presented in Figures 2.5-25, 2.5-26, 2.5-92, and 2.5-93. 

2.5.4.4 Geophysical Surveys The following site geophysical surve ys were conducted: 
: a. a seismic refraction s urvey to estimate the depth of soil overburden and to e valuate the compressional wave velocities of the bedrock a nd overburden,  
: b. a surface and shear wave survey to deter mine surface wave types and character istics and to study shear wave velocities of n ear-surface materials,  c. an uphole velocity sur vey to define compressional wave velocities further,  d. a downhole shear wave survey to eval uate shear wave velocities of the overbu rden soils and bedrock,  
: e. ambient noise st udies to determine the predominant frequencies of groun d motion of the site due to background noise levels, and 
: f. geophysical borehole logging to assist with stratigraphic correlation.
The geophysical surveys were performed in th e plant site area at the locations shown on F igure 2.5-64. The s eismic parameters derived from the geophys ical surveys are gener ally applicable, as the geologic profiles are es sentially identi cal beneath all structures. The lateral varia tions in compressional wave velocities shown for each layer are not significant when determining the engineer ing properties of th e soils and bedrock below Seismic Catego ry I structures.
A description of each phase of the geoph ysical explorations is provided in the following paragraphs along w ith a summary on Figure 2.5-63 which repr esents the vel ocity-depth model for the site. 2.5.4.4.1 Seismic Refraction Survey A seismic refraction survey was conducted to evaluate the subsurface characteristics of the site, and to confi rm the nature of the underlying strata as esta blished by cross sections based on geologic borings. The survey was conducted at the site along two seismic lines for a total length of 4000 lineal feet. The seismic lines were o riented approximately north-south and 

BRAIDWOOD-UFSAR 2.5-71 eastwest and intersected at Bo ring A-6 near the approximate center of the site as shown on Figur e 2.5-64.
Seismic energy was p roduced by the det onation of a small explosive charge on both machine-dri lled and hand-dug holes. The energy released by the detonations was picked up by vertically oriented geophones fitted with a spike for cou pling with the underlying soil. Hall-Sears geo phones (4.5 hertz) were spaced at 50-foot intervals along the seismic refraction lines. 

The seismic energy was recorded by a 24-chan nel Dresser S.I.E.
RA-44 seismic amplifier coupled with a D resser S.I.E. R-24A recording oscillograph and a 12-channel Electro-Tech Labs ER-72-12A seismograph. 

The geophysical field cr ew consisted of two geophysicists, an operator, a licensed powderman, a helper, and a driller and helper. The field work was performed fr om September 25 to October 2, 1972. 

Compressional wave velocities and the depths to various subsurface layers un der the site were evalua ted by plotting the first arrival times of t he seismic energy at each geophone station against the dist ance of each geo phone from the shot point. The time-distance data f rom each profile are shown on Figures 2.5-65 and 2.5-66. To evaluate the effect of topography on the interpret ed layers, one section (seismic line 1A, station 0+00 to station 10+00) of time-distance data was corrected to a 600-foot elevation datum. The segment of seismic line 1A corrected for topography is pr esented in Figure 2.5-67. In addition, profiles of the vari ous subsurface layers are shown directly below each correspo nding time-distance plot. The depths for these profiles are computed from the tim e-distance plots by using the time intercept method of calculation.
A summary of these calculations is pr esented in Table 2.5-1.
This table shows the depths below the surface at each s hot point for each interpreted velocity l ayer and its corre sponding compressional wave velocity. In usi ng the time-distance p lots, note that the information was compiled from shot points at several locations along the seismic line.
For clarification of the figures, two plot symbols have been used to indicate the origin of the geophysical shots: from the left (.) and from the right (+). In addition, the apparent compressional wave velocities (slope of each line) are s hown above each line segment. The subsurface section shown represen ts an evaluation of the most probable conditions based upon in terpretation of presently available data.
Some variation from th ese conditions must be expected. 

The geophysical refracti on survey indica tes that four zones of contrasting seismic velo city can be detected.
The compressional wave velocities for these zones are summarized on Figures 2.5-65 through 2.5-67.
There were occasion al indications on the seismic refraction lines of high veloc ities within t his layer. The Birdwell three-dimension al logs indicate an average velocity of 

BRAIDWOOD-UFSAR 2.5-72 REVISION 3 - DECEMBER 1991 about 12,000 fps from 122 to 1 42 feet in depth.
This layer is underlain by a layer with a velocity of 16,000 to 17,000 fps.
The 12,000-fps layer d oes not appear on the seismic refraction lines as a first arrival. T his layer is too thin and of insufficient velocity co ntrast to the layers a bove and below it.
The critical distance for the refraction arr ival of this layer is longer than the critical dis tance for the refraction arrival from the 16,000 to 17,000-f ps layer below it.
This is the classic case of a hidden lay er without velocity inve rsions. The lowest refractor, represented by the velocity range of 16,0 00 to 17,000 fps, apparently repres ents a velocity change within the Fort Atkinson Limestone. 

The velocities shown on the seismic profiles below each time-distance plot represent the best estimate of the true velocities for the corresponding se ction of profile. These velocities were 

obtained by an averaging technique applied to the apparent velocities as shown on the time-distance plo ts. The lateral changes in the velocities are considered reaso nable based on the lithologic changes obs erved in the boring logs. The most consistent layer to be interpreted is the Fort Atkinson Limestone. 

In comparing the segment of seis mic line 1A that was computed to a flat datum to the other profiles, it can be seen that the two interpretations are in c lose agreement for both layering and velocities. The slight variation (25 feet) in the top of the Fort Atkinson Limestone was not considered sig nificant to justify applying this method of computation (i.e., d atum corrections) to the remainder of the pro files. The difference in the top of the Fort Atkinson Limestone could be due to the presence of the high-velocity zone, and not the interpretive tech niques. This high-velocity zone within the Carbondale Formation has be en shown as a dashed line on the seism ic profiles. The on ly indication of the presence of this zone was from t he information on the Birdwell logs.
2.5.4.4.2 Surface Wave and Shear Wave Velo city Survey In order to evaluate f urther the dynamic bedrock characteristics, a surface wave and shear wave velocity s urvey was conducted by Geoterrex, Ltd.
in the vicinity of the plant s ite. The survey was conducted along a 2400-foot section trending northeast/
southwest as shown on Figure 2.5-64. 

Surface and shear wave v elocities were computed from measurements recorded by two 3-compon ent Sprengnether Engin eering Seismograph seismometers in conjunct ion with a Dresser S.I.E. R-24A recording oscillograph. The Sprengnether seismo meters were placed 350 feet apart in the vicinity of Boring A-3, and explosives were detonated at varying distanc es ranging from 10 00 feet to 2400 feet from the ne arest seismometer. 

The surface waves generated at this site by small explosions at a shallow depth are rela tively small in am plitude. Three surface 

BRAIDWOOD-UFSAR 2.5-73 REVISION 3 - DECEMBER 1991 waves were observed in this study. The char acteristics of these waves are given in Table 2.5-18.
The surface waves observed during this study all have predominant motion in the longitudin al and transverse di rections, with very little or no motion in the vertical dire ction. The site has a characteristic frequency range of 9.5 to 13.5 hertz. Significant amplification of seismic energy will probabl y occur only within this frequen cy range.
2.5.4.4.3 Uphole Velocity Survey An integrated uphole v elocity survey in Bori ng A-2 was performed by Dames & Moore to provide a check on the com pressional and shear wave velocities measured during the se ismic refraction surveys. The boring was cased to 50 feet below the ground surface with 4-inch diameter casing. 

The compressional wave velocity survey was c ompleted by burying small explosive char ges at depths of 3 to 3-1/2 feet and at a distance of 25 feet from the boring. The seismic response to the explosive charges was detected in the boring w ith a 12-trace geophone cable (velocity cable) and recorded on an Electro-Tech Labs ER-72-12A seismograph.
The compressional wave velocity data obtaine d from the Birdwell Log was integrated by summing the reciprocal velocities for each 1-foot interval. This integration w as adjusted for total travel time by data obt ained from the Dames
 & Moore uph ole survey. The results of this and the uphole compres sional wave velocity survey are presented on Figure 2.5-68. The das hed line on the figure represents a best-fit cu rve obtained from th e uphole survey test data, while the solid li ne represents a best fit obtained from the Birdwell integration. 

It can be seen that the compressional wave velocities measured from this survey differ from the compressional wave velocities measured in the seismic refracti on surveys. The seismic refraction survey me asures and averages the compressional wave velocities over a lo nger distance, where as the uphol e velocity survey measures the comp ressional wave velocit ies at an isolated point (Boring A-2).
A portion of the Fort Atkinson Limestone between the depths of 154 and 164 feet in Bori ng A-2 was n ot detected in the standard Dames & Moore uphole s urvey because of the g eophone spacing, but this formation is quite apparent on the integr ated survey. The additional velocity va lues for units bel ow the Fort Atkinson Limestone are also shown on the integrated surve y, although they were not resolved by the refraction survey. 

BRAIDWOOD-UFSAR 2.5-74 REVISION 3 - DECEMBER 1991 2.5.4.4.4 Downhole Shear Wave Survey The downhole shear w ave survey was perfo rmed by Dames & Moore utilizing Boring A-2. A three-component low-fre quency geophone (Mark Products LI-3D-S) was lowered into the boring.
Energy was intro duced into the ground by striking the vertical face of a shallow ex cavation (reinforced with a wooden plank) at the top of the boring with a 10-pound hammer. The seismic response of the energy was detected in t he boring by a three-component, low-f requency geophone (Mar k Products LI-3D-S) and was recorded on the Dresser S.I.E. system. Multiple recordings were made of the seismic ener gy at 10-foot depth intervals. This data was reduced and plotted as a time-depth curve and is shown on Figure 2.5-69.
In addition to this method, ex plosive charges were fired at distances of 1,000 to 2,000 feet away from t he boring. The resultant seismic energy was det ected by the same geophone and recorded on the Dresser S.I.E. system. Recordin gs were made of the seismic energy at su ccessive 25-foot intervals. 

The results of both of these tec hniques are summariz ed on Figure 2.5-63. These d ata are referenced to the subsurface conditions at Boring A-2. This summary represents the seismic model for the site. 

This seismic model was used to compute a rrival times, which were compared directly to the records that were produ ced as a result of firing explosive char ges into Boring A-2. The results of this technique provided o nly verification of the compressional wave velocities, in that the shear wave arrivals were difficult to classify. 

2.5.4.4.5 Ambient Vibr ation Measurement Measurements of the ambi ent background motion of the site and its response to natural motion gener ators are indi cative of the dynamic properties of the site. These m easurements were made by Dames & Moore at the three locat ions shown on Figure 2.5-64 during relatively quiet periods of no no ise or ground activity. 

A three-component, direct-writing, Spr engnether Engineering Seismograph, Model VS-122, was used for recording ambient ground motion. The seismograph has gain characteristics in the velocity mode of 20, the accelera tion mode of 12, and the displacement mode of 200. A VS-110 0D amplifier with a gain characteristic of 100 was coupled to the seismograph in all recordings. The resulting maximum ga in level for velocity is 2,000, for acceleration, 1,200, and for dis placement, 20,00
: 0. The three components of ground m otion measured were ra dial, vertical, and transverse. The observed charac teristic frequencies at the site in radial, vertical, and trans verse directions r anged between 4.5 and 25.0 hertz. 

BRAIDWOOD-UFSAR 2.5-75 REVISION 1 - DECEMBER 1989 Location 2, Boring A-3, appears to be the quietest location, while Location 1, Bo ring A-6, appears to be the least quiet location. Results of the ambi ent ground motion measurements are presented in Table 2.5-19.
2.5.4.4.6 Geophysical Borehole Logging All borings were logged by Dam es & Moore with the Widco Porta-logger upon comp letion of drilling.
The purposes of the geophysical logging were to conf irm the presence of the No. 2 coal seam throughout the site, to assist in the identification of lithology, and to assist wit h stratigraphic correlation. 

The geophysical logs o btained included both gamma ray and single electrode resistance p rofiles. Coal seams a re characterized by an extremely low reading on the gamma ray log, a ccompanied by a high reading on the electrical resistance log. A detailed description of the Wid co Porta-logger including a discussion of its capabilities and limitations is included on Figure 2.5-70.
The results of the geophysic al logging with the Widco Porta-logger are shown on the ge ophysical logs of borings A-1 through A-11, P-3, P-6, P-10, and L-1 through L-4. 

The Birdwell Division of Seismog raph Service Corporation was contracted to run 3-dimensional velocity log, de nsity log, and caliper log surveys in b oreholes A-1 and A-2.
The results as presented on Figure 2.
5-71 were used to supplement information obtained from the surface geophysica l survey summari zed in Figure 2.5-63.
2.5.4.5 Excavati ons and Backfill 2.5.4.5.1 General Excavations in soil and rock were required to achieve foundation grade for the plant stru ctures. The e xcavations extended through the Parkland Sand, Equ ality Formation, Wedron Formation, and into the Carbondale Formation sandstone and siltstone. Surficial sands (Parkland Sand and Equality Formation) were cut on slopes of approximately 2:1 horizontal-to-vertical. Excavations within 

the till (Wedron Formation) were cut on slopes of approximately 1:1 horizontal-to-vertic al. Excavation slopes within rock were nearly vertical. A quality cont rol program was followed for all excavation and b ackfill operations at the site.
The criteria for blasting used for rock excavation at the Braidwood Station is covered in Sargent & Lu ndy Specification L-2714, entitled "Prelim inary Site Work."
A minimal amount of blasting was required for excava tion of the plant foundations.
Only eight blasts we re used, all occurring between December 31, 1975 and January 22, 1976. No concrete was in p lace for any structures at the time of the bl asts. The blasts were monitored at the site boundaries using seismographic tests to ensure that 

BRAIDWOOD-UFSAR 2.5-76 no damage was caused to residential structur es. Blast data for the eight blasts are presented in Table 2.5-44.
The majority of the plant foundations were excavated u sing conventional construction techniq ues such as ripping and ram-hoe methods.
Pittsburgh Testing L aboratory provided t he inspection and performed in-place density tes ts on the compacted backfill to verify that the requir ed compaction was obtained. The excavation, placement, compaction and testing operations were continuously monitored by a soil engineer.
2.5.4.5.2 Main Plant

2.5.4.5.2.1 Excavation Excavation for the main plant was carried to final grades within the soil and upper r ock by using heavy c onstruction equipment.
Blasting was required for excavation s in the competent rock. The depth of the excavation varied throughout th e main plant site.
The excavation extended to a minimum depth r equired to remove all eolian and lacustrin e sand deposits.
This depth was approximately 20 feet below final grade. The maximum depth of excavation was 84 feet under portions of the auxiliary building.
The locations and limits of ex cavations for the main plant including Seismic Category I structu res are shown in plan (Figure 2.5-72) and section (Figure 2.5-73).
The excavated sand was stockpiled east of the main plant. The exca vated topsoil, till, and rock were disposed of at designated loca tions on site.
The final subgrade surfaces of all major structures were protected against frost, pondi ng of water, a nd construction activity until the p rotective mud mat was poured.
Excavation dewatering was accomp lished by constr ucting a slurry trench around the excava tion limits. The location of the slurry trench is shown in Figure 2.5-74.
2.5.4.5.2.2 Backfill The backfill material used consisted of sand previously excavated from the main plant site, th e circulating water pipeline corridors, and from appr oved borrow areas east of the main plant as indicated in the project specifications.
In addition, lean concrete was used in lieu of sand backfill adjacent to the containment building wal ls beneath the fuel handling building.
The locations and limits of back fill are shown in plan (Figure 2.5-75) and section (Figure 2.5-76). 

The sand backfill within the zone of significant influence of loadings produced by the main pl ant structures was placed in horizontal lifts and c ompacted by use of vibra ting rollers to a minimum of 85% r elative density as deter mined by ASTM D2049-69.
The backfill was pla ced according to Sargent & Lundy specifications and was monitored by a soil engineer. The sand backfill BRAIDWOOD-UFSAR 2.5-77 REVISION 9 - DECEMBER 2002 within the remai ning areas was placed in horizontal lifts and compacted by use of vibrating rollers to a minimum of 80%
relative density as determin ed by ASTM D2049-69.
The static and dynamic properties of t he sand backfill are discussed in Subsectio ns 2.5.4.2 and 2.5.4.7. 

The envelope of the 58 grain size curves for the backfill material within the zone of signific ant influence of loadings produced by the main pla nt structures is shown on Figure 2.5-261.
Laboratory relat ive density tests were performed on representative samples of the sand backfill material that was placed within the zone of significant influe nce of the loadings in the main plant area.
The minimum test densities range from 80.1 to 91.0 pcf; th e maximum test densities ranged from 103.5 to 114.5 pcf. 

A total of 273 i n-place density tests (ASTM D-1556) were performed on the sand backfill c ompacted to 85% relative density.
The frequency of field density and labor atory testing exceeded the minimum specified. Material tes ting requirements are shown in Table 2.5-45. With the exception of two in-place density tests, the in-place fi eld densities for the backfill ranged from 104.3 to 125.7 pcf, with the rel ative densities rang ed from 85.2%
to over 100%. Of the two tests which failed to reach the minimum requirement of 85% rel ative density, one test is in the area beneath the earth ramp c onstructed for t he reactor placement in Unit 1. When the re actor was in place and the ramp was removed, the area of the failing test was retested.
The other test that failed to meet the m inimum relative dens ity was accepted on the basis of an in-place density gre ater than 95% of the modified Proctor compaction test, ASTM D1557. The in-place density was 99.7% of the modified Proctor compaction test.
Laboratory testing of lean con crete test specimen sets were made during the place ment of the concrete m aterial backfill in the main building structure area. During the ba ckfill placement, an evaluation of backfill was performed. T he results of the evaluation are shown in Table 2.5-46. It can be concluded that results of the c ompressive strength tests performed for the lean concrete used beneath and surr ounding Category I building structures indicate that the act ual strength is higher than the design strength.
The average actual ult imate bearing pressure of the lean concrete used for Category I building structures exceeds the ultimate bearing capacity of the founding strata. 

BRAIDWOOD-UFSAR 2.5-78 2.5.4.5.3 Pond Screen House 2.5.4.5.3.1 Excavation Excavation was c arried to final grade us ing heavy construction equipment. The excava tion for the Pond Screen House extended into the Wedron silty cl ay till to a depth of 36 feet below final grade. The location and limits of excavation for the Pond Screen House are shown in plan (Figure 2.5-16) and section (Figure 2.5-25). The excavated eolian and lac ustrine sand w as stockpiled for reuse as backfill. The ex cavated topsoil and till was disposed of at designated locations on the site. 

The final subgrade sur face was protected aga inst ponding of water and construction activity until the protective mud mat was poured. Excavation dewa tering was acc omplished by c onstructing a slurry trench around the excavation limits and is discussed in Subsection 2.5.4.6.
A plan showing the location of the slurry trench is given in Figure 2.5-74.
2.5.4.5.3.2 Backfill The backfill material used consisted of sand excavated from approved borrow areas east of the main plant.
It was placed and compacted under the same criteria and controls as the plant area backfill described in Subsection 2.5
.4.5.2.2. Continuity of the perimeter dike slurr y trench cutoff was accomplished by constructing the slurry trench up to and in co ntact with the Pond Screen House walls on both the east and west sides of the Screen House.
2.5.4.5.4 Seismic Cate gory I Pipelines

2.5.4.5.4.1 Excavation The essential service cooling water pipeline s consist of the makeup pipeline and the discharge pipeline.
The makeup pipeline extends from the pond screen house to the power block. The discharge pipeline ext ends from the power bl ock to the essential service cooling water di scharge structure near the south end of the essential service cooling pond, as shown in Figure 2.5-74.
The makeup and dischar ge pipelines occupy the same excavation from the power block to nearly the pond screen house. A geologic section for the pipelines in this shared excavation is presented in Figure 2.5-5. 

Excavation for the essential service coo ling water pipelines between the power block and pond screen house was carried to final grade within t he till by using h eavy construction equipment. Blasting was requi red for rock e xcavation. The excavated eolian and lacustrine sand was stockpiled west of the plant. The excavated topsoil, glacial till, and rock were disposed of at designated locations on site.
The depth of the 

BRAIDWOOD-UFSAR 2.5-79 REVISION 9 - DECEMBER 2002 excavations for the Seismic Category I pipelines extended into the Wedron silty clay ti ll and rock and varies along the route.
The plan and geologic sections for t he pipelines are shown in Figures 2.5-16 a nd 2.5-25.
Excavation dewatering between the power bloc k and pond screen house was accomplished by construction of a sl urry trench around the excavation limits and is discussed in Subs ection 2.5.4.6. A plan showing the location of the slurry trench is gi ven in Figure 2.5-74. 

The essential service cooling water discharg e pipeline, between the point where it separates from the makeup pipeline and the 

bend in the pipeline at approximately 52+00S, 43+55E, was constructed in the same manner as the portio n from the power block to the pond screen house.
The excavation for the remainder of the essential service cooling water discharge pipeline was opened during the fall a nd winter of 1978 exposing t he glacial till. As a result of the excava tion being exposed to weathering during the winter, a r evised method of suppo rting the pipelines was initiated. The revised method consisted of concrete support pads spaced to allow a maximum twenty-foot clear span for the pipe. Removal of the disturbed till was carri ed out locally to ensure each support pad was re sting on undisturbed till.
2.5.4.5.4.2 Backfill Within the excavation for the main plant, sand backfill was used to support the pipel ine. This sand back fill was placed and compacted using the procedures similar to th ose described in Subsection 2.5.4.5.2.2 f or the main plant ba ckfill. Above the pipeline, sand backf ill was placed in horizontal lifts and compacted by using vib rating rollers or hand tampers to a minimum of 80% relative dens ity as determined by ASTM D-2049-69. 

The envelope of the three grain size curves for the sand backfill around the pipeline with in the main plant ex cavation is shown in Figure 2.5-262. A total of 13 in-place density tests (ASTM D-1556) were performed on this material with a minimum relative density of 86.3%.
The minimum requireme nt was 85% relative density as determine d by ASTM D2049-69.
Results of the i n-place density test s for compacted granular fill placed outside the main plant area for buried pi peline indicate compliance with project specificatio ns. The env elope of the 12 grain size curves fo r essential service wate r pipeline backfill within the essen tial service water coo ling pond is shown in Figure 2.5-309. 

From the limits of the main plant excavation to the bend at plant coordinate 52+00S, 4 3+55E, bash was used for support of the Seismic Category I p ipelines. Bash is a mixture containing cement, fly ash, sand, a nd water. After opening the pipeline 

BRAIDWOOD-UFSAR 2.5-80 excavation, the pipelines we re supported on bash pads to facilitate welding.
The entire excavation was then completely filled in with bash to an elevation one foot a bove the top of the piping, thereby complete ly encasing the pipeli ne in bash. Above this level, the sand backfill was placed and compacted as previously described for the pipeline within the main plant excavation. 

South of the bend at 52+00S, 4 3+55E, the pipelin es were encased in lean concrete. T he excavation was backfi lled with sand placed in lifts and compact ed with vibratory ro llers. In-place dry density tests for th e backfill yielded r elative density values greater than or equal to 85%. 

Between the main plant and lake screen h ouse the Seismic Category I essential service w ater supply pipe (ESWS) and non-safety-related cir culating water supply pipe are buried in a common trench. As ind icated above, the ESWS pipelines are founded on Wedon silty clay till and are bac kfilled with bash to the top of the pipes. Figure 2.5-25 shows a profile along the pipeline alignment. The top of the till is above the top of the pipes in most areas and in all cases is above the pipe centerline. The till and bash w ill not erode if the circulating water supply pipes s hould break as the result of an SSE event.
Laboratory testing of lean con crete and/or bash test specimen sets for buried pipi ng were made during the placement of the concrete material backfill. D uring the backfi ll placement, an evaluation of backfill was performed. T he results of the evaluation are s hown in Table 2.
5-46. The average actual ultimate bearing pressure of t he lean concrete p laced under the ESWP exceeds the ultimate bear ing capacity of the founding glacial till. The average actual ultima te bearing pressure of the lean concrete used as a ba ckfill material exceeds the ultimate bearing pressure of the compacted granu lar fill. The minimum 28-day compressi ve strength for the pi peline backfill was 180 psi, which exceeds the specified value of 150 psi.
Table 2.5-48 summarizes details of pipeline su bgrade and backfill materials. Exact ex cavation limits and cross-sections are not provided.
2.5.4.5.5 Ultimate Heat Sink Excavation for the u ltimate heat sink is dis cussed in Subsection 2.5.6.
2.5.4.6 Groundwa ter Conditions Groundwater conditions at Braidwood Stat ion, including the permeability of the various hydrogeologic units underlying the plant site, a history of groundwater level fluctuations, and gradients in the site vicini ty, are discusse d in Subsection 2.4.13.2. Laboratory and field permeability test results are BRAIDWOOD-UFSAR 2.5-81 REVISION 9 - DECEMBER 2002 presented in Tables 2.
5-20 through 2.5-2
: 4. Groundwater levels measured in piezometers installed during site investigations are presented in Table 2.5-2
: 5. Groundwater levels during construction, measured in eight observation wells around the main plant excavation (loca tions are shown on Figure 2.4-36) are presented graphically in Figure 2.4-44. Gro undwater levels were also measured in seven observation wells aro und the cooling lake (locations are s hown on Figure 2
.4-37) and are s hown in Figure 2.4-45. For the design of safety-rel ated plant structures, the groundwater level was assumed to be at plant grade, elevation 600 feet MSL. All subsurface an d foundations ar e designed to withstand full hydro static loads. 

The groundwater monitori ng program is descri bed in Subsection 2.4.13.4. 

2.5.4.6.1 Excavation Dewatering Excavation dewatering was acco mplished using slurry trench cutoffs constructed arou nd the excavation li mits for the main plant, the pond screen house, and the Se ismic Category I pipeline corridor, as shown in Figure 2
.5-74. A cement-bentonite slurry trench cutoff was cons tructed around the mai n plant excavation, and a soil-bentonite slu rry trench cutoff wa s constructed around the pond screen house and the Seismic Category I pipeline corridor. The slurry trench cutoffs were 2.5 feet wide and extended to an approxima te depth of 2.0 feet into silty clay till. Seepage t hrough the slurry tr ench cutoffs and the underlying glacial t ill was minor and, a long with direct precipitation, was remov ed from the excavations with sump pumps.
2.5.4.7 Response of Soil and R ock to Dynamic Loading

2.5.4.7.1 General This subsection presents analyses of the responses of the rock, in situ soil and recom pacted soil to dynamic and seismic loading conditions; design val ues for dynamic re sponse analyses; and seismic design criteria for major structures.
2.5.4.7.2 Dynamic Tests Dynamic tests on soil and rock samples inclu de dynamic triaxial compression tests and resonant column tests. 

The following parameters were developed in the dynamic studies of soil and rock: 
: a. Young's modulus of elasticity (E); 
: b. modulus of rigidity (G) 

BRAIDWOOD-UFSAR 2.5-82 E and G are related by E = 2G (1 +
&#xb5;) where &#xb5; is the Poisson's Rat io of the soil; and 
: c. a damping factor.
A generalized summary of the dyn amic moduli and the damping for the subsurface materials at the site is pres ented in Table 2.5-26. The dynamic moduli of elasticity and rigidity were evaluated from the r esults of geophysical measurements and laboratory tests. 

In order to illustrate the v ariation of the dynamic soil properties, modulus of rigidity (shear modul us) and hysteretic damping, with the single amplitude shear strain, summary plots of all laboratory soil test data are presented in Figures 2.5-77 through 2.5-80. The design curves shown on these figures generally represent the mean values of t he test results as determined by the method of le ast squares and represent the relationships utilized d uring design. In th e case of the till (Figures 2.5-79 and 2.
5-80), the higher modulus and damping values were not utilized to arrive at the me an values, s ince it is considered that they are not representative of the entire soil mass in situ. 

2.5.4.7.2.1 Dynamic Triaxial Compression Tests The behavior of represen tative soils under d ynamic loading was evaluated by conducting dynamic triaxial compr ession tests. The tests were performed by Professor M. L.
Silver in the Soil Mechanics Laboratory at the University of Illinois, Chicago Circle Campus. The cohe sive soil samples were tested at field moisture content and density. O ne 4-inch diam eter undisturbed sample obtained by coring was tested f or comparison with samples obtained with the Dames &
Moore Type U s ampler. The results from samples obtained by the different sampling procedures were very similar. Although s ome variations in results occur, the variation is no grea ter than would be expected considering sampling disturbance, laboratory preparation, and natural variation in material properti es. The t est results are summarized in Tables 2.5-27 and 2.5-28 and are presented graphically on F igure 2.5-81.
2.5.4.7.2.1.1 Sample Preparation 2.5.4.7.2.1.1.1 Granular Soils To prepare samples f or testing, a pr eweighed amount of dry sand was vibrated into a memb rane-lined 2.4-inch-diam eter mold in five equal layers to a height required to achieve the desired relative 

density. The cap was placed on the sample and affixed to the membrane with 0-rings, a nd vacuum was applied to keep the sample from deforming w hile the mold was remo ved and while micrometer 

BRAIDWOOD-UFSAR 2.5-83 measurements of the sa mple diameter and heig ht were obtained.
The triaxial cell was assemb led around this sample, a small confining pressure w as applied, and the vacu um was released, allowing water to satura te the sample by capil lary action. The required value of confining pr essure was then applied with backpressure to ensure s aturation. Saturation of the samples was checked by measuring Skempton's B coefficien
: t. In all tests, the B coefficient is appro ximately 1.0. The sam ples were allowed to consolidate isotropically un der confining pressures representative of in situ conditions.
2.5.4.7.2.1.1.2 Cohesive Soils Cohesive soil samples, obtained from both the Dames & Moore sampler (2.4-inch diam eter) and by coring (approximately 4-inch diameter) were obtained to evaluate the dyna mic characteristics of the cohesive soil
: s. To prepare t he Dames & Moore samples for dynamic material property tests, the soil was first extruded from the brass rings and placed in a mitre box, where the ends were trimmed square. The average diameter and initial height and weight of the sample w ere recorded and the sampled density was calculated. The triaxial cell was ass embled around the sample.
The cored samples were prepared in the same way except that it was not necessary to e xtrude the samples, since they had been shipped in a waterproof package. The confining pressure was then applied with backpress ure to ensure satu ration. In all tests, the B coefficient wa s in excess of 0.9.
2.5.4.7.2.1.2 Laboratory Pro cedure and Data Analysis Material property tests were p erformed under c ontrolled strain conditions. To begin the test, a very small amplitude sine wave signal (0.5 hertz) was p rogrammed into the loa ding frame. The piston was conne cted to the load cell, t he recording equipment was zeroed, and the sample was c ycled at the lowest possible strain amplitude. At the tenth load cycle, the pen of the x-y recorder was lowered to record the load-deformation hysteresis loop for modulus and damping calcula tion. The tenth load cycle was chosen for modul us and damping determination as representative of the duration of strong motion for the safe shutdown earthquake post ulated for the site (R eference 91). At the end of cycle 25, the test was stopped and the drainage valve was opened to allow diss ipation of pore pressure.
The drainage valve was again closed, a new, slightly high er strain amplitude was programmed, and another test was performed.
The procedure was repeated six or seven times for each sample giving a record of dynamic sample respon se covering the range between approximately 0.01% to 1.0% single-amplitude axial strain. 

Values of dynamic Young's mo dulus (E) were determined by measuring the slope of the line connecting the extreme points of the hysteresis loops o btained at the tenth load cycle. The same loop was used to calculate the h ysteretic damping, using the equation 

BRAIDWOOD-UFSAR 2.5-84  W W 2 1 (2.5-3) where W is the total dissip ated energy per cycle as represented by the area of the h ysteresis loop, and W is the work capacity per cycle (References 92 and 93). 

The value of Poisson's ratio required for th ese calculations was estimated, since accurate meas urement of Poisson's ratio is difficult to acc omplish experimentally.
For cohesionless soils, the modulus has been f ound to be related to the confining pressure by the following equation.
2/1 m 2)(K 1000 G= (2.5-4) where K 2 is a soil parameter and m is the mean effective principal stress which for triax ial tests is equal to the effective confining pres sure. The influence of strain amplitude on the modulus can thus be expressed through its influence on the parameter K
: 2. For cohesive soil, t he wide variations in dynamic soils properties are often taken into account by normalizing the shear modulus (G) with respect to undraine d shear strength (SS) and expressing the relationship G/S u as a function of shear strain.
2.5.4.7.2.2 Resona nt Column Tests Dynamic torsional shear (resonant column) tests were performed on 15 representative soil and rock samples to evaluate the modulus of rigidity of these materials. The m ethod of performing resonant column tests is des cribed on Figure 2
.5-82. The tests were conducted over a range of confining press ures. Tests on samples of cohesive so ils and rock were conducted at field moisture content and density.
The cohesionl ess soil was recompacted in the lab oratory to a relative density of at least 80% and saturated prior to testing. The results of the resonant column tests are prese nted in Table 2.5-4.
2.5.4.7.3 Field Seismic Surveys The geophysical explorations were performed at the plant site. A detailed description of the seismic material properties for each stratum under the site and the methods u sed to determine these properties are contained in Su bsection 2.5.4.4.
2.5.4.7.4 Soil-Str ucture Interaction A detailed description of the soil-structure interaction analyses for the plant structures is co ntained in Subsection 3.7.2.4.
BRAIDWOOD-UFSAR 2.5-85 REVISION 9 - DECEMBER 2002 The dynamic soil properties which ar e used in the analysis are shown in Figures 2.5
-77 through 2.5-80.
2.5.4.8 Liquefaction P otential - Main Plant A comprehensive liquef action evaluation was performed for the sands in the ultimate he at sink area (see Su bsection 2.5.6).
These studies indicated that the in situ granular soils, which are similar to the in situ granular soils at the power block, were stable against liquefaction under t he safe shutdown earthquake. However, for additional conserv atism, the granular soils below the power bl ock were excavated, and the onsite soils were placed and compacted to a minimum relative density of 85%.
It is therefore conclu ded that the found ation material at the power block area has ample margin of safety agai nst liquefaction.
2.5.4.9 Earthquake Design Basis

2.5.4.9.1 General This subsection provides a summary of the de rivation of the OBE and SSE and a summary of the earthquake selection for liquefaction and seismic response analysis of earthworks.
2.5.4.9.2 Safe S hutdown Earthquake A detailed discussion of the SSE can be found in Subsection 2.5.2.6.
The recommended safe s hutdown earthquake was defined as the occurrence of an Intensi ty VII event near th e site. This near field event would produce horizo ntal bedrock accelerations of 0.12g (Reference 89). 

In view of the NRC staff position, the effects of a random Intensity VII-VIII occurring near the site have been investigated. This ev ent would result in a maximum horizontal ground acceleration of 0
.20g (Reference 89).
As an additional means of conservatism this value has been applied at foundation level. Utilizing the subsur face properties presented in Subsection 2.5.4.2, the corresponding ground s urface acceleration was found to be 0.26g. 

2.5.4.9.3 Operating-Basis Earthquake (OBE)
A detailed discussion of the d erivation of the OBE is given in Subsection 2.5.2.7. 

The operating-basis earthquake is intended to indicate those levels of ground motion to w hich plant structures might realistically be subjected d uring their economic life. 

BRAIDWOOD-UFSAR 2.5-86 REVISION 3 - DECEMBER 1991 On the basis of the seismic history of the area, it appears unlikely that the site will be subjected to any ground motion of significant levels during the life of the nu clear power station.
It is probable t hat the maximum leve l of ground motion experienced at the site during historic time was due to the 1909 Intensity VII Beloit e arthquake and was Intensity VI at the site.
For this condition, the maximum horizontal gro und acceleration on rock at the site was probably on the ord er of 0.06g (Reference 91).
A probability analysis (Reference 90) of the occurrence of earthquakes at the stati on was performed using the data on past earthquakes in the area and the available information on the attenuation of intensity ove r the distance bet ween the earthquake location and the site. The resu lts of this probability analysis show that a site Intensity of VI on the Modified Mercalli scale has an average return period of 2150 y ears. Because of this long return period, the s ite Intensity of VI was selected conservatively as the operating-basis earthqua ke. However, to expedite licensing of the plant, the acceleration level for the OBE was selected as 0.09g. The 0.09g acclerat ion level was conservatively applied at foundation l evel, resulting in a maximum horizontal ground acceleration of 0.13g.
2.5.4.10 Static and D ynamic Stability

2.5.4.10.1 Main Plant

2.5.4.10.1.1 Settlement The plant structures at the Brai dwood Station are founded on overconsolidated till, b edrock, or compacted granular fill. For the small pressure red uction caused by excavation, t he rebound of the bearing strata is negligible. 

The compressibility of the foundation su bgrade materials was evaluated from the res ults of laboratory com pression tests and static soil and rock p roperties summarized in Table 2.5-26. All static settlements w ere computed using the tangent modulus method after Janbu (Reference 94). The tangent modulus is expressed:
a1 a'a)P/P(mP M= (2.5-5) 

where  M = tangent modu lus (tons/ft 2),    m = Modulus number,    a = Stress exponent, P' = Effective vertical stress (tons/ft 2), and BRAIDWOOD-UFSAR 2.5-87 P a = reference pressure (1 ton/ft 2). Due to sample disturbanc e, in situ behavior was assumed best represented by the fir st unload-reload cycle of the consolidation curve near the preconsolidation pressure. T he results of field and laboratory tests a re presented in Subsection 2.5.4.2. The resulting parameters are listed in Table 2.5-3.
Of the rock units, only the Carbonda le, Spoon, and Brain ard Formations are compressible enough to be of engineering importance. The geological profile u sed in the analyses is presented in Subsection 2.5.4.3.6. The foundation loads and the maximum total settlements under static loading for plant structures are summarized in Table 2.5-29. Most of the total settlement will occur as the structu res are constructed.
The estimated differential settlemen ts on the order of 1/2 inch may occur within all struc tures founded on compacted granular fill or till after construction. 

Because the plant is founded on overcons olidated till, bedrock, or granular fill, no significant settlem ent will be caused by dynamic loads. 

The No. 2 Coal (Colchest er Member) was encou ntered in all the borings drilled to sufficient depth to penetrate it (57 borings), indicating the absen ce of any mining activit y in the plant area.
There is therefore no possibility of collapse or subsidence due to mines. 

A system of construction settlement monuments was established for the foundations of Cat egory I structures during 1977 and 1979 as shown in Figure 2.5-263. These monuments were installed and monitored by the contractor for the purpose of construction control and settlement monit oring. Seven of t hese monuments (U, V, N, R4, Z, KK, and XX) have been monitored c ontinuously from the beginning of construction in 1977 to August 1980. Many of the other original m onuments were disc ontinued because of construction interfere nces, and some were replaced in February 1979 by new monuments at similar locations within the same building. Other new monuments w ere also added at this time. In August 1980, mon itoring was halted bec ause settlement was complete under approxima tely 95% of the plant static load with measurements within the accuracy of the survey ing equipment and methods used. Time se ttlement plots for all the construction settlement monuments which a re shown in Figu re 2.5-263 are presented in Figures 2
.5-264 through 2.5-281.
In September 1981, a new set of operational se ttlement monuments was established throughout the plant. T he intent of monitoring these monuments was to p rovide additional data to show that plant settlement under full static load is complete.
The new monuments were installed on tw o floor levels which will reduce errors introduced into surv ey circuits by eli minating excessive traveling between different buil ding levels.
The locations of the operational settlement monuments are shown in Figure 2.5-282.
Time BRAIDWOOD-UFSAR 2.5-88 REVISION 1 - DECEMBER 1989 settlement plots for all the o perational settlem ent monuments are presented in Figures 2
.5-283 through 2.5-295.
Table 2.5-41 is a summary of the maxim um measured differential settlements for all construction and operational monuments.
Table 2.5-42 is a su mmary of projected maximum total and differential settlements for each Category I s tructure. These total and differential settlements have been calculated after reviewing the stabilized elevations.
The stabilized elevations have been identified on the settlement plots.
Some allowance has been made in the total settlement due to the small amount of 

building load that had not yet been placed.
The operational phase monuments, installed in Se ptember 1981, sh ow that their maximum settlement mea sured through April 19 88 is generally less than or equal to -0.01 f eet (-0.012 feet maximum) except for Unit 

2 containment monuments. The Unit 2 containment monuments numbers 41, 18, 17, R4, Z1 and Z show an average settlement of approximately -0.017 f eet. This settlement is believed to be a result of small increases in dead load over the monitoring period and construction activities.
The differential settlements given in Table 2.
5-42 are all less than or equal to -0.03 feet. This is si gnificantly less than 1/2-inch or more which was assumed in the de sign of the auxiliary building and fuel handling building. The on ly safety-related pipe or conduit that is not suspended is the essential service water pipeline.
This pipeline trave ls beneath the heater bay pipe or conduit and en ters the turbi ne room mat. Beneath the heater bay, it is encased in reinforced concre te and supported on till or rock. The point of maximum di fferential settlement occurs as the encased pi peline enters the turb ine room mat. The pipeline is designed to take with adequate margin the 1/2-inch estimated differ ential settlement in this area. 

It is concluded that all Category I structures have been designed to account for the m aximum total and dif ferential settlement. 

The lake screen house is founded wit hin a very s tiff to hard glacial till of the Wedron Formation.
The till is overconsolidated and has an ul timate bearing capacity of approximately 45,000 psf (Subs ection 2.5.4.10.1.2). The approximate static beari ng pressure for the sc reen house is 3,000 psf resulting in a factor of safety of 15. The estimated settlement of the screen house is less than 1/4 inch total and 1/8 to 1/4 inch diff erential (Subsecti on 2.5.4.10.2.2).
Construction phase s ettlement monitoring was not performed for the lake screen house but has be en included in t he operational phase settlement monitoring. 

Six operational phase se ttlement monuments have been installed in the lake screen house to provide dat a to show that settlement is complete. The locat ion of the monuments (60 through 65) are 

BRAIDWOOD-UFSAR 2.5-88a REVISION 1 - DECEMBER 1989 shown on Figure 2.5-282. Time settlement plots for these monuments are shown on Figures 2.5-294 and 2.5-295. The results given in Table 2.5-41 show maximum settlement values less than or 

BRAIDWOOD-UFSAR 2.5-89 REVISION 9 - DECEMBER 2002 equal to -0.01 feet (+0.
007 feet maximum). This movement is considered negligible and in dicates that settlement has stabilized. 

The operational phase se ttlement monitoring pr ogram has continued with measurements at least f our times per ye ar from September 1981 to April 1988.
The commitment to conti nue the program until 6 months after operation of Unit 1 has been met.
2.5.4.10.1.2 Bear ing Capacity The ultimate bearing capacity of the f oundation bedrock was evaluated on a conse rvative basis, in ac cordance with methods described in Stagg a nd Zienkiewicz (Referenc e 95). The strength of the foundation rock was evaluated by mean s of rock compression tests. Using the ap propriate values in Table 2.5-3 and considering these valu es to be representative for rocks with an RQD (Rock Quality Designation) of 100%, a redu ction factor was selected on the basis of the measured RQD values.
This reduction factor was used to arrive at a modified value approximating the in situ strength of the rock mass. Consider ing the uniformity of the rock formations and the nu mber of borings, a minimum representative bearing capacity of the r ock mass in the plant area is considered to be on the order of 150,0 00 psf. Using the maximum static bearing pressure on rock of 10,000 psf, the factor of safety against foun dation failure is 15. 

The ultimate bearing c apacity of the in situ till was evaluated by means of unconsolidated-undrained triaxial compression tests 

and unconfined compression tests performed on samples obtained with the Dames & Moo re Type U sampler.
Any disturbance caused during sampling and ha ndling operations tends to cause the results of the stren gth tests to be conservative.
On this basis, using the results outlined in Table 2.5-11, the ultimate bearing capacity of the till is on the order of 45,000 psf f or structures founded on the t ill. Using the maximum static loadi ng on till of 5000 psf, the factor of safety against foundation failure is 9. 

The ultimate bearing capacity for compacted granular fill was evaluated in accordance with methods describ ed in Terzaghi and Peck (Reference 96) using the following expression: 

 )BN4.0ND(qqfu+ (2.5-6) where:
q u = ultimate bearing capacity (psf);    D f = minimum imbedm ent depth (ft);
B = minimum foundation plan dimention (ft);
BRAIDWOOD-UFSAR 2.5-90    = moist unit weight above water level, b ouyant weight below water level (pcf); and    N q , N = Terzaghi's beari ng capacity factors.
Conservative values for the above parameters based on the laboratory test data presented in Table 2.5-10 were used for analyses and result in the expression: 
 )pcf(B 1000 D 2000 q f u+= (2.5-7) The previous analyses give a relatively high ultimate bearing capacity for the mat foundatio ns. Therefore, settlement considerations govern the design. Bas ed on the settlement criteria of Subsection 2.5.4.10.
1.1, ultimate bearing capacity was limited to 20,000 psf. 

2.5.4.10.1.3 Lateral Pressures All plant substructures were designed to res ist lateral earth and water pressure at all le vels below elevation 600 feet. All mat foundations established below 600 feet were designed to resist hydrostatic upli ft pressures.
Subsurface walls were designed to resist bot h the static and dynamic pressures result ing from the surroundi ng earth and water.
2.5.4.10.1.3.1 Stat ic Lateral Pressure The total static lateral pressure was obtained by combining soil and hydrostatic pressures.
Static lateral ear th pressure on the wall at a depth, h, be low grade is given as: 

 =hKP o s (2.5-8) where:  P s = static lateral soil pressure, psf/linear ft;    K o = lateral earth pr essure coefficient f or granular soil compacted against unyi elding rigid walls; As discussed below, the coefficient of later al earth pressure at rest is conservatively taken to be 0.88 for the compacted granular backfill around Category I structures.
h = depth below gr ade, ft; and     = soil unit weight, 122 pcf above the water table and 67.6 pcf, submerged unit weight, below the water table.
BRAIDWOOD-UFSAR 2.5-91  Hydrostatic pressures are calculated u sing the equation:
y4.62 P w= (2.5-9) where:  P w = hydrostatic pressure , in psk/linear ft, and    y = depth below the design water ele vation, (ft).
Figures 2.5-300 and 2.5-301 detail the later al earth pressure plots versus depth for the auxiliary building and the lake screen house. Hydrostatic pr essure on Category I structures are computed as detailed in Brai dwood UFSAR Subsection 2.5.4.10.1.3.1. The total static lateral pressure w as obtained by combining soil an d hydrostatic pressures. 

Sources of conservatism in our earth pre ssure calculations are listed below: 
: a. All Category I subsurface walls and fo undations are designed for a unifo rm construction su rcharge load of 1,000 psf applied at grade for the normal loading conditions. Under normal plant operation conditions this surcharge load is not present. 
: b. The coefficient of lateral earth pressure at rest, K, for compacted granular backfill behind r igid walls is a function of the angle of internal friction , &#xf8;   For the recompacted sands at Bra idwood Station, the &#xf8; angle is 34
&deg;. This is a conse rvative number for compacted sand. Therefo re, the coefficient of lateral earth pressure at rest, K, for c ompacted granular backfill behind rigid walls is conservative. 
: c. The coefficient of lateral earth pressure at rest for a sand with an angle of internal friction (&#xf8;) of 34
&deg; is 0.44. To increase the coefficient of lateral earth pressure at rest for the e ffect of compacting the soil in lifts the 0.44 c oefficient was increased by a factor of two to gi ve a coefficient of 0.88.
2.5.4.10.1.3.2 Incr emental Dynamic Lateral Pressure The total incremental dynamic lateral pressu re was obtained by combining incremental so il and incremental w ater pressures. The total incremental dynamic lateral pressure was added to the static lateral press ure to obtain the de sign lateral pressure. 

The dynamic lateral earth pressu re increment on the subsurface walls was obtained by method s similar to those developed by Mononobe (Reference 97) and Okabe (R eference 98) and modified by Seed and Whitman (Reference 99). 

BRAIDWOOD-UFSAR 2.5-92 REVISION 10 - DECEMBER 2004 The equation used to obtain the increment of dynamic lateral earth force was:
AE AEKH P=221/ (2.5-10) where:
P AE = increment of dynamic lateral earth force in pounds/unit width of wall,     = unit weight of s oil in pcf (the subm erged unit weight was used below the water table);    H = height of the wall in feet, and    K AE = dynamic increment in e arth pressure coefficient Values of K AE are a function of horizontal acc eleration. For granular backfill, K AE is approximately equal to 3/4 K h (Reference 99). 

h AEK4/3 K= (2.5-11) where:  K h = horizontal earth quake ground accelerat ion divided by the acceleration of gravity, g. 

The dynamic earth pressure was assumed to have an inverted triangular distribution, with the resultant acting at two-thirds the height of the wa ll above the base.
The dynamic water pressu re increment below t he water table was calculated using the Westergaa rd theory (Refer ence 100) as modified by Matuo and Oh ara (Reference 101). The increase in the pressure on the walls at any depth, y, below the water table is given as:
2/11h W)yH(CK70.0P= (2.5-12)where:
P W = water pressure, in p ounds per feet p er unit width of wall,    K h = g on accelerati ground earthquake horizontal C = 1/22 1]/1000t)(H0.72[1.0 51    t = earthquake period (sec),    H 1 = height of the water table from the base of the wall (ft), and BRAIDWOOD-UFSAR 2.5-93 REVISION 3 - DECEMBER 1991 y = depth below the water table (ft).
2.5.4.10.2 Pond Screen House The retaining walls ad joining the pond screen house are reinforced concrete wi ng walls founded on We dron silty clay till between elevations 561 f eet 9 inches and 569 f eet 0 inch. The walls are designed as Category I and extend as m uch as 100 feet east and west of the screen hous
: e. Plans and sections of the walls are given in Figures 2
.5-317, 2.5-318, and 2.5-319.
2.5.4.10.2.1 Settlement The pond screen house is supported on mat fo undations established on the Wedron ti ll. The base of the fou ndation is at elevation 565 feet 2 inches. 

The compressibility characterist ics of the fou ndation subgrade materials (till) were ev aluated from the soil and rock properties summarized in Table 2.5-26 and the method of analysis described in Subsection 2.5.4.10.1
.1. Since the soil and rock conditions at the pond screen house are essentially the s ame as at the plant site, the compressibility char acteristics are similar and applicable. The total s ettlement of the struc ture due to static loads is less than 1/4 i nch. Differential s ettlements will be on the order of 1/8 to 1/4 inch.
Results of the settlement monitoring program for the pond scre en house are presented in Subsection 2.5.4.10.1.1. 

Dynamic settlement and possible differential settlement during the safe shutdown earthquake will be negligible for the glacial till and bedrock supporting the pond screen house.
2.5.4.10.2.2 Bear ing Capacity The ultimate bearing capacity of the fou ndation was evaluated as described in Subsection 2.5.4.10.1.2. Using the maximum static loading of 3000 psf for structures founded on the till the factor of safety against foun dation failure is 15.
2.5.4.10.2.3 Lateral Pressures The subsurface walls w ere designed as de scribed in Subsection 2.5.4.10.1.3.
2.5.4.10.3 Essential Service Water Line and Discharge Structure The essential service wa ter discharge structure is founded on approximately 23 feet of Wedron glacial till deposit overlying the Carbondale bedrock formation.  (See Boring H-4, Figure 2.5-159, Sheet 16.)  The glacial till is stiff to hard and not susceptible to liquefaction. 

BRAIDWOOD-UFSAR 2.5-94 The essential service water discharge struct ure is backfilled with previously excava ted sand compacted to minimum 85% relative density in accordance wi th ASTM D-2049. Res ults of eight field density tests indicate r elative densities rang ing from 90% to 121% and averaging 104%. The average field dry density is 113.4 lb/ft 3. This backfill is not susceptible to liquefaction. The liquefaction potenti al of the adjacent natural sand deposit forming the essential se rvice cooling pond (ESCP) foundation soils is discussed in Subsection 2.5.6.5.2.
A plan showing the location of t he essential service water discharge structure with reference to the ESCP is given in Figure 2.4-28. Sections th rough the structure are given in Figure 2.5-302. The ESCP slope south of the structure is 10 horizontal to 1 vertical. The stab ility of the slope h as been analyzed and results presented in Subsection 2.5.6.5.1.2. 

In the event that a flow-type failure occurred as a result of the SSE, the discharge pipes would n ot be blocked with material from the slope. The invert of the discharge pipes is at elevation 591.0 feet. The top of the 10 to 1 slope is greater than 110 feet south of the discharge pipes and has been graded to elevation 590.0 feet. The toe of the interior dike is approximately 215 fe et south of the di scharge pipes at its closest point. The interior dike is of suff icient distance away from the discharge pipes to ha ve no potential ef fect on their operation. It is concluded that the discharge p ipes will not become blocked from any flow-type slope failure. 

The factors considered in the static sta bility check of the essential service water discharge structure incl uded the pipe discharge force, wave forces, we ight of the st ructure, water pressure, buoyant forces, and seismic forces.
The loading combinations incorporated SSE, OBE, and static loads and used two lake level elevations (598 feet 2 inches and 587 feet 0 inch).
Elevation 598 feet 2 inches is t he flood conditi on, and elevation 587 feet 0 inch is the l ow water condition that will occur if the lake dikes are d amaged. Refer to Figure 2.5-302 for structural details. 

The discharge struct ure has been check ed for sliding, overturning, and bearing on the soil. Sliding is counteracted by the passive soil pressure developed along th e sides of the structure and friction a long the bottom of t he structure. The overturning moments from seismic, wave, and discharg e forces are offset by a resisting moment due to the deadweight of the structure. The bearing forces on the soil h ave been compared to the bearing capacity of the glacial till benea th the structure.
The factors of safety are in accordance with those required by SRP Section 3.8.5.
The maximum bearing pressures and factors of safety against sliding and overturning modes of failure for both static and dynamic loading condit ions are given in Table 2.5-47. 

BRAIDWOOD-UFSAR 2.5-95 REVISION 3 - DECEMBER 1991 The essential service wa ter lines are founded on till or bedrock as shown in Figure 2.5-25. Since the pipes exert no added load on the foundation ma terials, no settleme nt or bearing capacity computations were needed. 

Since 10 borings taken along the pipeline route revealed the Colchester coal had not been mined there, no differential settlement due to subsid ence from abandoned mi nes is anticipated. 

2.5.4.11  Design Criteria

The criteria and methods used in the design of Seism ic Category I structures are discu ssed in the follow ing subsections: 
: a. bearing capacity, Su bsection 2.5.4.10.1.2,  b. settlement analyses, Subsection 2.5.4.10.1.1,  
: c. slope stability, Sub section 2.5.6.5, and 
: d. lateral pressures, S ubsection 2.5.4.10.1.3.
2.5.4.12 Techniques to Im prove Subsurface Conditions All Seismic Category I s tructures except a portion of the fuel handling building are founded on till or bedrock. Under the portion of the fuel ha ndling building and adjacent non-Seismic Category I structures founded above the till, the inplace lacustrine sands were excavated and recompac ted under controlled conditions to a minimum density of 85%, as discussed in Subsection 2.5.4.2.2.
The effectiveness of the recompaction was verified by measuring in place density of the f ill and comparing with laboratory tests.
This testing w as supplemented with continuous observation of the placement and compaction operations by a soil engineer. 

The testing was done by an independent testing laboratory (Pittsburgh Testing Laboratory).
The static stability of the recompacted sand s is discussed in Subsection 2.5.4.10, and the ir liquefaction potential in Subsection 2.5.4.8. 

2.5.4.13 Subsurface Instrumentation A system of settlement benchmarks was established on the foundations of the pla nt structures as shown in Figure 2.5-89.
The system was incor porated into the c onstruction phase settlement monitoring program with settlemen t monuments located as shown in Figure 2.5-263.
Discussion of t his program and presentation of results is included in Subse ction 2.5.4.10.1.1. 

BRAIDWOOD-UFSAR 2.5-96 2.5.4.14 Construction Notes No unanticipated conditions we re encountered during the 

construction of the plant that required any ch ange in the design or special const ruction techniques.
2.5.5  Stability of Slopes The only Seismic Category I slop es are in th e ultimate heat sink. The stability of these slopes is discussed in Subsection 2.5.6. 2.5.6  Embankments and Dams

2.5.6.1 General This subsection presents the geotechnical de sign and the static and dynamic stability of the e ssential service cooling pond (ESCP).
The ESCP is located as s hown in Figure 2.5-90 and serves as the ultimate heat sink for t he plant. The E SCP is 6 feet deep, with the bottom at elevation 584 feet MSL. The side slopes of the pond are 10:1 horizontal-to-vertical. T he pond is r ectangular in shape and covers an area of 99 acres. T he cooling water intake 1 structure is located in the northwestern cor ner of the ESCP.
Discharge facilities for the e ssential service w ater are located at the southern end of the ESCP.
The ESCP is a Seismic Category I structure.
In the unlikely event of a failure of the main perimeter dike and loss of all lake water above elevation 590.0 feet, the ESCP would be required to:  1) maintain its structural integrity to provide for circulation of the water supply, and 2) return an adequate supply of water for the safe shutdown of the plant.
Detailed studies were made to evaluate the de sign with respect to two specific geotechnical safety cons iderations:  (1) seepage, and (2) ground stability in terms of slope stab ility and liquef action during the postulated SSE. The stu dies included:
geotechnical investigation of the ESCP area; evaluation of the results of these investigations to determine site and s ubsurface conditions; and evaluation of the two sp ecific geote chnical safety consideration using appr opriate analytical met hods and results of geotechnical investigati ons. Subsections 2.
5.6.2, 2.5.6.5, and 2.5.6.6 present the re sults and conclusions of these studies.
2.5.6.2 Exploration 2.5.6.2.1 Purpose and General Scope Geotechnical investiga tions were made to obtain information about the classification and distribution, the pertinent static properties, and the pe rtinent dynamic proper ties of soil and bedrock within and near the ESCF. 

BRAIDWOOD-UFSAR 2.5-97 REVISION 3 - DECEMBER 1991 In general, the geotechn ical investigation con sisted of field and laboratory investigati ons. The scope of eac h is given in the following paragraphs.
2.5.6.2.2 Field Investigations Field investigations c onsisted of drilli ng 22 borings (H-1 through H-4 and HS-1 t hrough HS-18), exc avating 7 test pits (HTP-1 through HTP-7), i nstalling of pie zometers in selected borings, performing water pressu re tests (pump-in permeability tests) at various depths in bedr ock in borings H-1 through H-4, and making 71 inferred determinations of the in-place relative density from standard penetration test d ata and 45 measured determinations of the in-place relative density of soil deposits below elevation 590.0.
Figure 2.5-91 shows the locations of borings and test pits. 

Logs of the borings are given in Figures 2.5
-159 and 2.5-236 through 2.5-253. These logs show the de pth of each boring, the classification of soil a nd bedrock penetrate d, the location and type of samples obtained, the locations of p iezometers, and other pertinent field test information such as sta ndard penetration resistance. Logs of test pi ts are given in Figures 2.5-254 through 2.5-260 and show the depth of the test pit, sample locations, classification of soils encountered, and results of pertinent field and laboratory tests. 

Results of water pressure tests in borings are summarized in Tables 2.5-20 through 2.
5-23. Results of wa ter level readings in piezometers are given in Table 2.5-25. Resu lts of density determinations are s ummarized in Tables 2.5-30 and 2.5-31.
2.5.6.2.3 Laboratory Investigations Laboratory investigations consisted of static and dynamic testing of selected samples obta ined from borings and test pits. Static tests included i ndex, strength, and perm eability determinations made in accordance w ith applicable ASTM standards. Results of permeability tests are summarized in Table 2.5-24. Results of other static tests are summarized in Tab les 2.5-32, 2.5-33, and 2.5-34. Dynamic tests included shear modulus, damping ratio, and cyclic strength determin ations made in accorda nce with generally accepted procedures. Results of modulus and damping tests are 

given in Figures 2.5-77 through 2.5-80.
Results of cyclic strength tests are s ummarized in Tables 2.5-35 through 2.5-38.
2.5.6.2.4 Evaluation of Exploration Results Results of geotechni cal investigations were evaluated to determine surface and subsurfa ce conditions in t he ESCP area. 

BRAIDWOOD-UFSAR 2.5-98 2.5.6.2.4.1 Surface Conditions The ESCP is located south of t he main plant as s hown in Figure 2.5-16, Sheet 1. The original ground surfac e is gently rolling from elevation 590 to elevation 600.
During construction, ground surface was excavated to elevation 590 within the pond area, and to elevation 584 within the ESCP area. 

The eastern boundary of the ESCP is located approximately 500 feet west and parallels an exposed existing strip mine excavation face (see Figure 2.5-90). The t op of the strip mine excavation face was about elevation 600, and the slopes in some cases were near vertical. During construction, the se excavations were backfilled to elevat ion 585 (see Figure 2.5-92). The fill consists primarily of soils fr om the pond excavations.
2.5.6.2.4.2 Subsur face Conditions

2.5.6.2.4.2.1 General Evaluation of subsurface conditi ons in the ESCP area includes: 
: 1) classification and distributi on of soil and rock; 2) a determination of the static prop erties of major soil and rock deposits; and 3) a determination of the dynamic prop erties of the major soil deposits with in the completed ESCP.
2.5.6.2.4.2.2 Classification and Distribution of Major Soil Deposits and Bedrock Figure 2.5-92 shows gene ralized geologic sections that illustrate soil and bedrock conditi ons in the ESCP. Th e ESCP is underlain by three major soil de posits, which in turn are underlain by bedrock. The major soil deposits (in order of o ccurrence from the ground surface) are an organic topso il and cohes ive loess deposit; a lacustrine sand depos it; and a glacial till deposit.
The bedrock is a relatively flat-lyi ng shale with occasional seams within the investi gated zone. Site geol ogy is discussed in Subsection 2.5.1.2.
2.5.6.2.4.2.3 Topsoil and Co hesive Loess Deposit This deposit consists of a surface organic top soil underlain by a variable thickness of a moderately cohesive loess deposit. The total thickness of t he deposit is 3 to 4 feet. The topsoil portion was generally fo und to be 1 to 2 fee t thick, and the cohesive loess portion generally approxi mately the same thickness. Since excavation wit hin the pond to elevation 590.0 will result in removal of this deposit, no f urther evaluation of its distribution or pr operties is given. 

BRAIDWOOD-UFSAR 2.5-99 REVISION 3 - DECEMBER 1991 2.5.6.2.4.2.4 Equality For mation Sand Deposit The sand deposit is of lacustrine or igin and consists of a dense to very dense fine sand, wit h varying amounts of silt and occasional silt nodules.
The sand deposit contains two distinct strata clearly differe ntiated by color.
Above approximately elevation 585, the sand deposit is typically brown to buff.
Below elevation 585, the sand deposit is typ ically gray. The color difference is a re sult of weathering.
Generally, the brown to buff sand con tains the largest percen tage of silt and silt nodules. Thin-section analyses were made of intact specimens taken from block samples. The a nalyses show the brown portion to be lightly to moderately cemented with calcium carbo nate and iron oxide. Quantitatively, the analyses show the brown portion to contain 4% to 8% (by area) cemen
: t. The cement was formed during and in some respects by the weathering process. Generally, the thin-section analysis shows that the gray sand contains only traces of silt and s ilt nodules and is essen tially uncemented. 

The sand deposit below eleva tion 590 is typically 15 feet thick with the maximum thickness of 17 feet. 

2.5.6.2.4.2.5 Wedron G lacial Till Deposit The glacial till deposit consists of a very stiff to hard clayey 

silt, with occasional and in termittent lense s of very dense granular sands and fine gravels. 

The glacial till has a typical thickness of 20 to 25 feet.
2.5.6.2.4.2.6 Bedrock Upper bedrock units cons ist of interbedded sha les and siltstones, with thin layers of sandston e, coal, and underclay of Pennsylvanian age. These units are variable in areal extent and thickness. Below these upper units are shale and dolomite strata of the Ordovician (Maq uoketa) age. None of the borings or probes showed the bedrock to contain voids or o ther indications of significant solution or mining activity. 

The top of bedrock w as encountered from elevation 556.3 to elevation 552.0 with the average being elevation 552.9.
2.5.6.2.5 Static Propert ies of Major Soil Deposits and Bedrock The following subsections present discussion of static properties of the two strata of sand deposits and the glacial t ill deposit considered most pertin ent for evaluation of the geotechnical safety of the ESCP. 

2.5.6.2.5.1 Equality For mation Sand Deposit The two strata of sand c onsist of an upper brown silty fine sand and a lower gray medium to fine sand with trace of silt. Typical 

BRAIDWOOD-UFSAR 2.5-100 gradations for both st rata are shown in Figure 2.5-94. Figure 2.5-95 shows the variation of fi nes content (percent minus No.
200 US standard sieve wi th opening of 0.074 mm) versus elevation for the sand deposit.
The brown silty fine sand has an average fines content of 18.6%
with an average D 50 (50% of the sample is smaller than this diam eter) of 0.16mm, and t he gray fine sand has an average fines content of 5%, with an average D 50 of 0.24mm.
Laboratory constant head permeab ility test res ults show the permeability of the sand deposit to range from 3.66 x 10
-4 cm/sec. to 7.32 x 10
-2 cm/sec. For the seepage evaluation, a value of 6 x 10
-3 cm/sec was used.
Relative densities (D r) were inferred from standard penetration test results (N data) and are plotted versus elevation in Figures 2.5-121 and 2.5-122. D r was determined usin g N data, effective stress, and relationships developed by Gibbs and Holtz (Reference 102). Average values were calculated by assigning a maximum D r of 95% for values plot ting to the right of the curve relating N,  and D r =95%  In the brown silty fine sand, the inferred D r ranges between 62%
and 95%, with an average of 85%. In the gray fine sand, t he inferred D r ranges between 60% and 95%, with an average of 87%. 

Relative densities were also calculated base d on results of field density tests and on l aboratory vibratory co mpaction tests on 6-inch-diameter stratifi ed samples obtained immediately adjacent to each field density te st location. In the brown silty fine sand between elevati ons 590.0 and 585.0, the calculated D r ranges between 51% and 100%, with an average of 80%.
In the gray fine sand elevation 585.0, the calculated D r ranges betwe en 74% and 100%, with an average of 87%.
In two test pits (HTP-4 and HTP-5), the gray f ine sand was encountered at about elevation 585.0.
Relative density measurements ranged fr om 60% to 66%, with the average of three determinations being 62%.
Borings HS-15 and HS-14 made adjacent to these test pits show consistently high N values and inferred D r and do not co nfirm these generally lower measured D r values.
On this basis, it is concluded that the somewhat lower measured D r data obtained in gray fine sa nd found above elevation 585.0 are indicative of small, isolated and discontinuous medium dense to dense lenses on the surface of the deposit which sh ould not be considered in overall evaluation of liquefaction potential of either the brown or gray portions of the sand deposit. The liquefaction potential of these isolated len ses is evaluated separately in Subsecti on 2.5.6.5.2.3.1.3. 

Figure 2.5-96 shows resu lts of maximum and m inimum dry density tests on stratified samp les of the sand deposit obtained adjacent to density test locations plotted vers us fines content. It is seen that as fines content inc reases towards a pproximately 15%, the maximum and minimum density test results also tend to 

BRAIDWOOD-UFSAR 2.5-101 increase. For fines c ontent greater than 15
%, the den sity test results show no tendency to increase a nd in some cases show a tendency to decrease.
For samples with greater than 12% fines content, the maximum density was also determined on remolded soils by the modified Proctor compaction procedure (ASTM D-1557). Results sh ow that the vibratory compaction procedure (ASTM D-2049) gave con sistently larger maximum dry u nit weights than the modified compaction pro cedure. However, the maximum dry unit weight selected to calculate D r was the lar ger of the two values. The minimum dry unit weight was determined using the soil from the stratifi ed sample in general a ccordance with ASTM D-2049. Gradation of the sa mple was determi ned after each density determination to assure no degradation of the sample by the compactive effort.
It is concluded that the inferred and measured D r values are in reasonable agreement w ith each other and indicate that overall the sand deposit is consistently dense to very dense. 

2.5.6.2.5.2 Wedron G lacial Till Deposit The average permeability of the glac ial till was found to be 2.6 x 10-6 cm/sec. For well-graded fine gravel and silts at depths of 3.6 to 40.5 feet, the permeability was as high as 8.9 x 10-4 cm/sec. 2.5.6.2.5.3 Bedrock The results of the pressure te sts conducted in bedrock are presented in Tables 2.
5-20 through 2.5-23 and on boring logs presented in Figures 2.5-159 a nd 2.5-236 through 2.5-253. The results indicate that the rock strata in the upper portions of the boreholes are mo re permeable than in deeper units.
Permeabilities of up to 1.0 x 10
-4 cm/sec are recorded in zones in the upper parts of these holes. These values are relatively low but are generally higher than those in deeper portions of the holes. These more per meable zones ran ge in thickness from 10 feet in Boring H-4 to about 70 feet in Boring H-3. Below a maximum depth of 122 feet (B oring H-3), the permeability decreases and becomes ve ry low to low, the h ighest being 1.1 x 10-5 cm/sec. 2.5.6.2.6 Dynamic Properti es of Major Soil Deposits Results of dynam ic triaxial tests made to determine the modulus and damping properties of the sand depos it and glacial till deposit are given in F igures 2.5-77 through 2.
5-80. Curves drawn through the data points were used for the geotechnical safety evaluation of the ESCP, whic h is discussed separately in Subsection 2.5.6.5. 

Figure 2.5-99 shows the laboratory cyclic shear strength of the sand deposit, based on results of initial cyclic shear strength tests on reconstituted test specimens.
Neither the relative 

BRAIDWOOD-UFSAR 2.5-102 density nor the fines co ntent of test specimens was determined.
Consequently, the initial test results were not considered in determination of the cyclic stre ngth of either p ortion of the intact sand deposit.
A comprehensive fi eld and laboratory testing program, as discussed in Subsections 2
.5.6.2.2 and 2.5.6.2.3, was d esigned and implemented to determine the cyclic shear strength c urves for the intact sand deposit to be used in the geotechnical safety evaluation. The res ulting laboratory cyclic shear str ength curves are shown in Figure 2.5-100 and 2.5-101. A discussion of the test program i mplemented and analyses of the data o btained in determination of these curves is given in Subsection 2.5.6.5.2.2.
: 1. Use of these laboratory curves in the liquefacti on potential evaluation is discussed in Subsection 2.5.6.5.2.2.2.
2.5.6.3 Foundation a nd Abutment Treatment

2.5.6.4 Embankments Refer to Subsection 2.5.6.2.
This is not appl icable to this site because the heat sin k is excavated. 

2.5.6.5 Slope Stability The overall stability un der static and dynamic conditions of the 10:1 horizontal-to-v ertical side slopes of the ESCP was evaluated. In addition, the liquefaction po tential of the sand deposit was also evaluated. 

2.5.6.5.1 Slope Stability:  Methods of Analysis The static stability of the ESCP slopes was analyzed using the computer program SLOPE. See Appendix D for the program description. The fact or of safety against s liding failure is computed using the the ory of limiting eq uilibrium. The Bishop method of analysis w as used for the ESCP slo pes. The factors of safety were computed f or various trial circular slope surfaces to find the most cr itical slip surface. 

In the Bishop method of analysis, the factor of safety is defined as a ratio of the available shear strength of the soil to that required to maintain equilibri um under a postu lated incipient failure. The failure is postulated along a circular arc surface, with plane strain conditions assumed to exis
: t. The soil mass bounded by the face of the slope and the trial failure arch is divided into a f inite number of slices. The e quilibrium of each slice is considered separately. The resultant of all the forces on sides of the slice is assumed to act horizontally.
The sum of these forces is neglected. The equilibr ium of the slice in the vertical direction is sa tisfied to determine the unknown forces.
The factor of safety is calculated in terms of moments of all the forces acting on slices around the center of the failure arc.
The sensitivity of the factor of safety to t he assumptions made in this simplified method is quite insignificant. 

BRAIDWOOD-UFSAR 2.5-103 The overall stability of the slo pes of the ESCP was calculated using the pseudostat ic method of analysi
: s. The earthquake loading on the s lope was represented by a constant horizontal seismic coefficient appl ied to each slice. A seismic coefficient of 0.2g was used for the SSE and 0.1g for the OBE.
An analysis of the dynamic stability of the ESCP slope by finite element methods was not performed because the pseudostatic analysis used yields conservative results and a greater minimum factor of safety would be obta ined if a finite element method were used. This is the case because t he method of analysis employed assumes applica tion of the seismic fo rce at the base of each slice rather than at the centroid. It should be noted that factor of safety is determined by a comparison of overturning moments and resisting mo ments and that no co nsideration is given to the effects of side forces on sli ces in making computations.
The seismic force is assumed to increase only the overturning moment and to have no influence on the r esisting moment. The soil strength properties have also been based on triaxial compression tests rather than plane strain tests.
This is also conservative. Discuss ion of the conserv ative nature of these assumptions can be fou nd in the paper by H. B.
Seed, K. L. Lee, and I. M. Idriss on the Analys is of Sheffield Dam Failure, Journal of the Soil Me chanics and Foundation s Division, November 1969.
The minimum factor of safety for slope stability using pseudostatic analysis wi th a seismic coefficient of 0.2g was 1.3.
With a seismic c oefficient of 0.26g the minimum factor of safety is 1.1, which is con sidered acceptable.
2.5.6.5.1.1 Geometry, Loading Conditions, and Soil Properties Figure 2.5-97 shows the geometry and soil prop erties used in the analysis. The geometry and soil properties we re selected on the basis of geotechnical in vestigations to cons ervatively represent field conditions. 

The following criteria for minimum factor of safety under various loading conditions w ere required for static analyses:
Minimum Factor of  Safety Required    a. End of construction case:  no water1.3    
: b. Submerged case:  pool elevation at   elevation 595.0 1.3 
: c. Rapid drawdown:  pool elevation   reduced from elevation 595.0 to   elevation 590.0 1.4 

BRAIDWOOD-UFSAR 2.5-104 REVISION 3 - DECEMBER 1991 The following criteria were required for pseudostatic analysis:
Minimum Factor of   Safety Required     a. Normal operating condition:  pool   elevation 595.0, SSE loading based   on 0.2g seismic coefficient 1.1    b. Rapid drawdown; ESCP reduced from elevation 595.0 to   elevation 590.0, SSE loading based on 0.2g seismic coefficient 1.1      Minimum Factor of Safety Required    c. ESCP elevation 590.0,   OBE loading based on 0.10g seismic coefficient 1.1  2.5.6.5.1.2 Results of S lope Stability Analyses The critical section of the ESCP slope analyzed for static stability is given in Figure 2.5
-313. The analy sis is for end of construction condition. 

The following summarizes the minimum factors of safety provided for the various load ing conditions: 

Minimum Factor of Loading Conditions Safety Provided     a. Static Loading Conditions  
: 1. End of construction: no water 5.9      2. Normal operating conditions:    ESCP water elevation 595.0 7.0 
: 3. Rapid drawdown:  ESCP    water reduced from    elevation 595.0 to elevation    590.0 7.0 
: b. Pseudostatic Loading Conditions      
: 1. Normal operating conditions:    pool elevation 595.0, SSE load-    ing based on 0.2g seismic    coefficient 1.3 

BRAIDWOOD-UFSAR 2.5-105 REVISION 9 - DECEMBER 2002  2. Rapid drawdown:  ESCP water drop    from elevation 595 to elevation    590.0, SSE loading based on 0.2    seismic coefficient 1.3     
: 3. ESCP elevation 590.0, OBE    loading based on 0.10g seismic    coefficient 2.3 The ESCP slope has also been analyze d with a seismic coefficient of 0.26g and the minimum factor of safety is 1.1. 2.5.6.5.2 Liquefac tion Potential The liquefaction potential of the sand deposit formi ng the ESCP slopes and found ation soils was evaluated using the results of the geotechnical investigation a nd a detailed dynamic response analysis. 

2.5.6.5.2.1 Method of Analysis The cyclic shear stresses likely to be induced by the postulated safe shutdown earthqua ke (SSE) are calculate d by computing the shear stress time history for discrete layers of the subsurface profile. The first part of the procedure involves the development of a design accelerogram such th at its free field response spectrum closely matc hes the Regulatory Guide 1.60 response spectrum. Such an ac celerogram was obtained as described in S ubsection 3.7.1. 

Next, the nonlinear strain-dependent, dy namic strength, and compressibility properti es of the subsurface deposits are established from laboratory cycl ic test results and field investigations. Then the computer progr am SHAKE (described in Appendix D) is used to c ompute the soil resp onse to SSE loading. 

The induced irregular sh ear stress time-histor ies are computed at various depths within the soil profile. 

By appropriate w eighting of the stress level s involved in various stress cycles th roughout the postulated earthquake and by introducing the soil c yclic shear streng th curve data, the irregular shear stre ss time-history is converted into an equivalent time-history of uniform stress levels. In this manner, all the significant factors influencing liquefaction stability, including: 
: 1) intensity of ground shaking, 2) duration of ground sha king, and 3) strai n-dependent nonlinear soil parameters, are taken i nto account in the analysis. 

Finally, these induced shear stresses co rresponding to the significant number of cycles for the postulated SSE and the shear stress required to cause liquefaction are compared f or various depths to evaluate t he liquefaction pote ntial of the sand deposit. 

BRAIDWOOD-UFSAR 2.5-106 REVISION 9 - DECEMBER 2002 2.5.6.5.2.2 Geometry, Soil P roperties, and Earthquake Time-History Figure 2.5-98 shows the geometry and the sta tic soil properties used for the analyse
: s. Figures 2.5-77 throu gh 2.5-80 show the modulus and damping properties used for the sand and glacial till deposit for the analyses.
Figures 2.5-100 and 2.5-101 show the laboratory cyclic sh ear strength curves for the two portions of the sand deposit. 

The synthetic earthquake time-history used in the analysis is given in Figure 2.5-102. 

2.5.6.5.2.2.1 Cyclic Shear Str ength of Equality Formation Sand Deposit A comprehensive field and laboratory tes ting program was developed and implemented to d etermine the des ign cyclic shear strength of the intact s and deposit. The fo llowing method was used in the de termination: 
: a. Determine by means of borings, test pits and laboratory tests the cla ssification and distribution of the sand deposit th roughout the ESCP. 
: b. Establish by indirec t and direct tests the representative relat ive density of t he intact sand deposit.  
: c. Determine the design c yclic strength representative of the intact sand deposit by making laboratory tests on either intact or reconstitu ted samples at relative densities equal to those determined in a. and b.
above. 2.5.6.5.2.2.2 Laboratory Tests to Determine Cy clic Strength The classification a nd distribution of t he sand deposit are presented in Subsect ion 2.5.6.2.4.2.4. Of significance to the establishment of the c yclic strength of the intact sand deposit are the fines content and the relative d ensity of the two portions of the deposit. 

Two fines content values were se lected for each portion of the sand deposit based on statistical evaluation of results of the fines content test data. The fi rst represents the average; the second represents a "low average" value established as the fines content at which 67% of test results were greater. Figure 2.5-103 shows a plot of the cumulative percent of occurrences of the fines content test results. Usi ng the crite ria established the following fines cont ents were selected: 

BRAIDWOOD-UFSAR 2.5-107    Portion Average Fines Content 
(%) Low Average Fines Content Values 
(%)
Brown silty fine sand between elevation 590.0 and elevation 585.0 19 13    Gray medium to fine sand below elevation 585.0 5 2 

Both indirect and direct tests show the sand d eposit to be consistently dense to very dense.
Direct te sts are considered more applicable and show ed that the average D r of the deposit above elevation 585.0 was slightly less than the average D r of the deposit below elevation 585.0. 

Figure 2.5-104 shows a plot of the cum ulative percentage of occurrences of t he measured D r results for the brown and gray portions of the sand d eposit. Using the statistical criteria established to selec t fines content, the following D r values were selected. 

Portions Average D r Value (%) Low Average D r Value (%)
Brown silty fine sand   

between elevation 590.0 and   elevation 585.0 80 77    Gray medium to fine sand   

below elevation 585.0 87 80 

A two-phase laborato ry testing program w as designed and implemented to determine the cyclic shear st rength of the two portions of the intact sand depo sit. Phase 1 consisted of performing stress-co ntrolled, cyclic triaxial tests on reconstituted test spe cimens to evaluate cyclic strength as a function of fines content an d relative densi ty. Phase 2 consisted of performing stress-controlled, cyc lic triaxial tests on a series of "companion" i ntact and reconstituted test specimens of approxima tely the same relative density to obtain data to evaluate the e ffect of the change in the soil structure, caused by reconstituti ng the soil specim ens, on the cyclic strength. The scope and results of the test programs follow. 

Phase 1 Three series of test s were made using reconstituted test specimens. Test Series 1 consisted of 11 tests made using specimens formed of soil with a fines content of approximately 1%. Results were considered representat ive of the low 

BRAIDWOOD-UFSAR 2.5-108 REVISION 9 - DECEMBER 2002 fines-content portion of the g ray fine sand deposit below elevation 585.0. Test Series 2 consisted of eight tests made using specimens form ed of soil with a fines co ntent of about 11%.
Results were considered representative of lower fines content portions of the brown silty fine sand deposit ab ove elevation 585.0. Test Series 3 consisted of five tests made using specimens formed of soil with a fine s content about 20%. Results were considered representative of the average fines-content portion of brown silty fine sand deposit above elevation 585.0.
D r values of the test specimens in each series were varied to provide a representa tive range of D r as indicated by direct test results. Results of Phase 1 t est are given in T ables 2.5-35 and 2.5-36. As can be seen from Figures 2.5-100 and 2.5-101 and the data tabulated in Tables 2.
5-35 through 2.5-38, the number of cycles to cause failure of samples 
+/- 10% strain is much greater than that to cause 
+/- 5% strain. This trend is consistent with the dense nature of the sand deposit. 

Figure 2.5-105 shows the effect of fines con tent and D on cyclic strength measured using reconstituted specimen
: s. The strength is shown as the stress ratio to cause 
+/- 5% strain in 10 cycles.
Analyses of these data indicate that the cyclic strength increases as the fin es content and relat ive density increase.
Similar variations were observed for other definitions of cyclic strength. 

A comparison was made between laboratory cyclic strength curves determined for the s and deposit and comparab le laboratory cyclic strength curves for two other clean fine sands for which extensive data are a vailable, the Mont erey sand and the Sacramento River sand. 

The comparison w as made for 
+/- 10% axial strain considering tests on reconstituted test specimens formed using a "wet tamping" compaction proce dure to a D r of 80%. Results are shown in Figure 2.5-106. The curve for Monterey sand was ex trapolated from tests made at D r = 60%. The extrapolation was made assuming a linear relationship between D r and (d /2 c for the D r range of 60% to 80%. The curve for Sacramento River sand was determined by adjusting a curve for D r = 80% determined us ing reconstituted test specimens formed using a "wet ra ining" compaction procedure.
Recent data (Reference 103) indi cate the 1aboratory cyclic strength of sand is increased by approximately 3 0% if test specimens are formed u sing the "wet ta mping" compact ing procedure rather than the "wet r aining" procedure. On this basis, laboratory curves for Sacramento River sand at D r = 80& were adjusted by multiplying publ ished ratios by 1.30. 

Analysis of Figure 2.5
-106 indicated that the curve for the relatively clean gray sand compa res very well. The curve for the relatively high fines-content brown silty fi ne sand is about 25%
greater than the cur ve for low fines-content clean 

BRAIDWOOD-UFSAR 2.5-109 REVISION 3 - DECEMBER 1991 sand. Several s imilar comparisons made at diffe rent relative densities and axial strain levels indicated similar comparisons.
Phase 2 The correspondence of results of cyclic tests on reconstituted test specimens to the cyclic strength of the intact sand deposit was established by a ser ies of tests. In this series, tests were made on specimens trim med from intact block sa mples obtained from test pits.  "Companion" reconstituted test spe cimens were formed on the trimmed block sample material and rec onstituted to provide a D r for the reconstituted test specimens approx imately equal to D r of the intact specimens. Res ults of Phase 2 tests are given in Tables 2.5-37 and 2.5-38.
Figure 2.5-107 shows typical results of tests on an intact specimen and a "compan ion" reconstituted spe cimen adjusted to approximately equal D
: r. It is seen that for strain levels below some strain level,  c , (referred to a crosso ver strain) results of reconstituted specime ns are "stronger" (e xhibit lower strain response to the same number of s tress cycles) than results on intact specimens. C onsequently, for strains less than  c , use of test results on reconsti tuted specimens would yield unconservative estimates of cyclic strength.
The degree of unconservatism is a fu nction of the strain difference (strain difference is equal to t he difference between  c and the strain level selected to define liquefa ction) and the r elative density of the deposit.
Generally, the amount of unconservatism decreases as the strain differen ce decreases and the relative density increases.
Conversely, for strains greater than  c , use of test results on r econstituted specimens would yield somewhat conservative estimates of cyclic strength.
The data obtained show that for D r greater than 70%, the u se of cyclic strength determined using reconstituted samples is on ly slightly unconservative at strain levels less than 5%
double amplitude and is very conservative at other levels. 

Figure 2.5-108 shows  c plotted as a function of D
: r. The trend of these data indicate that  c decreases with increasing Dr and that for Dr values gre ater than about 75%,  c is less than 
+/- 2% axial strain. T he minimum "low average" D r for the sand deposit is greater than 75%. This would indicate that  c for reconstituted specimens would be less than 
+/- 2% and that the strength interpreted from the tests on reconstituted test specimens would be l ess than the intact strength of the sand deposit. It is conclu ded that use of streng th interpreted from tests on reconstituted s amples would give a conservative estimate of the cyclic streng th of the intact sand deposit.
2.5.6.5.2.2.3 Use of Laboratory Test Data to D etermine Cyclic Strenqth of Intact Equ ality Formation Sand Deposit  The field cyclic strength of the sand deposit is determined by the adjustment of labo ratory cyclic strength curves developed 

BRAIDWOOD-UFSAR 2.5-110 REVISION 3 - DECEMBER 1991 from results of cyclic triaxial tests on reconstituted soil specimens (Figures 2.5
-100 and 2.5-101) to allow for (1) effect of specimen reconstitution on the fabric of the intact sand; and (2) differences in str ess conditions bet ween laboratory and field. The adjustments to accommodate the abo ve effects are made using the foll owing equation:
LC3drcfvf)2/(CD)/(= (2.5-13)where: 
 (f/v)f = stress ratio represent ative of field cyclic strength of intact sand deposit,    D c = correction factor to adjust for effect of specimen reconstitution,    C r = correction factor to adjust for effect of differences in stress co nditions between field and laboratory, and (d/23C)L = stress ratio representat ive of laboratory cyclic strength of reconstituted test specimens.
A quantitative e stimate of the relationship be tween the cyclic strength of intact test specimens to the cyclic strength of "companion" reconstituted test specimens (D c) (cyclic strength of Sacramento River sand was dete rmined using "wet raining" compaction procedure) was made using both Phase 1 and Phase 2 test data and the procedure outlined in Figure 2.5-109. The results (D c) are plotted versus D r of "companion" Phase 2 test specimens in Figure 2.5-110 for initial liquefaction, +/- 5% axial strain, +/- 10% axial strain. The cur ves drawn in Fig ure 2.5-110 represent linear regression curv es through t he data points considered representative of the sand deposit. As indicated on the figure, data points were not considered represen tative when significant differences were measured between gradation characteristics of the companion specimens. 

Analysis in the curves s hown reveals two dis tinct trends in the variation of D
: c. The first is that D c increases as the magnitude of the axial str ain to define liquefac tion increases.
The second is that D c increases as D r of the "companion" test specimens increases. The shad ed area represents the range of D r assigned to the sand deposit for the liquefaction potential evaluation. It is seen that D c ranges from 0.98 to 1.43 for the range of D r assigned to the sand deposit. 

Two techniques were ut ilized to determine the factor C r , which is a factor to adjust for differences in stress conditions. The first procedure has been widely used by geotec hnical engineers in recent years and mak es use of a relati onship between C r and D r proposed by Seed and Peacock (Reference 105).
The second procedure makes use of shaking table test (conducted at the 

BRAIDWOOD-UFSAR 2.5-111 REVISION 3 - DECEMBER 1991 University of Californ ia at Berkeley) results made available by Dr. H. B. Seed in April 1975. These res ults indicate that C r is essentially independent of relative dens ity. Based on data developed by Seed and Peacoc k (Reference 105
), however, C r is related to K o (Reference 105).
The selection of C r for use at this site was therefore made first based on D r and second by taking into account only t he variation of K o. The field strength curves for intact sand deposit developed by both procedures were used in the liquefaction potential evaluation and the results compared.
2.5.6.5.2.2.4 Selection of C  r Based on Relative Density The curve of C r versus D r given in Seed and Peacock (Reference 105) is presented in Figure 2.5-111. The relationships were developed by tests on typical, clean fine sa nds such as the Sacramento River sand and the Monterey Sand.
To determine D r to be used to select C r , an equivalent evaluati on of the laboratory cyclic strength was made.
The equivalent eval uation consisted of comparison of laboratory cyclic strength of the sand deposit with laboratory cyclic strength of the Sacramento River sand. The evaluation is shown in Figure 2.5-112. It is seen that for 14 cycles or less, the sand depos it within the FSCP exhibits a laboratory cyclic strength great er than that for the Sacramento River sand recon stituted to a D r of 90%. On this basis, an equivalent D r of 90% was used to select a value for C r of 0.75.
2.5.6.5.2.2.5 Selection of C  r Based on K o  The data from shaking table liqu efaction test re sults, including the effect of two directions sha king together with data presented by Seed and Peacock (Reference 104), i ndicate that for K o = 0.4, C r=0.57, and for K o=1.0, C r=0.9. A linear int erpretation between these points has been suggested by Dr. H.
B. Seed of the University of California at Berk eley, as presented in Figure 2.5-113. The increase in Ko as developed du e to the construction of the ESCP is shown in Figure 2.5-114.
The curve shown in Figure 2.5-115 (Refere nce 106) relates K o to overconsolidation ratio (OCR) for sands ty pical of sand deposits w ithin the ESCP.
The K o values within the completed ESCP, prese nted with respect to elevation, are shown on F igure 2.5-114. From these K o values and the proposed relat ionship between C r and K o , C r values can be determined as a function of elev ation in the soil profile.
Values of C r vary from 0.65 at eleva tion 570.0 to 0.83 at elevation 585.0. Soils above el evation 585.0 were assumed to have a C r of 0.83.
The cyclic strength of t he intact sand deposit is determined by adjusting the curves in Figures 2.5-100 and 2.5-101 using the equation given previousl
: y. In fact, the cur ves are adjusted by multiplying by a factor C r x D c where the value of C r varies with the method of selection. 

BRAIDWOOD-UFSAR 2.5-112 REVISION 9 - DECEMBER 2002 2.5.6.5.2.3 Evaluation of Liquefaction Potential 2.5.6.5.2.3.1 Stresses to Cause Liquefaction An earth structure such as the ESCP can undergo deformation on the order of a few f eet without being consid ered to have failed.
For this reason and based on the results of detailed evaluation of the San Fernando Dams (Reference 107), a failure criterion of 
+/- 10% axial strain w as selected to evalu ate the liquefaction potential of the ESCP. In addit ion, the potential behavior using lower strain criterion (initial liquefaction and 
+/-5% strain) was investigated. 

The data presented in Fi gures 2.5-100 and 2.5-101 together with the applicable effective overburden pressure a nd the correction factor, C r x D c were used to calculate the stress required to cause liquefaction in 10 cycles at selection depth within the soil profile. Thus, at a depth, y (below elevation 590.0), the following equation w as used to calculate the stress to cause liquefaction, f:  10 10 3 2LC dyvCr fDC)/()(= (2.5-14) where:  10 f = shear stress to caus e liquefaction of intact sand 10 deposit in 10 cycles,    C D = correction factor to adjust for effect of specimen reconstitution,    r C = correction factor de pendent on D or K as appropriate,    )y(v = effective overburden pressure at depth y, and    10LC3 d)2/( = stress ratio r epresentative of laboratory cyclic strength of r econstituted test specimens at 10 cycles.
Using the above equati on, the resulting dist ribution of shear stress to cause 
+/- 10% axial strain with depth is presented in Figures 2.5-116 and 2.5-117 for C r based on D r and C r based on K o , respectively.
2.5.6.5.2.3.1.1 Induced Stresses As discussed in Subsection 2.5.6
.5.2.1, the stresses induced by the SSE throughout the depth of the soil profile were computed using the program SHAKE. The ti me-history of st ress at each depth was converted to a uniform shear stress and 10 cycles. The resulting distributi on of stresses, d , induced in 10 cycles by the SSE is shown in Figu res 2.5-116 and 2.5-117. 

BRAIDWOOD-UFSAR 2.5-113 REVISION 3 - DECEMBER 1991 2.5.6.5.2.3.1.2 Determination of  f/ d  The induced stresses, d , and the stresses required to cause 
+/-0% strain (f) are compared in F igures 2.5-116 a nd 2.5-117. The ratio f/d (which represe nts a factor of safety) is shown plotted with depth in the soil profile in Fi gures 2.5-116 and 2.5-117. The maximum and minimum f/d ratios for the brown silty fine sand deposit and the gray f ine sand deposit are tabulated in Tables 2.
5-39 and 2.5-40 for C r based on D r and C r based on K o , respectively. Values of f/d are presented for "average" and "low a verage" conditions c orresponding to the development of initi al liquefaction, +/-5% axial strain, and 
+/- 10% axial strain.
In summary, for "average" soil conditions and C r based on D r , the minimum factor of safety for the development of 
+/- 10% strain and initial liquefaction is 2.3 and 1.2, respectively.
For comparison, if C r is based on K o , the minimum factor of safety for dev elopment of 
+/- 10% strain and ini tial liquefaction is 2.6 and 1.3, respectively.
2.5.6.5.2.3.1.3 Effect of Lenses of Medium Dense Gray Fine Sand in the Wedron Till Above Elevation 585.0 The field investigation has indicated that s mall, discontinuous lenses of medium den se to dense (D r as low as 60%)
gray fine sand occur at the site.
The cyclic strength of these lenses would be less than that used in the liquefaction evaluation. Using C r as a function of D r , the factor of safety for the se lenses against failure (+/- 10% strain) would be approximately 1.0 and would be less than 1.0 for initial liquefaction.
Using C r as a function of K o , the factor of s afety for these lenses for the development of +/- 10% average strain or initi al liquefaction would be greater than 1.25. Using th e most conservative of the results, it is concluded that the SSE would cause, at most, small s ettlements of these localized lenses of material. Thus the presence of these lenses within or near the slope would not impa ir the integrity of the slope. 

2.5.6.5.2.3.1.4 Effect of Evaluation at Elevation 584.0 Feet The liquefaction potential of the ESCP bottom at the Braidwood Station was also evaluat ed at elevation 584.0 feet. Factors of safety against liquefa ction are calculated and presented for level ground at elevations 590 f eet and 584 feet, and "average" and "low average" relative den sity conditions corresponding to the development of initi al liquefaction (IL), +/-5% axial strain, and +/-10% axial strain. 

Calculations indicating the various correcti on factors and the resulting factors of safety are presented in Tables 2.5-49 through 2.5-52. 

BRAIDWOOD-UFSAR 2.5-114 REVISION 3 - DECEMBER 1991 The induced stresses, (d), and the stresses required to cause  
+/-10% strain (f) for level ground at el evation 590 feet are compared in Figures 2.5-116 and 2.5-117, and for level ground at elevation 584 feet in Figures 2.5-315 and 2.5-316. Figures 2.5-315 and 2.5-316 are plots of data from Table 2.5-51 which correspond to average re lative density conditions.
Selection of Parameters

The following parameters wer e used to calculate f/d:  Parameter Description and Source

d Shear stress ind uced by SSE. d values are plotted with depth of the soil profi le in Figures 2.5-116 and 2.5-117. These were c omputed based on a SHAKE analysis for level ground at elevation 590 feet. d values used in the calculations for level ground at elevation 584 feet, were calculated by using a simplified procedure f or evaluating stresses described in Referen ce 118 (Seed & I driss, 1982).
The SHAKE program has been run for lev el ground at elevation 584 feet a nd verifies that the d values shown in Tables 2.5-51 and 2.5-52 are conservative. 

(d/23C) Stress ratio representat ive of laboratory cyclic strength of reconstituted test specimens at N=10 stress cycles.  (d/23C)values vs. N are plotted in Figures 2.5-100 and 2.5-101 for soil type and relative density/fines content properties. 

D c Correction factor to a djust for effect of specimen reconstitution. D c values are p lotted in Figure 2.5-110 and are dependent on relative density and strain condition. 

C r Correction factor depend ent on relative density or K o , as appropriate. T he selection of C r based on D r was made on the basis of an equivalent Sacramento River Sand D r = 90% and the curve presented in Figure 2.5-111. The C r value for D r = 90% is 0.75. The selection of C r based on K o was obtained from Figure 2.5-113. The value of K o was obtained based on OCR from Figure 2.5-115. The OC R was calcul ated as shown in Figure 2.5-314 for level ground at elevation 584.
For OCR greater than 4.5 a K o value of 0.88 is selected. For K o = 0.88, a value of C r = 0.83 is selected from Figure 2.5-113. 

Calculation Method

The calculated factors of safety (FS) are presented in Tables 2.5-49 through 2.5-52.
Three FS values are calculated (columns 

BRAIDWOOD-UFSAR 2.5-115 REVISION 1 - DECEMBER 1989 (8), (11), and (14) for each elevation a nd strain condition considered. The method used to calculate FS is as follows: 
 (1) FS in column (8) ddvr)C32/C)FS (=  where C r  = 0.75   (2) FS (C r based on D r) in column (11)
FS (C r based on D r) = FS . D c (3) FS (C r based on K o) in column (14)
FS (C r based on K o) on column (14) 

FS (C r based on Ko) = Fs (Cr based on Dr)  75.0 C r where C r obtained from Figure 2.5-113.
2.5.6.5.2.3.2 Conclusion Based on results of the liquefaction potential evaluation, it is concluded there is an ample margin of safety against liquefaction of the sand depo sits within the ESCP for level ground surfaces at both elevations 590 fe et and 584 feet. It is further concluded that the ESCP will mai ntain its structural i ntegrity and provide for continuous circulati on of the essential water for safe shutdown of the plant if necessary during th e unlikely e vent of the postulated SSE.
2.5.6.5.3 Analysis of the Interi or Dike Located West of the ESCP  Cross-section details of the interior dike l ocated west of the ESCP are given as Section 18 in Figure 2.4-35. Plan view of the interior dike west of the ESCP is given in Figure 2.4-28. The toe of the interior dike at elev ation 590 feet is located approximately 80 feet west of the top of the ESCP slope. 

The static and dynamic s tability analyses for the interior dike are summarized in Table 2.5-53. 

The interior dike is not a Category I struct ure and was not designed for SSE loading. It has been designed to be stable under OBE loading. 

The effect of failure of the i nterior dike on the ESCP was investigated by conser vatively assuming that the entire failure slip circle of soil is deposited downstr eam beginning at the interior dike toe. This surcharge of failed soil will remain 50 

feet or more away from the top of the ESCP s lope and thereby not act as a critical surcharge at t he head of the ESCP slope.  

BRAIDWOOD-UFSAR 2.5-116 In the unlikely even t that material from a f ailed portion of the interior dike did enter the ESCP, th e volume of soil is so small that it would have an insignificant effect on the operation of the ESCP.
2.5.6.6 Seepage Control

2.5.6.6.1 Methods of Analyses Seepage studies for the ESCP were carried out using finite element techniques s uch as described by R. L. Ta ylor (Reference 108). These stu dies were made using the computer program SEEPAGE (see Appendix D). 

2.5.6.6.2 Analysis Conditions Input for the comput er program included the pond and site geometry, boundary c onditions, soil till int erface, directional permeabilities for t he soil in flow doma in, maximum available differential head, and initial trial phreatic surface. The trial phreatic surface line is corrected t hrough an iterative procedure to satisfy the flow conditions. 

The analysis was made wi th the assumption th at under an unlikely SSE event, the cooling pond is completely dr ained and a 10-foot differential head is caused between the ESCP water surface and the groundwater table.  (This is supported by data from LW-2 for the period from July 1 973 to May 1977 wh ich indicate a median groundwater level of 580.1 f eet.)  An average value of coefficient of permeabil ity equal to 2 x 10
-4 ft/sec (6.0 x 10
-3 cm/sec) was assigned to sand deposits in both the horizontal and vertical directions. The permea bility for till was found very small compared to sa nd, and till was t herefore input as impervious boundary.
The flow was assumed to occur primarily in an easterly and southerly direction. Flow to the north and west is negligible because of the slu rry cutoff trench beneath the perimeter dike of th e cooling lake. A p lan view showing the boundary of the cooling lake which coincides with the perimeter dike slurry trench is given in Figur e 2.4-37. 

(The slurry trenches shown in Figure 2
.5-74 are trenches that were installed p rior to main plant and lake screenhouse construction to assist in construction dewat ering of these facilities. These trenches are not co nsidered permanent installations and should not be confused with the cooling lake perimeter dike slurry trench.) 

The cooling lake perimeter dike slurry trench is continuous around the perimeter of the cooling la ke and, therefore, continuous along the north and west sides of the essential service cooling pond (ESCP). Plan v iews of the ESCP and perimeter dike along t he north and west side s of the ESCP are given in Figures 2.4-26 through 2.4-29.
Sections of the perimeter dike and slurry trench are given in Figure 2.4-35. The slurry trench along the 

BRAIDWOOD-UFSAR 2.5-117 ESCP is a soil-bentonite backfilled slurry trench extending from elevation 597 feet to top of till and, in most c ases, are keyed into till. As-built profiles are provid ed in Figures 2.5-310, 2.5-311, and 2.5-312. 

The design of the ESCP does not rely on the sl urry trench as a seepage barrier. The ESCP seepage has been conservatively determined assuming the slurry trench does n ot exist. Existance of the slurry tr ench only makes the se epage analysis more conservative. 

2.5.6.6.2.1 Aqui fer Description The Equality Formation is composed primarily of fine to medium grained sands with some silt layers. Th is is based on a review of all the soil samples at the project site.
Review of the essential service cooling pond b orings, HS-1 thr ough HS-18, and H-1 through H-4, and ava ilable grain size anal yses indicates that the Equality Formation b eneath the ESCP consists of dense to very dense, silty fine sands (SM) to fine sand (SP and/or SP-SM).
Figures 2.5-84, 2.5-94, and 2.5-118 present grain size curves for these soils. 

In some borings and mapp ed sections, a 1 to 4 foot thick layer of coarse gravel, cobbl es, and boulders in a fine to medium grained sand matrix occurs dir ectly above the clay till of t he Wedron Formation. The thickness of the gravel and co bbles is not 1 to 4 feet, but is contained within a 1 to 4 foot thick la yer of fine sand, silty sand, and/or clayey sand. For i nstance, in geologic Section 23, there are two 4 to 6 inch layers of fine to coarse gravel near the bottom w ith 1 to 2 inches of lag gravel at the bottom. 

Based on the review of logs of borings drilled in or near the ESCP, no borings reveal a 1 to 4 foot thick layer of coarse gravel, cobbles, or boul ders within the Equali ty Formation. Only boring HS-14 ind icated the presence of a thin gravel layer approximately 0.4 foot thick directly above the clay till layer.
Boring H-1 located 8 00 feet east of the ESCP indicated a lag gravel layer within the Wedron till formatio n beneath a 3.5 foot thick layer or silty clay till.
Six additional borings DSS-1 and DSS-66 through DSS-70 were drilled near the ESCP.
Their locations are shown in Figure 2.5-90. Logs of the se borings are sho wn in Figures 2.5-303 through 2.5-308. All of these borings show the lag gravel within the Wedron Formation and in most cases withi n a silty clay matrix.
In summary, a review of the ESCP borings con clusively shows that a layer of coarse gravels, c obbles, and/or b oulders does not exist in the Equality Formation beneath the ESCP and in most cases, the gravel that is encountered is fou nd within the Wedron Formation in a silty clay matrix or beneath a layer of silty clay till. 

BRAIDWOOD-UFSAR 2.5-118 2.5.6.6.2.2 Aquifer Thickness The seepage analyses for the E SCP are based on an aquifer thickness of 13 feet below e levation 584 fee
: t. Based on the review of HS-series, D SS-1 and DSS-66 through DSS-70 borings, the thickness of the aquifer below e levation 584 feet in the ESCP area, in general, varies from 0.3 feet to 11.5 feet with few exceptions. Borings D SS-69 indicates a thickn ess of 13.1 feet and boring HS-5 indicates a thic kness of 16.5 feet. The average thickness of the sand layer is approxima tely 9 feet. See Figure 2.5-93 for profiles within the ESCP. 

Therefore, the s eepage analysis base d on a 13-foot thick layer of aquifer is very conserva tive with respect to the actual average of in situ conditions.
2.5.6.6.2.3 Coefficient of Permeability (k) Values It was reported in an earlier response that "the k values of SP and SM material rang ed from 7.37 x 10
-2 cm/sec to 3.658 x 10
-4 cm/sec with an average permeability of appro ximately 6.7 x 10
-3 cm/sec/."  These values are based on all the ava ilable laboratory data on permeability.
However, if the soil samples obtained from the borings drilled in the ESCP area only ar e considered, which is more representative, the k values for SP and/or SM materials range from 10.0 x 10
-3 cm/sec to 8.0 x 10
-4 cm/sec and averages 4.3 x 10-3 cm/sec. These permeability values for the ESCP area are given in Table 2.5-43. 

The laboratory permeability values for the HS series borings are constant head permeability tes ts on relatively undisturbed samples. The samples were obtai ned using an O sterberg sampler and the tube was fitted to a permeameter.
The laboratory k values were compared with k values estimated from the grain size di stribution of selected soil samples.
Permeability values were estim ated based on:  (a) D 10 size using the Allen Hazens formula; (b) D 10 size and uniformity coefficient C u; and, (c) D 20 size using the Unite d States B ureau of Soil Conservations (USBSC) fo rmula. The first tw o emprical relations are based on the laboratory te st results. The Braidwood laboratory test results are within the range of these estimated values. The third empirical relation, USBSC's formu la, yields the best correlation with coeffi cients of permea bility based on pumping tests. The esti mated k values based on this empirical relationship are low er (i.e., impervious) than that of the Braidwood laboratory test result
: s. Comparison k values discussed here are reported in Table 2.5-43. 

The seepage analysis r eported in Subsection 2.5.6.6.2 used an average value of coeffic ient of permeability equal to 6 x 10
-3 cm/sec which is conserva tive with respect to the average value 

obtained for the ESCP fr om laboratory samples. 

BRAIDWOOD-UFSAR 2.5-119 2.5.6.6.2.4 Boundary Conditions In our seepage analy sis the downstream exit point is approximately 380 feet from the bottom edge of the ESCP, which approximately corresponds to t he nearest mine spoil. The hydraulic head with resp ect to the water level at the exit point is 6 feet based on boring logs drilled befor e construction of the cooling lake. Howev er, a 10-foot head was used in the analysis.
This head and the shortest e xit point have y ielded a higher gradient than actually existed resulting in higher quantity of seepage.
The lowest water level r ecorded in piezometer LW-2, close to the ESCP, is at elevation 577.5 feet. The hydraulic head in the ESCP with respect to this lowest water level is 12.5 feet.
However, the shortest distance be tween the bottom edge of the ESCP and the piezometer LW-2 is approximately 4,7 00 feet. This corresponds to a much lower hyd raulic gradient than that of the one used in our analysis. Therefore, the seepage analysis repor ted in the FSAR is on the conservative side. 

The north and west sides of the ESCP are located close to the perimeter dike of th e cooling lake. See Figures 2.4-26 through 2.4-29. The perimet er dike has a slurry trench installed from elevation 597 feet to the top of the Wedron ti ll and in most cases keyed into till.
The trench is a soil-b entonite backfilled trench and will signific antly reduce the amount of seepage from the ESCP even if the cooling lake dike fails.
The seepage analysis assumes this slurry tre nch does not exist and is therefore conservative.
2.5.6.6.3 Results of Seepage Analyses Pressure test results in dicate that minor se epage occurs down through jointing in the shale bedrock. The po ssibility of large water loss from the ES CP as a result of solu tion cavities or mined-out areas is c onsidered improbable for the following reasons: 
: a. No solution cavi ties or mined-out areas have been encountered in any bor eholes made within the pond area or neighboring plant area. The rock underlying the cooling pond consists of interbedded siltstones, shales, coals, and a local channel of sandstone. In general, the permeability of these rocks is relatively low. They are n ot subject to solution activity.
Below these rocks is the Fort Atkinson L imestone at a depth of about 125 feet.
This thick l imestone is porous, as shown by vugs and occasional porous zones noted on the logs. The water pressure t ests show, however, very low permeabilities for this formation, BRAIDWOOD-UFSAR 2.5-120 REVISION 3 - DECEMBER 1991 indicating that the rock is relatively impermeable and that solution phenomena, if present, are minor. 
: b. Figure 2.5-36 in dicates that the are a occupied by the ESCP which is just south of the plant si te does not contain any mined-out areas. This drawing represents the results of an exhaus tive records search as described in Subsection 2.5.1.2.7.2. Additional borings, labelled DSS in Figure 2.5-90, were made for the pond perimeter dike.
These borings penetrated the bedrock below the coal s eams. These borings show no evidence of mined-out areas around the outer perimeter of the pond in the heat sink area.
Subsection 2.5.1
.2.1.2 also indicate s that borings made by the Peabody Coal Com pany on 330-foot centers have not revealed any mined-out areas in the N 1/4 of Section 19, T32N, R9E. This area contains the plant and ESCP.
During a 30-day peri od, 1 foot of water woul d evaporate. Results of seepage study indicate that over a 30-day p eriod the level of the pond would drop 0.5 foot. The combined water loss during a 30-day period due to s eepage and evaporation would lower the surface of the ESCP by 1.5 feet. The design depth of the ESCP is 6.0 feet. 

The seepage analysis is conservative for the following reasons: 
: a. Aquifer thickness used in analysis is 4 feet greater than the average thickness determined fr om the ESCP borings. b. The gradient used in the analysis is higher than the actual gradient that existed before lake filling. In the event of a cooling l ake failure, the ground at elevation 590 will remain saturated for some time.
Any hydraulic gradie nt which may be established away from the ESCP will develop very slowly d ue to gravity drainage of the fine sands.
Since seepage through these sands has been cut off by a slurry trench installed around the entire perimeter of the cooling lake, there should be no hydraulic gradient established. Photographs of the ESCP have documented that after the s lurry trench was ins talled the ESCP remained under groundw ater before the cooling lake was filled. The see page analysis pe rformed assumed no presence of a slurry trench cutoff and i nstantaneous development of a hydraulic gradient greater than anticipated or measured at any location prior to construction of the cooling lake. These factors are extremely conservative. 

BRAIDWOOD-UFSAR 2.5-121  c. The coefficient of perme ability used in the analysis is representative of t he sands of the Equality Formation. It has been shown that it compares well with correlations using grain size and correlations developed using pumping tests.
An additional seepage an alysis has also been performed using more conservative coefficients of per meability. The coefficients of permeability in the ve rtical direction and horizontal direction are 6.7 x 10
-3 cm/sec and 2.0 x 10
-2 cm/sec, respe ctively. The differential head used is again 10 feet whic h has been shown to be very conservative.
Again the seepage was determined assuming the slurry trench does n ot exist. Results i ndicate that the drop in elevation of the ES CP due to seepage over a 30-day period is approximately 1.5 feet.
This seepage drop c ombined with loss due to evaporation of approx imately 1 foot g ives a total drop of 2.5 feet or to elevation 587.5 feet. The po nd surface area at elevation 687.5  is 95.4 acres based on an O ctober 1981 hyrographic survey of the ESCP. The 95.4 acres is equal to or greater than the design area at elevation 590 feet as shown in Figure 9.2-8. 

The analysis and discuss ions above clearly s how that the seepage analysis is conservative and that the ESCP has a mple supply of cooling water for th e 30-day period.
2.5.6.7 Diversion and Closure This subject is not applicable to th e Braidwood site.
2.5.6.8 Instrumentation An extensive cooling lake moni toring program has been followed since the beginning of lake filling on December 1, 1980. The ESCP is a submerged pond within the cooling lake and has been monitored as part of the ove rall cooling lake program and the Braidwood Stations' Surveillan ce Requirements.
A complete summary of the cooli ng lake monitoring, including field observations and results of instrume ntation are presented in the following report: 

Report GD-9 Braidwood Lake Monitoring Pr ogram, Six Year Monitoring Summary Report, December 1980 to December 1986, dated January 1987 

The report contains monitoring data cons isting of the dike settlement measurements, dike and mine spoil slo pe indicator movements, observation well water level and quality measurements, lake peripheral draina ge, river stage readin gs, and aerial and hydrographic surveys.
The hydrographic surv eys were bottom and slope contours of the ESCP. The survey consists of making a recording 

BRAIDWOOD-UFSAR 2.5-122 REVISION 5 - DECEMBER 1994 of depth measurements at specific time interva ls along track lines, spaced equally ov er the pond. Also, included in this report are the r esults of the surveys in terms of the surface area and volume capacity. 

Monitoring of the ESCP is covered by Surveillance Requirement 4.7.5.
2.5.6.9 Construction Notes The ESCP is an excavated pond wi thin the cooling lake. Design and in situ soil conditi ons were presented in subsections above.
The ESCP does not depend upon ma n-made structural features for water retention and is c onstructed to remain intact during a design basis s eismic event.
2.5.6.10 Operational Notes Field observations and results of instrument ation for the ESCP are discussed in Sub section 2.5.6.8. 

====2.5.7 References====
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: 95. K. D. Stagg and 0. C. Zi enkiewicz, Rock Mechanics in Engineering Practice, John Wiley and Sons, Inc., New York (1968). 
: 96. K. Terzaghi and R. B. Peck, Soil Mecha nics in Engineering Practice, John Wiley and Son s, Inc., New York (1967). 
: 97. N. Mononabe, "Earthquake-Proven Construction of Masonry Dams," Proceedings, Work Engineering Confere nce, Vol. 9, p. 275, 1929. 
: 98. S. Okabe, "General Theory of Earth Pre ssure", Journal of Japanese Society of Civil Engineers, Vol. 12, No. 1, 1926.
BRAIDWOOD-UFSAR 2.5-130 REVISION 9 - DECEMBER 2002 99. H. B. Seed and R. V. W hitman, "Design of Earth-Retaining Structures for D ynamic Loads," Proce edings of the ASCE Specialty Conference on Lateral St resses in the Ground and Design of Earth Retaining Structures, 1970.
100. H. M. Westergaard, "Wa ter Pressures on Dams During Earthquakes," Tr ansactions ASCE , Vol. 98, p. 418, 1933.
101. H. Matuo and S.
Ohara, "Lateral Earth Pr essure and Stability of Quay Walls During Earthquakes," Proce edinqs of the Second World Conference on Ea rthquake Engineering, Vol. 1, Japan, 1950.
102. H. J. Gibbs and W.
G. Holtz, "Research on Determining the Density of Sand by Spoon Penetration Tes t," Proc. Fourth Int.
Conf. Soil Mech. and Found. Eng., Vol. I, pp.
35-39, 1957. 

103. Unassigned 

104. H. B. Seed and W. H. P eacock, Applicabil ity of Laboratory Test Procedures for Me asuring Soil Liquefact ion Characteristics Under Cyclic Loading , Report No. IER C 70-8, Earthquake Engineering Research C enter University of Ca lifornia, Berkeley, California (No vember, 1970).
105. H. B. Seed and W. H. Peacock, Test Procedures for Measuring Soil Liquefaction Characteristic s, Journal of Soil Mechanics , Foundations Division, ASCE, 97(SM8):  10 99-1119, August 1971. 

106. A. J. Hendron, Jr., "The Behavior of Sand in One-Dimensional Compression." Ph.D Thesis, U niversity of Illinois, 1963. 

107. H. B. Seed, K. L. Lee, I.
M. Idriss, and F. Makdis: "Analysis of the Slides in t he San Fernando Dams during the Earthquake of Feb. 9, 1971" Ea rthquake Enginee ring Research Center, Report N
: o. EERC 73-2, June 1973. 

108. R. L. Taylor, Co mputer Program FPM500, "Axisymmetric and Plane Flow in Porous Media," U niversity of Cal ifornia, July, 1968. 109. H. M. Bristol and R. H.
Howard, Paleogeologi c Map of the Sub-Pennsylvanian Cheste rian (Upper Mississippia n) Surface in the Illinois Basin, Illinois State Geological Surv ey, Circular 458, 1971. 110. I. W. D. Dalziel and R. H. D ott, Jr., Geology of the Baraboo District, Wisconsin, Information Circular Number 14, Wisconsin Geological and Natural History Survey, 1970. 

BRAIDWOOD-UFSAR 2.5-131 111. H. H. Gray, Oral Communicati on, Indiana Geolog ical Survey, 1973. 112. F. T. Thwaites, Buried Pre-Cambrian of W isconsin, Geogical Society America Bull etin, Vol. 42, pp. 719-750, 1931. 

113. H. P. Woolard and H. R. Joesting, Boug uer Gravity Anomaly Map of the United St ates, U. S. Geolog ical Survey, 1964. 

114. G. V. Cohee and C. W. Ca rter, Structural Tre nds  in the Illinois Basin, Illinois State Geological Surv ey, Circular 59, 1970. 

115. M. H. McCracken, Structural Features of Missouri, Missouri Report of Investigation 49, Missouri Geologi cal Survey and Water Resources, 1971. 

116. H. B. Willman and J. N. Payne, G eology and Miner al Resources of Marseilles, O ttawa, and Streator Quad rangles, Illinois State Geological Survey, Bulletin 66, 1942. 

117. L. D. McGinnis, Crus tal Movements in N ortheastern Illinois, University Microfilms, Ann Arbor, 1965. 

118. H. B. Seed and I. M. Idr iss, "Ground Motions and Soil Liquefaction During Eart hquakes," Earthquake Engineering Research Institute, 1982. 

2.5.8  Individual and Agencies Contacted
: 1. Chicago Title and Tr ust Insurance Company (Records), Joliet, Illinois. 
: 2. Grundy County, O ffice of the Recorde r, Morris, Illinois. 
: 3. Illinois Archives, S pringfield, Illinois. 
: 4. Illinois Department of Mines and Miner als, Springfield, Illinois; Edna Roach, Administration Secreta ry; Joseph C. Tabor,  
: 5. Illinois Division of Hig hways, Elgin, Illino is: David Sturn. 
: 6. Illinois State Geologi cal Survey:  E.
Atherton, J. Bogner, H. M. Bristol, T. C.
Buschbach, K. K. Clegg, C. Collinson, W.
Dixon, D. L. Gross, P.
C. Heigold, D. R.
Kolata, R. A. Peppers, J. Simon, W. C. Smith, W.
H. Smith, H. B. Willman. 
: 7. Indiana Geological S urvey:  T. C. Daws on and H. H. Gray. 
: 8. Kankakee County, Office of t he Recorder, Kanka kee, Illinois. 

BRAIDWOOD-UFSAR 2.5-132 9. Kentucky Geological Su rvey:  E. M. Wilson. 
: 10. Missouri Geological Survey a nd Water Resourc es:  L. D.
Fellows.  
: 11. Northern Illinois Univer sity:  L. D. McGinnis. 
: 12. Will County, O ffice of the Recorder, Joliet, Illinois. 
: 13. Wisconsin Geological and Nat ural History Survey:  M. E.
Ostrom. 

BRAIDWOOD-UFSAR 2.5-133 TABLE 2.5-1 

==SUMMARY==
OF MAJOR FOL DS WITHIN 200 MI LES OF THE SITE

NAME IDENTIFICATION*
MAJOR MOVEMENT**    Ashton Arch B Late P aleozoic (Ref. 20)
Baraboo Syncline S Precam brian* (Ref. 110)
Brookville Dome B Late Paleozoic (Ref. 15)
Clay City Anticline B Late Paleozoic (Ref. 114)
Downs Anticline B Late P aleozoic (Ref. 114)
DuQuoin Monocline U Post-Mississippian, Middle Pennsylvanian (Ref. 17)
Fond du Lac Syncline B Late Paleozoic Forreston Dome S, B Late Paleozoic (Ref. 15)
Herscher Dome B Late P aleozoic (Ref. 20)
Illinois Basin S, B, G Early to late Paleozoic (Ref. 4)    Kankakee Arch S, B, G Ordo vician or Devonian to late Mississippian (Ref. 4)    LaSalle Anticlinal Belt S, B, G Late Mississippian and Pennsylvanian (Ref. 4)
Leesville Anticline S, Str Late Mississippian, Early Pennsylvanian (Ref. 18)
Leaf River Anticline S, B Late Paleozoic (Ref. 15)
Lincoln Anticline S Late Paleozoic (Ref. 115)
Louden Anticline B Late Paleozoic (Ref. 114)
Marshall Syncline Sc Post-Mississippian, Pre-Mesozoic (Ref. 10)
Mattoon Anticline B Late Paleozoic (Ref. 114)

BRAIDWOOD-UFSAR 2.5-134 TABLE 2.5-1 (Cont'd)
NAME  IDENTIFICATION* MAJOR MOVEMENT**    Meekers Grove Anticline B Late Paleozo ic (Ref. 28)    Michigan Basin S, B, G Middle Ordovician to Middle Pennsylvanian, Jurassic (Ref. 19)
Mineral Point Anticline B Late Paleozo ic (Ref. 28)
Mississippi River Arch S, B, G Lake Mississippian (Ref. 
: 40)
Murdock Syncline U Post-Mississippian Pre-Mesozoic (Ref. 14)    Oregon Anticline B Late Paleozoic (Ref. 20)
Pittsfield Anticline B Late Paleozoic (Ref. 114)
Polo Basin B Late P aleozoic (Ref. 20)
Salem Anticline U Post-Mississippian, Pre-Mesozoic (Ref. 109)    Tuscola Anticline U Post-Mississippian, Pre-Mesozoic (Ref. 14)
Uptons Cave Syncline S, B Late Paleozoic (Ref. 15)
Waterloo Syncline B Late Paleozoic 

Wisconsin Arch S, B, G Early to late Paleozoic (Ref. 4)
Notes:  Structures listed in this table are shown on Figures 2.5-9, 2.5-10 and 2.5-9a.
* S = Surface mapping B = Borehole G = Geophysical Str = Structure U = Undifferentiated 
 ** Final movement consi dered to be pre-Cretaceous except as noted.
BRAIDWOOD-UFSAR 2.5-135 TABLE 2.5-2 

==SUMMARY==
OF FAULTS WITHIN 200 MILES OF THE SITE NAME IDENTIFICATION***FAULT TYPE A ND DISPLACEMENT LAST MOVEMENT     (Appleton)*, ** S, B (Ref. 29) South side d own Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30)
Cap Au Gres  1000 ft of structural relief Faulted Flexure S, B (Ref. 26)
Post-Mississippian (Ref. 26)
Centralia S, B Down 200 ft on west side Post-Pennsylvanian (Ref. 17)   (Ref. 17)  

Chicago Area Basement Fault Zone G (Ref. 23) South side down Precambrian (Ref. 23)     Chicago Area Minor Both north and south down- Post-Silurian, Faults G (Ref. 22) thrown blocks, displacement pre-Pleistocene (Ref. 22) (inferred)  up to 55 ft (Ref. 22)
Des Plaines Sc (Ref. 42) Radi al and concentric Post Pennsylvanian (Ref. 33) Disturbance  approx. 5 mi. diameter Fortville B (Ref. 111) Southeast side down 60 ft Post-Devonian,   (Ref. 111) pre-Pl eistocene (Ref. 111)     
(Green Bay) S (Ref. 29)
South side down (Ref. 29) Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30) 

____________________ 

Note:  Structures listed in this tab le are shown in Figure 2.5-9.
* Name assigned by Dames & Moore. 

 ** Most recent authorities doubt the existence of these faults (Ref. 24, 30) 

*** S = surface, B = borehole, G 
= geophysical, Sc = structure. 

BRAIDWOOD-UFSAR 2.5-136 TABLE 2.5-2 (Cont'd)
NAME IDENTIFICATION*** FAULT TYPE A ND DISPLACEMENT LAST MOVEMENT     (Lanesville) (Ref. B (Ref. 29) North side down (Ref. 29) Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30)
Mt. Carmel S, B (Ref. 18) West s ide down 80 to Early Pennsylvanian   175 ft (Ref. 18) (Ref. 18) 

(Madison)** B (Ref. 29)
North side down (Ref. 29) Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30)
Mifflin S (Ref. 27, 28)South side down 65 ft, Pre-Pleistocene (Ref. 30)   1000 ft strike-slip dis-placement (Ref. 27, 28)      Northeast-trending S Both east and west blocks Post-Pennsylvanian, faults north of  downth rown (Ref. 39, 40)
Pre-Pleistocene (Ref.10) Rough Creek Fault Zone (Wabash Valley Fault Zone)    

Northeast-trending S, B Both east and west blocks Post-Pennsylvanian, faults south of  downthrown (Ref. 39, 40) Pre-Pleistocene (Ref. 10) Rough Creek Fault Zone        Oglesby* B (Ref. 12) Down on west side Pre-Cretaceous (inferred)  1200 ft (Ref. 12)
Plum River Fault Zone S, B, G North side down 100 to Post-Silurian,  (Ref. 15) 400 ft (Ref. 15) pre-Pleistocene (Ref. 15)
Rough Creek Fault S (Ref. 34) North side down (Ref. 39,  Post-Pennsylvanian, Zone B (Ref. 34) 40) some members show pre-Pleistocene (Ref. 10)  G (Ref. 113) opposite displacement BRAIDWOOD-UFSAR 2.5-137 TABLE 2.5-2 (Cont'd)
NAME  IDENTIFICATION*** FAULT TYPE AND DISPLACEMENT LAST MOVEMENT     Royal Center B (Ref. 31) Southeast side down Post-Devonian,   100 ft (Ref. 31) pre-Pleistocene (Ref. 111)
Ste. Genevieve Fault S (Ref. 34) North side down 1000 to Post-Pennsylvanian, Zone B (Ref. 34) 2000 ft (Ref. 10) pre-Pl eistocene (Ref. 5)
G (Ref. 113)
Sandwich Fault Zone S, B, G Main fau lt:  northeast side Post-Pennsylvanian,   down 900 ft (Ref. 116) pre-Mesozoic (Ref. 22)
Subsidiary fault:  southeast side down 125 ft (Ref. 46)      Tuscola** B (Ref. 12) Down on west side Pre-Cretaceous (inferred)  2000 ft (Ref. 12)
Waukesha** S (Ref. 112) Downthrown on southeast sidePost-Silurian, (inferred)
B 45 ft (Ref. 112) extent of pre-Pleistocene fault is inferred (Ref. 30) (Ref. 30) 

NOTES  1. Structures listed in this table are shown in Figure 2.5-9. 
: 2. S = Surface, B 
= Borehole, G = Geoph ysical, Sc = Structure. 

BRAIDWOOD-UFSAR 2.5-138 TABLE 2.5-3 UNCONFINED ROCK COMPRESSION TEST DATA,  PLANT SITE BORINGS BORING NO. DEPTH (ft)
GEOLOGIC UNIT ULTIMATE COMPREESIVE STRENGTH (psi)  ELEVATION (ft)      A-2 60 Francis Creek 7,286 533.0 A-2 95 Spoon 5,510 498.0 

A-2 122 Brainard 7,142 471.0 A-2 125 Fort Atkinson 7,122 468.0      A-2 158 Fort Atkinson 1,878
* 435.0 A-2 165 Scales 8,469 428.0 

A-2 252 Galena 9,591 341.0 

A-3 215 Scales 5,918 383.3 

A-5 63 Francis Creek 6,735 535.5 A-5 101 Francis Creek 5,414 497.5 A-5 126 Fort Atkinson 3,121 472.5 A-5 146 Fort Atkinson 8,551 452.5 A-11 115 Spoon 8,600 487.0 

A-11 142 Fort Atkinson 14,333 460.0 A-11 161 Fort Atkinson 12,611 441.0 A-11 163 Fort Atkinson 6,688 439.0 A-17 73 Francis Creek 980* 526.0 

A-18 63 Francis Creek 3,469 538.4 

 *Shear break BRAIDWOOD-UFSAR 2.5-139 TABLE 2.5-3 (Cont'd)
BORING NO. DEPTH (ft)
GEOLOGIC UNIT ULTIMATE COMPRESSIVE STRENGTH (psi)  ELEVATION (ft)      MP-3 108 Spoon 5,270 492.2 MP-11 67 Francis Creek 7,090 532.8 MP-18 160 Fort Atkinson 10,900 438.9 MP-18 189 Scales 6,660 409.9 MP-25 73 Francis Creek 4,850 524.2 MP-30 175 Fort Atkinson 10,600 426.1 MP-32 79 Francis Creek 2,420 523.9 MP-38 121 Spoon 4,020 481.6 MP-45 124 Spoon 7,070 477.8 MP-50 41 Channel Sandstone 2,720 560.5 

BRAIDWOOD-UFSAR 

2.5-140 R
EVISION 1 - DECEMBER 1989 TABLE 2.5-4 RESONANT COLUMN TEST DATA BORING NO. ELEVA-TION (ft)
SOIL OR ROCK TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) CONFINING PRESSURE (lb/ft 2) SHEAR STRAIN AMPLITUDE (%) SHEAR WAVE VELOCITY (ft/sec)MODULUS OF RIGIDITY (lb/ft 2)
DAMPING (%)           A-1 563.9 ML 9.7 134 1,000 0.0080 568 1.47x10 6 3.7   (Wedron   2,000 0.0058 697 2.21x10 6 4.3   Formation)   3,000 0.0041 852 3.30x10 6 3.8 TP-1* 589.8 SM 11.9* 114* 1,300 0.0084 568 1.28x10 6 1.0   (Equality   2,050 0.0058 719 2.05x10 6 1.2   Formation)   2,800 0.0045 840 2.78x10 6 0.8           A-4 558.1 ML 10.7 130 1,000 0.0054 727 2.35x10 6 3.4   (Residual   2,000 0.0051 752 2.52x10 6 3.7   Soil)   3,000 0.0046 793 2.80x10 6 3.5 A-5* 578.5 SP 21.0 101 750 0.0096 522 1.04x10 6 0.8   (Equality   1,500 0.0074 625 1.49x10 6 0.6   Formation)   2,250 0.0062 700 1.87x10 6 0.5           A-6* 575.2 SP 17.8 109 750 0.0090 542 1.17x10 6 0.8   (Equality   1,500 0.0069 650 1.68x10 6 0.6   Formation)   2,250 0.0058 725 2.09x10 6 0.6 A-3 526.3 Siltstone 2.0 148 3,975 0.0015 2911 39.77x10 6 3.3   (Francis   6,000 0.0015 2978 41.63x10 6 (avg)   Creek)   8,000 0.0014 3018 42.74x10 6 ____________________ 
*Test specimen was recom pacted from bulk sample from test pit. Mois ture content and dry density of test specimen differ from in situ values (see Table 2.5-13).
BRAIDWOOD-UFSAR 2.5-141 TABLE 2.5-4 (Cont'd)
BORING NO. ELEVA-TION (ft)   SOIL OR ROCK TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) CONFINING PRESSURE (lb/ft 2) SHEAR STRAIN AMPLITUDE (%) SHEAR WAVE VELOCITY (ft/sec) MODULUS OF RIGIDITY (lb/ft 2)  DAMPING (%)          A-3 438.3 Limestone 2.0 165 10,000 0.0013 3353 58.67x10 6   (Fort   12,000 0.0014 3337 58.09x10 6   Atkinson)   14,000 0.0014 3343 58.32x10 6
A-3 411.3 Limestone 2.0 167 10,000 0.0014 2938 45.67x10 6   (Fort   12,000 0.0014 2955 46.22x10 6 3.3   Atkinson)   14,000 0.0014 2973 46.78x10 6 (avg)           MP-12 536.4 Siltstone 2.0 147 4,000 0.0014 2648 32.56x10 6 4.1   (Francis   6,000 0.0012 2720 34.33x10 6 (avg)   Creek)   8,000 0.0011 2738 34.79x10 6           MP-18 455.8 Limestone 2.0 168 10,000 0.0008 1695 15.29x10 6--   (Fort   12,000 0.0013 2178 25.24x10 6--   Atkinson)   14,000 0.0009 4154 91.82x10 6 5.5 MP-29 570.5 ML 11.7 127 1,000 0.0169 575 1.46x10 6 5.9   (Wedron   2,000 0.0197 569 1.43x10 6 6.6   Formation)   3,000 0.0132 778 2.60x10 6 3.5 MP-32 505.0 Shale 2.0 148 5,000 0.0016 2389 26.69x10 6 2.7   (Francis   7,000 0.0014 2337 25.52x10 6 (avg)   Creek)   9,000 0.0015 2274 24.17x10 6           MP-30 570.6 ML 11.7 128 1,000 0.0193 670 1.99x10 6 4.1   (Wedron   2,000 0.0140 698 2.16x10 6 4.1   Formation)   3,000 0.0156 766 2.56x10 6 3.7 BRAIDWOOD-UFSAR 2.5-142 TABLE 2.5-4 (Cont'd)
BORING NO. ELEVA-TION (ft)   SOIL OR ROCK TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) CONFINING PRESSURE (lb/ft 2) SHEAR STRAIN AMPLITUDE (%) SHEAR WAVE VELOCITY (ft/sec) MODULUS OF RIGIDITY (lb/ft 2)  DAMPING (%)           MP-3 532.0 Siltstone 2.0 147 6,000 0.0028 3100 44.64x10 6 4.6   (Francis   8,000 0.0271 3471 56.00x10 6 2.4   Creek)   10,000 0.0388 3554 58.69x10 6 2.4 MP-17 456.1 Limestone 2.0 170 10,000 0.0012 3277 57.98x10 6 4.0   (Fort   12,000 0.0011 3529 67.40x10 6 4.0   Atkinson)   14,000 0.0011 3361 60.99x10 6 4.2 BRAIDWOOD-UFSAR 2.5-143 TABLE 2.5-5 CHARACTERISTICS AND PRODUCTION OF MINES IN THE AREA OF INTEREST MAP NO.
COMPANY OR MINE LOCATION SECTION - T.N. - R.E.
TYPE OF  MINE COAL SEAM NO.
THICKNESS 

DEPTH  AREA (acres)
ACTIVE YEARS TONS OF COAL PRODUCED           1 Eureka Coal Co., Mines N1/2  18-32-9 U 2 3 ft 125 ft 37(1) 1872-1884 180,000 (5)  No. 1 and No. 2 2 Braidwood Coal Co. SW1/4 17-32-9 U 2 u u u Circa 1879 u           3 Cotton Mine NW1/4 25-32-8 U u u u u Circa 1883 u           4 Augustine Mine NW1/4 25-32-8 U u u u u Circa 1883 u           5a Wilmington &
Springfield Coal Co. SE1/4 24-32-8 U 2 3 ft 107 ft u 1872-1885(22)            5b Chicago, Wilmington &
Vermillion Coal Co.,          "K" Mine SE1/4 24-32-8 U 2 3 ft 107 ft 80 1885-1888 294,000(6) (23)           6 Chicago, Wilmington &
Vermillion Coal Co.,          "M" Shaft SW1/4 19-32-9 U 2 3 ft 95 ft 74(1) 1889-1891 277,845 (5)           7 Braceville Coal Co.,
Mine No. 2 NW1/4 24-32-8 (8) U 2 3 ft, 6 in. 115 ft 10(2) Abandoned 43,300(6)         1894 8 Chicago, Wilmington &
Vermillion Coal Co.,          "R" Mine NE1/4 13-32-8 U 2 3 ft 99 ft 56(1) 1896-1899 202,062 (5)  

BRAIDWOOD-UFSAR 2.5-144 TABLE 2.5-5 (Cont'd)
MAP NO.
COMPANY OR MINE LOCATION SECTION - T.N. - R.E.
TYPE OF  MINE COAL SEAM NO.
THICKNESS 

DEPTH  AREA (acres)
ACTIVE YEARS TONS OF COAL PRODUCED           9 Braceville Coal, Co.,          Mine No. 4 SW1/4 13-32-8 and          NW1/4 24-32-8 U 2 3 ft, 2 in. 103 ft 128(2) 1893-1900 520,000(6) (10)           10 Rixson Coal Co., Rixson          No. 1 Mine N1/4  30-32-9 U 2 3 ft, 2 in. 100 ft + 13 1903-1906 57,071(5)           11 Braceville Coal Co.,          Mine No. 5 NW1/4 18-32-8 (8) U 2 3 ft 103 ft 160(2) 1900-1908 620,000(6)(11)           12 Joliet-Wilmington Coal          Co., Mine No. 2(21) NW1/4 20-32-9 U 2 3 ft 115 ft 31 1905-1909 150,363 (5)           13 Consolidated Coal &          Iron Co.(8) (12) SW1/4 19-31-9 U 3 3 ft 80 ft 32(2) 1905-1911 125,785 (5)           14 Wilmington Coal Mining          & Mfg. Co., No. 6 Mine (Torino) NW1/4 31-32-9 U 2 3 ft 90 ft 197(9) 1905-1921 1,061,482(5) (13)           15 Truckers Coal Co. N1/2  36-32-8 U 2 3 ft 115 ft 2(14) 1938-1940 1,221(5)           16 No. 3 Coal Corporation W1/2  24-32-8 (8) U 3 u u 148(2) 1927-1954 572,000(6) (15)           17 Gardner Wilmington Coal          Co. NW1/4 19-31-9 U 2+2A, 34 ft, 11 in.106 ft 160(2) 1890-1904 1,344,391(5)      and 3 ft and 80 ft 18 Unidentified Mine A NE1/4 18-31-8 U 2 3 ft(16) 70 ft(16) 13(16) u 43,000(6)           

BRAIDWOOD-UFSAR 2.5-145 TABLE 2.5-5 (Cont'd)
LOCATION TYPE COAL      MAP  SECTION - OF SEAM   AREA  TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE  NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED           19 Unidentified Mine B NW1/4 18-31-8 U 2 3 ft 90 ft(16) 32(2) u 124,000 (6)           20 Unidentified Mine C NE1/4 25-32-8 U 2 3 ft u 153(2) u 586,000 (2)           21 Wilmington Coal Mining          Co. NE1/4 16-32-9 S 2 u u 40(2) Circa 1934 <154,000(6)           22 Wilmington Coal Mining          Co. Sections 21, 28, 29,  S 2 3 ft, 4 in. 60 to 860 1940-1958 3,166,159(5) (17)   33-32-9    80 ft 23 Wilmington Coal Mining          Co. NW1/4 17-32-9 S 2 u u 32(3) Circa 1940 138,000 (6)           24 Northern Illinois Coal          Co., Pit No. 11 Sections 5, 6, 7, 8  31-9 S 2 3 ft 40 to 1300 1947-1956 5,000,000(6)       90 ft 25 Peabody Coal Co.          (Northern Mine), Sections Pit No. 11 20, 21, 29, 30, 31, 32  32-9 S 2 3 ft 60 to 1870 1958-1972 6,008,303(5)       100 ft 26 Peabody Coal Co.          (Northern Mine), 12-31-8 Pit No. 12 and 7-31-9 S 4 3 ft, 8 in. 50 ft +/- 591 Post-1955 2,732,000(6) (18)       (24)    

BRAIDWOOD-UFSAR 2.5-146 TABLE 2.5-5 (Cont'd)
LOCATION TYPE COAL      MAP  SECTION - OF SEAM   AREA  TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE  NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED           27 Peabody Coal Co.          (Northern Mine), Sections         Pit No. 13 17 and 18   31-9S 2 3 ft 50 to 142 1955-1957 548,000 (6)      60 ft 28 Peabody Coal Co.         (Northern Mine), 13-31-8 Pit No. 14 and 18-31-9S 4 3 ft, 8 in. 40 to 176 1969-1972 910,000(6) (19)      70 ft 29 Peabody Coal Co.         (Northern Mine),
Pit No. 15 19-31-9S 2 3 ft 50 to 288 Post-1969 1,110,000(6)      60 ft 30 Peabody Coal Co.         (Northern Mine),
Pit No. 16 1-31-8S 4 3 ft, 8 in. 50 ft +/- 173 Post-1969 823,000(6) (20)      (24)    

UNDERGROUND PRODUCTION SUBTOTAL 6,202,520 STRIP PRODUCTION SUBTOTAL  20,539,462

TOTAL    26,741,982 

BRAIDWOOD-UFSAR 2.5-147 TABLE 2.5-5 (Cont'd) 

NOTES U Underground mine S Strip mine u Unknown (1) Area estimated from production tonnage at 74% recovery. 
 (2) Area estimated from mined-out area map (Figure 2.5-82). 
 (3) Area estimated from aerial photograph (1971). 
 (4) Area estimated from unpublished data in files of Dames & Moore. 
 (5) Production tonnage reported in Illinois Coal Reports. 
 (6) Production tonnage estimated from mined area at 74% recovery. 
 (7) Production within area of interest only. 
 (8) Access shaft or principal workings in adjoining section beyond area of interest. 
 (9) Does not include shaft pillar. 
(10) Total production reported for entire mine in Sections 13, 14, 23, and 24 was 1,797,653 tons. 
(11) Total production reported for entire mine in Sections 13 and 14 was 1,051,399 tons. 
(12) Operated 1908-1911 by Clarke City Wilmington Coal Co. (13) Tonnage computed from mine map area is 1,060,000 tons. (14) Development workings only. 
(15) Area of underground workings indicates production history prior to 1927. Operated by Skinner Coal Co., 1927-1937; by the South Wilmington Coal Co., 1938-1943; no production, 1944-1947; and by No. 3 Coal Corporation, 1948-1954. 
(16) Thickness of coal, depth, and area determined from surrounding drill-hole data. 
(17) Production erroneously attributed to Section 17, T.32N., R.9E. in Illinois Coal Reports. 
(18) Total production from Pit 12 including Section 11 is estimated at 3,700,000 tons. 
(19) In Kankakee County, 190,000 tons; in Grundy County, 720,000 tons. 
(20) Production from entire Pit 16 is estimated at 3,700,000 tons of product. 
(21) In 1909, the company name was changed to Joliet & Aurora Coal Co. 
(22) Mine later extended as Chicago, Wilmington & Vermillion Coal Co. "K" Mine. 
(23) Tonnage includes that of previous mine workings. 
(24) From Illinois Coal Reports. 

BRAIDWOOD-UFSAR 2.5-148 TABLE 2.5-6 TYPICAL COAL ANALYSES SAMPLES PROXIMATE HEAT VALUES COUNTY, NUMBER OF MINES, COAL CONDITIONS*
MOISTURE VOLATILE MATTER FIXED CARBON ASH  SULFUR CALORIES Btu          Grundy 1 17.1 37.4 39.7 5.82.8 6139 11,050 Four mines**
2  45.1 47.9 7.03.3 7402 13,320 Colchester (No. 2) coal 3  48.5 51.5  3.5 7959 14,330 4 18.6 38.8 42.6   6574 11,830  5  47.7 52.3   8009 14,520          Grundy 1 13.8 38.7 38.3 9.33.54 6052 10,894 One mine 2  44.8 44.4 10.34.11 7020 12,636 No. 4 coal 3  50.2 49.7  4.60 7868 14,162 4 15.6 41.5 42.9   6765 12,171 5  49.2 50.8   8019 14,401         Will 1 15.4 34.2 45.3 5.11.6 6299 11,340 One mine**
2  40.5 53.5 6.01.9 7449 13,410 Colchester (No. 2) coal 3  43.1 56.9  2.1 7928 14,270 4 16.5 35.4 48.1   6682 12,030 5  42.4 57.6   7998 14,400         Kankakee 1 15.0 36.4 42.8 5.82.77 6394 11,510 One mine 2  42.8 50.4 6.83.25 7520 13,536 Colchester (No. 2) coal 3  45.9 54.1  3.49 8066 14,520 4 16.3 37.8 45.9   6851 12,331 5  45.1 54.9   8176 14,717 

BRAIDWOOD-UFSAR 2.5-149 TABLE 2.5-6 (Cont'd)
SAMPLES PROXIMATE HEAT VALUES COUNTY, NUMBER OF MINES, COAL CONDITIONS*
MOISTURE VOLATILE MATTER FIXED CARBON ASH  SULFUR CALORIES Btu          Kankakee 1 14.4 38.0 38.8 8.93.42 6072 10,930 One mine 2  44.4 45.3 10.43.99 7093 12,767 No. 4 coal 3  49.5 50.5  4.45 7911 14,239 4 16.2 40.6 43.2   6752 12,154 5  48.4 51.6   8004 14,403 

____________________
_____________
* Type of analysis is denoted as follows: 

1 - sample as received at laboratory   2 - moisture free 3 - moisture and ash free 4 - moist mineral matter free 5 - dry mine ral matter free 
 ** Data from Cady (Ref. 53). 

==Reference:==

Illinois Bureau of Labor Statist ics, now published as the    Annual Coal, Oil and Gas Report of the I llinois Department    of Mines and Minerals, Illinois Coal Reports, 1882, 1970.
BRAIDWOOD-UFSAR 2.5-150 TABLE 2.5-7 MODIFIED MERCALLI INTENSITY (DAMAGE)
SCALE OF 1931 (ABRIDGED)

I. Not felt except by a very fe w under especially favorable circumstances.  (I, Rossi-Forel Scale) 

II. Felt only by a f ew persons at rest, especially on upper floors of buildings.
Delicately suspended o bjects may swing.  (I to II, Rossi-Forel Scale)
III. Felt quite noticeably indoors, especially on upper floors of buildings, but not recog nized by many people as an earthquake. Standing motorcars may rock sli ghtly. Vibration like passing of truck. Duration est imated.  (III, Rossi-Forel Scale)
IV. During the day felt in doors by many, out doors by few. At night some awakened. Dishes, window s, doors dis turbed; walls creaked. Sensation like heavy truck strikin g building.
Standing motor cars rock ed noticeably.  (IV to V, Rossi-Forel Scale)
V. Felt by nearly every one, many awakened.
Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable objects overturned. Di sturbances of trees, poles, and other tall objects sometimes noticed.
Pendulum clocks may stop.  (V to VI, Rossi-Forel Scale) 

VI. Felt by all, many frightened and may run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Dam age slight.  (VI to VII, Rossi-Forel Scale)
VII. Everybody may run outdoors.
Damage negligible in buildings of good design and construction; slight to moderate in well-built ordinary st ructures; considerable in poorly built or badly designed structures; so me chimneys brok en. Noticed by persons driving motorcars.  (VIII, Rossi-Forel Scale) 

VIII. Damage slight in speci ally designed stru ctures; considerable in ordinary substant ial buildings with partial collapse; great in poorly built st ructures. Panel wal ls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned.
Sand and mud ejected in small amounts. Chang es in well water. Persons driving motorcars dist urbed.  (VIII+ to IX-, Rossi-Forel Scale)
BRAIDWOOD-UFSAR 2.5-151 TABLE 2.5-7 (Cont'd)
IX. Damage considerable in specially desig ned structures; well-designed frame stru ctures thrown out of plumb; great in substantial buildings, with pa rtial collapse. Buildings shifted off foundation
: s. Ground cracked conspicuously.
Underground pipes broken.  (IX+, Rossi-Forel Scale)
X. Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foun dations; ground badly cracked. Rails bent.
Landslides cons iderable from river banks and steep slop es. Shifted sand and mud. Water splashed (slopped) over bank
: s.  (X, Rossi-Forel Scale) 

XI. Few, if any, (masonr y) structures may remain standing.
Bridges destroyed. Br oad fissures in gr ound. Underground pipelines completely out of service. Ea rth slumps and landslips in soft grou nd. Rails bent greatly. 

XII. Damage Total. W aves seen on ground su rface. Li nes of sight and level distorted.
Objects thrown upw ard into the air.
BRAIDWOOD-UFSAR 2.5-152 TABLE 2.5-8 EARTHQUAKE EPICENTERS, 38&deg; TO 46&deg; NORTH LATITUDE 84&deg; TO 94&deg; WEST LONGITUDE DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES
* 1804 Aug. 24 Fort 

==Dearborn,==
Ill. 42.0 87.8 VI-VII 30,0001, 2, 3, 5 1818 Apr. 11 St. Louis, Mo. 38.6 90.2 III-IV 7,5001 1819 Sept. 16 Randolph County, Ill. 38.1 89.8 IV 9,6001       1819 Sept. 17 Randolph County, Ill. 38.1 89.8 III-IV 1       1827 July 5 St. Louis, Mo. 38.6 90.2 IV-V 1       1827 July 5 Grant County, Ky. 38.7 84.6 IV 15,0001, 2 1827 July 5 New Albany, Ind. 38.3 85.8 165,00 0 1, 2 1827 July 6 Cincinnati, Ohio 39.1 84.5 IV  1 1827 Aug. 6 New Albany, Ind. 38.3 85.8 VI  1, 2, 3, 5 1827 Aug. 7 New Albany, Ind. 38.3 85.8 VI  1, 2, 3, 5 

1827 Aug. 14 St. Louis, Mo. 38.6 90.2 III  1 

1838 June 9 St. Louis, Mo. 38.5 90.3 VI 3001 

 *Key to references fol lows tabulated pages.
BRAIDWOOD-UFSAR 2.5-153 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1843 Feb. 16 St. Louis, Mo. 38.6 90.2 IV-V 100,0001 1883 Nov. 14 St. Louis, Mo. 38.6 90.2 IV 1,2001 1883 Dec. 28 Bloomington, Ill. 40.5 87.0 III 16 

1884 March 31 Preble County, Ohio 39.6 84.8 II 1 1884 Sept. 19 Allen County, Ohio 40.7 84.1 VI 125,0001, 2, 8, 14 1884 Dec. 23 Anna, Ohio 40.4 84.2 III 1, 5, 14 

1885 Dec. 26 Bloomington, Ill. 40.5 89.0 III 1 

1886 March 1 Butlerville, Ind. 39.0 85.5 IV 1, 2 1886 Aug. 13 Indianapolis, Ind. 39.8 86.2 IV-V 1 1887 Feb. 6 Vincennes, Ind. 38.7 87.4 VI 75,0001, 2, 3, 6, 7 1889 Sept. Anna, Ohio 40.4 84.2 III 1, 8, 14 

1891 July 26 Evansville, Ind. 38.0 87.6 VI 1, 2, 3, 6 

1892 Anna, Ohio 40.4 84.2  1, 8, 14 

1896 March 15 Sidney, Ohio 40.3 84.2 IV 1, 8, 14 1897 Oct. 31 Niles, Mich. 41.8 86.3  1 BRAIDWOOD-UFSAR 2.5-154 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1903 Nov. 20 Morgantown, Ind. 39.4 86.3 1
1903 Dec. 11 Effingham, Ill. 39.1 88.5 II 1       1903 Dec. 31 Fairmont, Ill. 41.6 88.1 1       1905 March 13 Menominee, Mich. 45.0 87.7 V 1, 3       1905 April 13 Keokuk, Iowa 40.4 91.6 IV-V 5,0001, 2, 3 1905 Aug. 22 Quincy, Ill. 39.9 91.4 II-III 1       1906 Feb. 23 Anabel, Mo. 39.7 92.4 III 1       1906 March 6 Hannibal, Mo. 39.7 91.4 IV 1
1906 April 22 Milwaukee, Wis. 43.0 87.9 1       1906 April 24 Milwaukee, Wis. 43.0 87.9 1       1906 May 8 Shelby County, Ind. 39.5 85.8 III-IV 6001 1906 May 9 Columbus, Ind. 39.2 85.9 IV 1, 2, 3       1906 May 11 Petersburg, Ind. 38.5 87.3 V 1,2001, 2, 3 1845 Putnam County, Ohio 41.1 84.2 II 1       1850 April 4 Louisvil le, Ky. 38.3 85.8 V 1, 2, 4       1854 Feb. 28 Lexington, Ky. 38.1 84.5 VI 15 BRAIDWOOD-UFSAR 2.5-155 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1857 Oct. 8 St. Louis, Mo. 38.6 90.3 VI-VII 7,5001, 3 1865 Le Sueur, Minn. 44.5 93.9 VI-VII 1, 2 

1869 Feb. 20 Lexington, Ky. 38.1 84.5 III-IV 1 1871 July 25 St. Clair County, Ill. 38.5 90.0 III 1,0001 1872 July 8 Chillicothe, Mo. 39.8 93.6 III 1 

1873 April 22 Dayton, Ohio 39.8 84.2 III-IV 1 1875 June 18 Champaign County, Ohio 40.2 84.0 VII 40,0001, 2, 6, 8, 14 1876 Jan. 27 Adrian, Mich. 41.9 84.0  1 

1876 June Anna, Ohio 40.4 84.2  1, 8, 14       1876 Sept. 24 Wabash County, Ill. 38.5 87.9 VI 1 1876 Sept. 25 Knox County, Ind. 38.5 87.7 VI 60,0001, 2, 3, 6, 7 1876 Sept. 26 Wabash County, Ill. 38.5 87.9 III 1 1877 May 26 New Harmony, Ind. 38.1 87.9 III-IV 1 

1881 April 20 Goshen, Ind. 41.6 85.8 IV 1 1881 May 27 La Salle, Ill. 41.3 89.1 VI 1, 2 BRAIDWOOD-UFSAR 2.5-156 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1881 Aug. 29 Hillsboro, Ohio 39.2 83.6 III 1       1882 Feb. 9 Anna, Ohio 40.4 84.2 V 1001, 2, 3, 8, 14 1882 July 20 Randolph County, Ill. 38.0 90.0 V 30,0001, 2 1882 Sept. 27 Macoupin County, Ill. 39.0 90.0 VI 25,0001, 2, 3 1882 Oct. 14 Macoupin County, Ill. 39.0 90.0 V 8,0001, 2 1882 Oct. 15 Macoupin County, Ill. 39.0 90.0 V 8,0001, 2, 3 1882 Oct. 22 Greenville, Ill. 38.9 89.4 III 1       1882 Nov. 15 St. Louis, Mo. 38.6 90.2 III 1       1883 Feb. 4 Kalamazoo County, Mich. 42.3 85.6 VI 150,0001, 2, 3 1899 Feb. 8 Chicago, Ill. 41.9 87.6 1       1899 Feb. 9 Chicago, Ill. 41.9 87.6 1       1899 April 29 Dubois County, Ind. 38.5 87.0 VII 40,0001, 2, 6, 7, 9 1899 Oct. 10 St. Joseph, Mich. 42.1 86.5 IV 1       1899 Oct. 12 Kenosha, Wis. 42.6 87.8 1       1902 Jan. 24 Maplewood, Mo. 38.6 90.3 VI 40,0001, 3       1902 March 10 Hagers town, Ind. 39.9 85.2 III-IV 1
BRAIDWOOD-UFSAR 2.5-157 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1903 Jan. 1 Hagerstown, Ind. 39.9 85.2 II-III 1
1903 Feb. 8 St. Louis, Mo. 38.6 90.3 VI 40,0001, 3       1903 March 17 Hillsb oro, Ill. 39.2 89.5 III-IV 1       1903 Sept. 20 Morgantown, Ind. 39.4 86.3 IV 1       1903 Sept. 21 Olne y, Ill. 38.7 88.1 IV 1       1903 Nov. 4 St. Louis, Mo. 38.6 90.3 VI-VII 70,0001, 3       1909 May 26 South Beloit, Ill. 42.5 89.0 VII 170,0001, 2, 3, 5 1909 July 18 Mason County, Ill. 40.2 90.0 VII 35,0001, 2, 3 1909 Aug. 16 Monroe County, Ill. 38.3 90.2 IV-V 18,0001 1909 Sept. 22 Lawrence County, Ind. 38.7 86.5 V 4,0001, 2, 3 1909 Sept. 27 Robinson, Il
: l. 39.0 87.7 VII 30,0001, 2, 3, 6, 10 1909 Sept. 27 Vincennes, I nd. 38.7 87.5 V 4,0001, 2, 3, 6, 10 1909 Oct. 22 Sterling, Ill. 41.8 89.7 IV-V 1, 2       1909 Oct. 22 Near Scott, Ky. 38.9 84.5 1       1909 Oct. 23 Robinson, Ill. 39.0 87.7 V 14,0001, 2, 5 

BRAIDWOOD-UFSAR 2.5-158 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1911 Feb. 28 St. Louis County, Mo. 38.7 90.3 IV 1       1911 July 29 Chicago, Ill. 41.9 87.6 ??
1, 2       1912 Jan. 2 Kendall County, Ill. 41.5 88.5 VI 40,0001, 3 1912 Sept. 25 Rockford, Ill. 42.3 89.1 ??
1, 2       1906 May 19 Grand Rapids, Mich. 43.0 85.7 ??
1       1906 May 21 Flora, Ill. 38.7 88.5 V 5801, 2, 3, 6 1906 Aug. 13 Greencastle, Ind. 39.6 86.9 IV 1       1906 Sept. 7 Owensville, Ind. 38.3 87.7 IV 5001       1906 Nov. 23 Anabel, Mo. 39.7 92.4 III 1       1907 Jan. 10 Menominee, Mich. 45.1 87.6 1       1907 Jan. 29 Morgan County, Ind. 39.5 86.6 V 1, 2       1907 Jan. 30 Greenville, Ill. 38.9 89.4 V 1       1907 Nov. 20 Stephenson County, Ill. 42.3 89.8 IV 1001, 2       1907 Nov. 28 Stephenson County, Ill. 42.3 89.8 IV 1001, 2       1907 Dec. 10 St. Louis, Mo. 38.6 90.2 IV 1       1908 Nov. 12 Sedalia, Mo. 38.7 93.2 IV 7001 BRAIDWOOD-UFSAR 2.5-159 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE (&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1913 Oct. 16 Sterling, Ill. 41.8 89.7 III-IV 4,0001, 2 1913 Nov. 11 Louisville, Ky. 38.3 85.8 IV 1 

1914 Oct.7 Madison, Wis. 43.1 89.4 IV 1 

1914 Anna, Ohio 40.4 84.2 II 1, 8, 14       1915 April 15 Olney, Ill. 38.7 88.1 II-III 3,0001 1916 Jan. 7 Worthingon, Ind. 39.1 87.0 III 3,0001 

1916 May 31 Madison, Wis. 43.1 89.4 II 1 

1916 Clarke County, Iowa 41.1 93.8 II-III 1 1917 April 9 Jefferson County, Mo. 38.1 90.6 VI 200,0001, 3 1918 Feb. 22 Shiawassee County, Mich. 42.9 84.2 IV 1 1918 July 1 Hannibal, Mo. 39.7 91.4 IV 1 

1919 May 25 Knox County, Ind. 38.5 87.5 V 18,0001, 2, 3, 6 

1920 April 30 Centralia, Ill. 38.5 89.1 IV 4,0001 1920 May 1 St. Louis County, Mo. 38.5 90.5 V 10,0001, 3       1921 March 14 Crawfordsville, Ind. 40.0 86.9 IV 25,0001 

BRAIDWOOD-UFSAR 2.5-160 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE (&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1921 Sept. 8 Waterloo, Ill. 38.3 90.2 IV 4,0001 1921 Oct. 9 Waterloo, Ill. 38.3 90.2 III 3,0001 

1922 April 10 Monmouth, Ill. 40.9 90.7 II 1 

1922 July 7 Fond du Lac, Wis. 43.8 88.5 V 1, 2 1923 March 8 Greenville, Ill. 38.9 89.4 III-IV 4,0001 1923 Nov. 9 Tallula, Ill. 40.0 89.9 V 6001, 2, 3 

1925 Jan. 26 Waterloo, Iowa 42.5 92.3 II 2001 

1925 March 3 Evanston, Ill. 42.0 87.7 II-III 1 1925 April 4 Cincinnati, Ohio 39.1 84.5  1, 8, 14       1925 April 26 Vanderburgh County, Ind. 38.0 87.5 VI 100,0001, 2, 3 1925 July 13 Edwardsville, Ill. 38.8 90.0 V 1 

1925 Oct. Anna, Ohio 40.4 84.2 II 1, 8, 14 

1926 Oct. 3 Princeton, Ind. 38.4 87.6 III 1 

1928 Jan. 23 Near Mount Carroll, Ill. 42.0 90.0 IV 4001, 2       1928 March 17 St. Louis, Mo. 38.6 90.2 I 1       1928 Oct. 27 Shelby County, Ohio 40.4 84.1 III 1001, 8, 14 BRAIDWOOD-UFSAR 2.5-161 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1929 Feb. 14 Near Princeton, Ind.38.3 87.6 III-IV 1,0001 1929 March 8 Shelby County, Ohio 40.4 84.2 V 5,0001, 2, 3, 6, 8, 14 1930 May 28 Near Hannibal, Mo. 39.7 91.3 III 1 1930 June 26 Near Lima, Ohio 40.5 84.0 IV 1, 8, 14       1930 June 27 Near Lima, Ohio 40.5 84.0 IV 1, 8, 14 

1930 Aug. 8 Near Hannibal, Mo. 39.6 91.4 III-IV 1 1930 Sept. 20 Anna, Ohio 40.4 84.2 VI 1, 2, 3, 8, 11, 14 1930 Sept. 29 Sidney, Ohio 40.3 84.2 III 1, 8, 14 

1930 Sept. 30 Anna, Ohio 40.3 84.3 VII 1, 2, 3, 8, 9, 14 1930 Oct. Anna, Ohio 40.4 84.2 III-IV 1, 8, 14 

1930 Dec. 23 Near St. Louis, Mo. 38.6 90.5 III-IV 1,0001 1931 Jan. 5 Elliston, Ind. 39.0 86.9 V 5001, 2, 3, 12 

1931 March 21 Sidney, Ohio 40.3 84.2 III 1, 8, 14 

1931 March 31 Shelby County, Ohio 40.4 84.1 III 1       1931 June 10 Malinta, Ohio 41.3 84.0 V 1,5001, 8, 14 

BRAIDWOOD-UFSAR 2.5-162 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1931 Sept. 20 Anna, Ohio 40.4 84.2 VII 45,4001, 2, 3, 8, 11, 12 1931 Oct. 8 Anna, Ohio 40.4 84.2 III 1, 8, 14       1931 Oct. 18 Madison, Wis. 43.1 89.4 III 1       1931 Dec. 17 St. Louis, Mo. 38.6 90.2 II 1       1931 Dec. 31 Petersburg, Ind. 38.5 87.3 1       1933 Feb. 22 Sidney, Ohio 40.3 84.2 III-IV 2,0001 1933 Nov. 16 Grover, Mo. 38.6 90.6 III-IV 1,5001 1933 Dec. 6 Stoughton, Wis. 42.9 89.2 IV 5,0001, 2, 3 1934 Nov. 12 Rock Island, Ill. 41.5 90.5 VI 5,0001, 3 1935 Jan. 5 Moline, Ill. 41.5 90.6 IV 2001, 2       1935 Jan. 30 Harrison County, Mo.40.5 94.0 III 1       1935 Feb. 26 Burlington, Iowa 40.8 91.2 III 1       1935 Oct. 29 Pike County, Ill. 39.6 90.8 1       1936 Oct. 8 Butler County, Ohio 39.3 84.4 III 7001, 8, 14 1936 Dec. 25 Cincinnati, Ohio 39.1 84.5 III  1 BRAIDWOOD-UFSAR 2.5-163 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1937 March 2 Anna, Ohio 40.4 84.2 VII 70,0001, 2, 6, 8,      9, 12, 14       1937 March 3 Anna, Ohio 40.4 84.2 V 1, 2, 8, 11, 14 1937 March 3 Anna, Ohio 40.4 84.2 III 2001, 8, 14 1937 March 8 Anna, Ohio 40.4 84.2 VII-VIII 150,0001, 2, 3, 6,      8, 12, 14       1937 April 23 Anna, Ohio 40.4 84.2 III 2001, 8, 14 1937 April 27 Anna, Ohio 40.4 84.2 III 2001, 8, 14 1937 May 2 Anna, Ohio 40.4 84.2 IV  1 1937 June 29 Peoria, Ill. 40.7 89.6 II  1 1937 Aug. 5 Near St.
Louis, Mo. 38.5 90.2 II-III  1 1937 Aug. 5 Granite City, Ill. 38.7 90.2 II  1 1937 Oct. 16 Cincinnati, Ohio 39.1 84.5 II-III  1 1937 Nov. 17 Near Centralia, Ill. 38.6 89.1 V 8,0001, 2, 3, 6, 12 1938 Feb. 12 Porter Count y, Ind. 41.6 87.0 V 6,5001, 2 1938 Nov. 7 Dubuque, Iowa 42.5 90.7   1, 2        1939 March 18 Near Jackson Center, Ohio 40.4 84.0 II 5001, 8, 14 BRAIDWOOD-UFSAR 2.5-164 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1939 June 17 Anna, Ohio 40.4 84.2 IV 4001, 8, 14 1939 July 9 Anna, Ohio 40.4 84.2 II 1, 8, 14       1939 July 18 Escanaba, Mich. 45.7 87.1 1       1939 Aug. 1 Escanaba, Mich. 45.7 87.1 1       1939 Nov. 7 Escanaba, Mich. 45.7 87.1 II-III 1       1939 Nov. 23 Monroe County, Ill. 38.2 90.1 V 150,0001, 3 1939 Nov. 24 Davenport, Iowa 41.6 90.6 II-III  1, 2 1940 Jan. 8 Louisville, Ky. 38.3 85.8 II-III  1 1940 May 27 Louisville, Ky. 38.3 85.8 III  1, 2 1940 Nov. 23 Monroe County, Ill. 38.2 90.1 VI 150,0001 1941 Oct. 4 St. Louis, Mo. 38.6 90.2 I  1        1941 Nov. 15 Waterloo, Ill. 38.3 90.2 III  1 1942 Jan. Winfield, Mo. 39.0 90.7 III  1 1942 Jan. 14 St. Louis, Mo. 38.6 90.2  6001        1942 Jan. 29 St. Louis, Mo. 38.6 90.2   1 BRAIDWOOD-UFSAR 2.5-165 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1942 Jan. 30 St. Louis, Mo. 38.6 90.2   1        1942 March 1 Kewanee, Ill. 41.2 89.9 IV-V 3,7001, 2        1942 Nov. 17 East St. Louis, Ill. 38.6 90.2 III-IV 2001 1942 Dec. 27 Maplewood, Mo. 38.6 90.3 II  1 1943 Feb. 9 Marinette County, Wis. 45.5 88.2 II-III  1 

1943 Feb. 15 Escanaba, Mich. 45.7 87.1   1        1943 April 13 Louisv ille, Ky. 38.3 85.8 IV  1 1943 April 18 Waterloo, Ill. 38.3 90.2 I  1        1943 May 20 West Alton, Mo. 38.9 90.2 I  1        1943 May 24 West Alton, Mo. 38.9 90.2 I  1        1943 June 8 Webster Groves, Mo. 38.6 90.4 III-IV  1 1943 June 15 House Springs, Mo. 38.4 90.6 I  1 1943 June 18 House Springs, Mo. 38.4 90.6 I  1        1943 Sept. 14 Near St. Louis, Mo. 38.7 90.3 I  1        1944 March 16 Elgi n, Ill. 42.0 88.3 II  1 1944 Sept. 25 St. Loui s, Mo. 38.6 90.2 IV 25,0001 

BRAIDWOOD-UFSAR 2.5-166 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1944 Nov. 13 Anna, Ohio 40.4 84.2 III 18,0001, 4, 18 1944 Nov. 16 Escanaba, Mich. 45.7 87.1 II  1 1944 Dec. 10 Escanaba, Mich. 45.7 87.1 IV  1 1945 March 27 St. Loui s, Mo. 38.6 90.2 II-III  1 1945 May 18 Escanaba, Mich. 45.7 87.1 II  1 1945 May 21 Near St. Louis, Mo. 38.7 90.2 III-IV  1 1946 Feb. 24 Centralia, Ill. 38.5 89.1 V 1,5001, 2, 10 1946 Nov. 7 Washington County, Mo. 38.0 90.7 II-III  1 1947 March 16 Kane County, Ill. 42.1 88.3 IV  1 

1947 May 6 Milwaukee, W is. 43.0 87.9 IV-V 3,0001, 2 1947 June 29 Near St. Louis, Mo. 38.4 90.2 VI 15,0001, 3 1947 Aug. 9 Branch County, Mich. 42.0 85.0 VI 70,0001, 2, 3 1948 Jan. 5 Centralia, Ill. 38.5 89.1 V 3001, 13        1948 Jan. 15 Madison County, Wis. 43.2 89.7 IV-V  1 1948 April 20 Iowa C ity, Iowa 41.7 91.5 III-IV  1 

BRAIDWOOD-UFSAR 2.5-167 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1949 June 8 Ste. Genevieve, Mo. 38.0 90.1 III 3001 1949 Aug. 11 Clayton, Mo. 38.7 90.3 II  1 

1949 Aug. 26 Defiance, Mo. 38.6 90.8 II-III  1 

1950 April 20 Dayton, Ohio 39.8 84.2 III  1, 8, 14 1951 Sept. 19 Near Florissant, Mo. 38.9 90.2 III-IV 1,2001       1952 Jan. 7 Champaign County, Ill. 40.3 88.3 II-III 1 

1953 Sept. 11 Near Roxana, Ill. 38.6 90.1 VI 6,0001, 3 1953 Dec. 30 Centralia, Ill. 38.5 89.1 IV 1,2001 1954 Aug. 9 Petersburg, Ind. 39.5 87.3 V  1, 2 

1955 April 9 Near Sparta, Ill. 38.1 89.8 VI 20,0001, 3 1955 May 29 Ewing, Ill. 38.1 88.9 III-IV 1 1956 Jan. 27 Anna, Ohio 40.4 84.2 V 2,0001, 2, 8, 14 

1956 March 13 Fulton County, Ill. 40.5 90.2 IV 2,0001 1956 July 18 Oostburg, Wis. 43.6 87.8 IV  1 

1956 Oct. 13 Near Milwaukee, Wis. 42.8 87.9 IV  1        1957 Jan. 8 Waupun, Wis. 43.6 88.7 III-IV  1 BRAIDWOOD-UFSAR 2.5-168 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1958 Nov. 7 Wabash County, Ill. 38.4 87.9 VI 33,300 1, 2, 3, 9 1959 Jan. 6 St. Louis County, Mo. 38.8 90.4 II-III  1 1967 Feb. 2 Lansing, Mich. 42.7 84.5 IV  1 

1967 Aug. 5 Jefferson County, Mo. 38.3 90.6 II  1        1968 Nov. 9 Hamilton County, Ill. 38.0 88.5 VII 585,0001, 2, 3, 9 

1968 Dec. 11 Louisville, Ky. 38.3 85.8 V  1 

1971 Feb. 12 Wabash County, Ill. 38.5 87.9 IV 1,300 1 1972 Sept. 15 Lee County, Ill. 41.6 89.4 V-VI 40,000 1, 5 1973 April 18 St. Clair County, Ill. 38.5 90.2 II-III  1 1974 March 27 St. Louis, Mo. 38.5 90.1   17 1974 April 3 Southern Illinois 38.6 88.1 VI  17 

1974 April 5 Eastern Missouri 38.6 90.9   17 1974 June 5 Kentucky 38.6 84.8   17 

1974 June 5 Southern Illinois 38.6 89.9 V  17 

BRAIDWOOD-UFSAR 2.5-169 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1974 Aug. 22 Southern Illinois 38.2 89.7 V  17        1976 April 8 Stinesville, Idaho 39.3 86.8 V  18  

BRAIDWOOD-UFSAR 2.5-170 TABLE 2.5-8 (Cont'd)
REFERENCES
: 1. State of Indiana, Computer L ist of Earthquak e Epicenters of the Midwestern Unite d States, Depart ment of Natural Resources, Geolo gical Survey, 1975. 
: 2. J. Docekal, Eart hquakes of the Stable Interior with Emphasis on the Midcontinent, Ph.D. dissertat ion, University of Nebraska, Lincoln, two volumes, 1971. 
: 3. J.L. Coffman and C.A. von Hake, eds., Earthq uake History of the United States, U.S.
Dept. of Commerce, NOAA, Environmental Data Ser vice, Boulder, Col o., Publication 41-1 (revised edition thr ough 1970, 1973). 
: 4. B.C. Moneymaker, Some Earthquakes in T ennessee and Adjacent States (1699 to 1850), Tennessee Academy of Sciences Journal, 29, 3:224-233, 1954. 
: 5. P.C. Heigold, Notes on the Earthquake of September 15, 1972, in Northern Illinois , State Geological S urvey Environmental Geology Notes, N
: o. 59, 1972. 
: 6. R.R. Heinrich, A Contribution to the E arthquake History of Missouri, Seismologi cal Society of Ame rica Bulletin 31, 3:187-244, 1941. 
: 7. B.C. Moneymaker, Tennessee Valley Authority, unpublished report, 1964. 
: 8. E.A. Bradley and T.J. Bennett, Earthquake History of Ohio, Seismological Society of Ameri ca Bulletin 55,4: 745-752, 1965.  
: 9. O.W. Nuttli, State-of-th e-Art for Asse ssing Earthquake Hazards in the U nited States, U.S. Army Waterways Experiment Station, Report 1, Design Eart hquakes for the Central United States, 1973. 
: 10. B.C. Moneymaker, Ear thquakes in Tennessee and Nearby Sections of Neighboring S tates (1901-1925), Ten nessee Academy of Sciences Journal Vol. 32, No. 2, pp. 91-105, 1957. 
: 11. R.R. Heinrich, T he Mississippi Valley Earthquake of June 20, 1947, Seismological So ciety of America B ulletin, Vol. 40:
7-19, 1950. 

BRAIDWOOD-UFSAR 2.5-171 TABLE 2.5-8 (Cont'd) 
: 12. U.S. Coast and Geodetic Survey, United States Earthquakes, 1920-1935 and United States Eart hquakes, 1936-1940, U.S.
Department of Co mmerce, Environmenta l Science Services Administration, Nation al Earthquake Informat ion Center (1968 reissue and 1969 reiss ue, respectively). 
: 13. B.C. Moneymaker, Ear thquakes in Tennessee and Nearby Sections of Neighboring S tates (1926-1950), Ten nessee Academy of Science Journal, Vol. 33, No. 3, pp. 224-239, 1958. 
: 14. E.F. Pawlowicz, Eart hquake Statistics for Ohio, Ohio Journal of Science 2:1 03, March 1975. 
: 15. B.C. Moneymaker, Earthquakes of Kentucky, unpublished, Tennessee Valley Authority (undated). 
: 16. C.G. Rockwood, Notes on American Earthquakes, American Journal of Science Vol. 21, No. 13, 3rd series, 1884. 
: 17. U.S. Geological Survey, Preliminary Determination of Epicenters, USGS monthly publica tion, March, April, June, August 1974. 
: 18. U.S. Geological Survey, Earthquake Information, USGS Bulletin, bimonthly publicatio n, Vol. 8, No. 4, July-August 1976, Vol. 8, No. 5, September-October 1976. 

BRAIDWOOD-UFSAR 2.5-172 TABLE 2.5-9 EARTHQUAKES OCCURRING OV ER 200 MILES FROM THE SITE FELT AT THE BRAIDWOOD SITE DISTANCE MODIFIED    FROM MERCALLI  EPICENTER LOCATION FELT AREASITE DATE INTENSITY LOCALITY (&deg;N. LAT.)(&deg;W. LONG.)(mi
: 2) (mi)       1811 XI Northeastern Arkansas 35.5 90.5 2,000,000420 December 16  Gulf Coast Tectonic Province    

1812 X-XI New Madrid, Missouri 36.6 89.5 2,000,000330 January 23  Gulf Coast Tectonic      Province          1812 XI-XII New Madrid, Missouri 36.6 89.5 2,000,000330 February 7  Gulf Coast Tectonic Province    

1886 X Charleston, South Carolina32.9 80.0 2,000,000730 August 31  Atlantic Coast Tectonic      Province    

1895 VIII Charleston, Missouri 37.0 89.4 1,000,000300 October 31  Gulf Coast Tectonic      Province    

1935 VI Timiskaming, Canada 46.8 79.1 1,000,000580 November 1  Laurentian Shield Sub-Province of Central Stable Interior    

1968 VII Southern Illinois 38.0 88.5 580,000225 November 9  Central Stable Interior    

BRAIDWOOD-UFSAR 2.5-173 TABLE 2.5-10 DIRECT SHEAR TEST DATA PLANT SITE BORINGS

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  NORMAL PRESSURE (lb/ft 2)  YIELD STRENGTH (lb/ft 2)  PEAK STRENGTH (lb/ft 2)         A-2 582.0 SP 19.8 106 1000 615 920         A-3 587.3 SP 19.6 106 1000 625 940         A-3 557.3 SP 13.4 118 3500 2140 3200         A-5 568.5 SP 13.3 121 3000 2100 3150         A-6 590.2 SW.SP 18.1 110 1000 550 820 

BRAIDWOOD-UFSAR 2.5-174 TABLE 2.5-11 STRENGTH TESTS*
COHESIVE SOILS

TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION 

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)         MP-4 569.1 ML 18.5 111.9   2145 MP-7 572.4 ML 13.6 124.6 2400 6000  

MP-8 572.2 ML 8.5 136 2150 13680  

MP-8 567.2 ML 7.7 138 2600 9040 MP-8 562.2 ML 14.1 118.8 3000 6800 MP-10 571.8 ML 17.3 113.8 2360 1780  

MP-10 566.8 ML 17.7 112.7 2800 960  

MP-10 561.8 ML 7.7 137.8 3230 7000  

MP-12 574.3 ML 20.1 110.9 1900 3310  

MP-12 569.3 ML 7.1 139.9 2325 6980          MP-12 564.3 ML 8.6 134.9 2750 11640 BRAIDWOOD-UFSAR 2.5-175 TABLE 2.5-11 (Cont'd)
TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)        MP-13 564.5 ML 8.6 136.2 2750 6560          MP-15 573.2 ML 11.0 130.2 8640 13340  

MP-15 563.2 ML 8.5 136.0 8640 16760  

MP-15 559.5 ML 5.7 139.1 8640 12200  

MP-19 572.5 ML 19.5 113.9 8640 8920  

MP-19 567.5 ML 9.6 135.2 8640 8780 MP-20 562.1 ML 11.3 131.2 2800 5740 MP-24 577.3 ML 11.2 130.9 1500 9260  

MP-24 571.8 ML 9.3 132.3 1900 4560  

MP-24 566.8 ML 12.4 125.6 2400 1965  

MP-25 576.9 ML 9.0 135.2 1500 5000 MP-25 571.9 ML 8.9 136.2 1970 10920 MP-28 571.7 ML 13.9 118.0 8640 1250  

MP-28 566.7 ML 8.4 134.9 2800 9000 BRAIDWOOD-UFSAR 2.5-176 TABLE 2.5-11 (Cont'd)
TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION 

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)         MP-29 575.5 ML 9.8 132.7   9400 

MP-29 564.5 ML 12.2 124.0   2600         MP-30 570.7 ML 10.9 127   9360* 

MP-30 573.7 ML 11.0 140.3   7680* 

MP-30 575.2 ML 12.0 131.3 60 6240*  

MP-30 563.2 ML 10.3 131   5520* 

MP-30 566.2 ML 10.1 131   6960*         MP-35 582.6 ML 17.8 106.9   520 

MP-35 562.6 ML 9.2 134.4   7060 

MP-35 572.6 ML 8.4 135.6   11860 

MP-40 581.8 ML 11.4 125.8 1500 6320  

MP-40 576.8 ML 10.2 131.8 1940 1360 MP-40 571.8 ML 9.3 134.2 2380 10400  

BRAIDWOOD-UFSAR 2.5-177 TABLE 2.5-11 (Cont'd)
TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION 

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)         MP-40 566.8 ML 9.3 134.2 2800 7960  

MP-42 575.1 ML 12.3 127.1   2760         MP-42 573.1 ML 10.3 132.5   800 

MP-42 565.1 ML 9.9 131.3   1560 

MP-56 577.5 ML 11.9 130.5 8640 8900  

MP-56 572.5 ML 10.4 132.0 8640 15840  

MP-56 567.5 ML 12.3 127.1 8640 3580          MP-56 562.5 ML 9.1 134.1 2800 6400  

MP-65 571.6 ML 16.7 115.3 8640 3600  

MP-65 561.6 ML 12.9 122.6 8640 8860  

LSH-1 579.2 ML 9.7 134.1   13600 

LSH-1 574.2 ML 9.2 133.7 8640 12660  

  *Strength tests were p erformed on samples of 4-inch diameter. 

BRAIDWOOD-UFSAR 2.5-178 TABLE 2.5-12 TRIAXIAL COMPRESSION (CU) TESTS COHESIONLESS SOILS

BORING NO.
ELEVA-TION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%)  FIELD  DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH* (lb/ft 2)        A-17 583.5 SP 19.4 106.7 1495 ' tan 44        A-18 595.9 SP 20.2 99.8 1080 ' tan 36  

 *' = Effective Normal Stress.
BRAIDWOOD-UFSAR 2.5-179 TABLE 2.5-13 DENSITY TEST DATA PLANT SITE ASTM D2049 ASTM D1557 

LOCATION  DEPTH (ft) IN SITU DRY DENSITY (lb/ft 3) MINIMUM DRY DENSITY (lb/ft 3) MAXIMUM DRY DENSITY (lb/ft 3) RELATIVE DENSITY (%) MAXIMUM DRY DENSITY (lb/ft 3)        TP 1 3 103 90 112 64 ---  8 117 107 130 48 ---        TP 2 3 104 87 110 78 ---  8 98 96 119 10.5 ---        MP-14, MP-31 0-10 99 84 109 67 108  10-17 103 91 110 67 105  0-17 100 91 112 48 107        Plant Borings (Blended) 0-22 --- 97 121 -- --- 

Ditch Bank (Bulk Samples) 0-5 ---
89 111 -- 110  0-5 --- 86 111 -- 108  5-10 --- 91 113 --
110  5-10 --- 86 110 --
110  10-15 --- 93 112 --
107  10-15 --- 92 116 -- 
---
BRAIDWOOD-UFSAR 2.5-180 TABLE 2.5-14 

==SUMMARY==
OF BORINGS

BORING  SURFACE ELEVATION (ft)  DEPTH TO ROCK  (ft) BEDROCK SURFACE ELEVATION (ft)  TOTAL DEPTH OF HOLE (ft)      A-1 593.9 41.0 552.9 276.0 A-2 593.0 36.0 557.0 276.0 A-3 598.3 41.0 557.3 308.0 A-4 592.6 32.0 560.6 164.0 A-5 598.5 49.0 549.5 149.0 A-6 601.2 44.5 556.7 184.0 A-7 600.6 47.5 553.1 184.0 A-8 601.7 46.0 555.7 168.0 A-9 598.5 36.0 562.5 157.5 A-10 597.8 41.0 556.8 158.0 A-11 602.0 41.0 561.0 163.5 P-3 599.2 50.0 549.2 305.0 P-6 595.6 50.0 545.6 232.0 P-10 596.8 61.0 535.8 178.0 H-1 600.9 48.0 552.9 158.0 H-2 598.9 45.0 553.9 162.5 H-3 599.2 42.5 556.7 157.5 H-4 595.1 47.0 548.1 157.5 H-5 599.2 37.5 561.7 37.5 L-1 564.1 45.0 519.1 255.0 L-2 587.7 72.5 515.2 312.0 L-3 589.0 57.0 532.0 286.0 L-4 581.6 35.0 546.6 345.0 A-12 592.5 48.5 544.0 176.5 A-13 589.3 41.0 548.3 168.0 A-14 598.8 43.0 555.8 194.0 A-15 597.1 45.0 552.1 205.0 A-16 591.7 46.0 545.7 188.0 A-17 599.0 38.5 560.5 186.5 A-18 601.4 39.0 562.4 194.0 MP-1 598.0 45.0 553.0 164.0 MP-2 600.2 44.7 555.5 102.0 MP-3 600.5 40.7 559.8 112.0 MP-4 599.6 40.0 559.6 102.5 MP-5 601.6 42.0 559.6 103.0 MP-6 601.7 34.7 567.0 110.0 MP-7 602.9 41.2 561.7 110.0 MP-8 600.2 40.0 560.2 102.5
____________________
Note:  All elevation s refer to USGS datum.
BRAIDWOOD-UFSAR 2.5-181 TABLE 2.5-14 (Cont'd) 

BORING  SURFACE ELEVATION (ft)  DEPTH TO ROCK (ft) BEDROCK SURFACE ELEVATION (ft)  TOTAL DEPTH OF HOLE (ft)      MP-9 601.7 44.0 557.7 119.5 MP-10 602.3 44.0 558.3 102.0 MP-11 600.1 44.0 556.1 106.0 MP-12 599.3 42.0 557.3 104.0 MP-13 599.5 41.5 558.0 104.0 MP-14 599.4 44.0 555.4 164.0 MP-15 598.2 43.0 555.2 163.0 MP-16 598.8 40.0 558.8 105.0 MP-17 599.6 40.0 559.6 172.0 MP-18 598.9 36.5 562.4 190.0 MP-19 598.0 39.0 559.0 182.0 MP-20 597.6 41.0 556.6 107.0 MP-21 597.9 40.0 557.9 106.0 MP-22 599.3 39.0 560.3 110.0 MP-23 598.5 40.0 558.5 167.0 MP-24 597.8 38.0 559.8 157.0 MP-25 597.4 32.0 565.4 165.0 MP-26 599.3 40.0 559.3 169.0 MP-27 603.0 40.0 563.0 185.0 MP-28 602.2 41.0 561.2 190.5 MP-29 601.0 39.5 560.5 190.0 MP-30 601.2 39.5 561.7 190.0 MP-31 597.8 38.5 559.3 115.0 MP-32 603.3 40.0 563.3 118.0 MP-33 601.1 39.5 561.6 165.0 MP-34 600.0 39.5 560.5 174.0 MP-35 603.1 42.0 561.1 185.0 MP-36 602.6 41.5 561.1 169.0 MP-37 600.2 40.0 560.2 109.0 MP-38 602.7 40.0 562.7 185.0 MP-39 600.8 36.0 564.8 187.0 MP-40 602.3 40.5 561.8 195.0 MP-41 602.3 36.4 565.9 110.0 MP-42 603.1 40.0 563.1 189.5 MP-43 599.5 39.0 560.5 120.0 MP-44 599.5 40.0 559.5 110.0 MP-45 601.7 42.5 559.2 185.0 MP-46 598.9 36.5 562.4 110.0 MP-47 601.2 39.0 562.0 115.0 MP-48 599.5 39.5 560.0 186.0 MP-49 598.3 39.0 559.3 110.0 MP-50 601.7 40.0 561.7 120.0 MP-51 602.2 40.0 562.2 120.0 MP-52 601.8 40.0 561.8 181.0 

BRAIDWOOD-UFSAR 2.5-182 TABLE 2.5-14 (Cont'd) 

BORING  SURFACE ELEVATION (ft)  DEPTH TO ROCK (ft) BEDROCK SURFACE ELEVATION (ft)  TOTAL DEPTH OF HOLE (ft)      MP-53 600.7 41.5 559.2 52.0 MP-54 598.6 38.5 560.1 49.0 MP-55 603.1 40.0 563.1 52.0 MP-56 603.0 45.0 558.0 46.5 MP-57 598.9 47.0 551.9 48.0 MP-58 599.3 39.0 560.3 41.0 MP-59 597.4 43.0 554.0 43.0 MP-60 594.6 ----- ----- 40.0 MP-61 599.7 ----- ----- 36.5 MP-62 600.0 34.9 656.1 35.5 MP-63 603.6 40.0 563.6 110.5 MP-64 599.8 40.0 559.8 98.5 MP-65 597.1 38.0 559.1 98.3 MP-66 597.7 39.7 558.0 87.5 MP-67 599.3 39.5 559.8 39.8 MP-68 602.2 42.2 560.0 42.5 LSH-1 599.7 33.5 566.2 95.0 HS-1 597.2 46.0 551.2 56.0 HS-2 598.1 44.0 554.1 54.0 HS-3 599.5 52.0 547.5 57.2 HS-4 598.3 50.0 548.3 60.0 HS-5 596.5 46.0 550.5 56.0 HS-6 597.7 42.0 555.7 52.0 HS-7 599.7 44.0 555.7 54.0 HS-8 599.3 43.5 555.8 53.5 HS-9 596.2 46.0 550.2 56.0 HS-10 598.8 49.0 549.8 59.0 HS-11 599.5 44.0 555.5 54.0 HS-12 598.2 43.5 554.7 53.5 HS-13 599.8 ----- ----- 31.5 HS-14 597.9 ----- ----- 27.0 HS-15 593.7 ----- ----- 18.5 HS-16 598.3 ----- ----- 24.5 HS-17 598.4 ----- ----- 26.5 HS-18 590.1 ----- ----- 14.0 

BRAIDWOOD-UFSAR 2.5-183 TABLE 2.5-15 

==SUMMARY==
OF SHALLOW P IEZOMETER INSTALLATIONS

BORING GROUND SURFACE ELEVATION (ft)  DEPTH TO BOTTOM OF WELL-POINT SCREEN (ft)  

GEOLOGIC HORIZON WATER ELEVATION (ft)  

DATE       A-4 592.6 15.5 Dolton Member 590.9 11/1/72     590.5 4/14/73 

A-5 598.5 20.5 Dolton Member 587.0 11/1/72     588.7 4/14/73 

A-7 600.6 25.5 Dolton Member 590.7 11/1/72     593.2 4/14/73 

A-8 601.7 19.0 Dolton Member 594.7 11/1/72     598.3 4/14/73 

A-9 598.5 22.0 Dolton Member 590.1 11/1/72 A-10 597.8 27.0 Dolton Member 589.6 11/1/72 A-11 602.0 26.5 Dolton Member 592.2 11/1/72       H-1 600.9 24.0 Dolton Member 582.0 11/1/72       H-2 598.9 22.0 Dolton Member 580.3 11/1/72     579.8 4/14/73 

H-3 599.2 24.0 Dolton Member 583.1 11/1/72 H-4 595.1 17.5 Dolton Member 584.6 11/1/72     585.8 4/14/73 

P-10 596.8 52.0 Residual Soil 560.6 10/19/72 BRAIDWOOD-UFSAR 2.5-184 TABLE 2.5-15 (Cont'd) 

BORING GROUND SURFACE ELEVATION (ft)  DEPTH TO BOTTOM OF WELL-POINT SCREEN (ft)  

GEOLOGIC HORIZON WATER ELEVATION (ft)  

DATE       MP-8 600.2 16.0 Dolton Member 596.1 4/24/73 MP-30 601.2 16.0 Dolton Member 598.3 4/24/73 MP-43 599.5 16.0 Dolton Member 599.0 4/24/73 MP-46 598.9 16.0 Dolton Member 597.1 4/24/73 

BRAIDWOOD-UFSAR 2.5-185 TABLE 2.5-16 

==SUMMARY==
OF DEEP PIEZOMETER I NSTALLATIONS

BORING GROUND SURFACE ELEVATION (ft)  DEPTH OF SCREENED ZONE (ft)
GEOLOGIC HORIZON  WATER ELEVATION (ft)  

DATE A-1 593.9 Below 45 Carbondale
*579.910/19/72  Formation A-2 593.0 Below 50 Carbondale*
579.410/19/72  Formation

A-3 598.3 Below 41 Carbondale*
593.110/19/72  Formation595.94
/14/73  A-6 601.2 Below 50 Carbondale*
588.210/19/72  Formation    H-2 598.9 148-158Ft. Atkinson536.14
/14/73  Limestone H-4 595.1 147-157Ft. Atkinson530.74
/14/73  Limestone

P-3 601.4 Below 50Carbondale*526.710
/19/72  Formation

P-6 599.0 Below 50Carbondale*543.610
/19/72  Formation 

Mine Vent 599.08
** 578.310/19/72 Shaft***                        
   *Uppermost formation. 
 **Elevation of r eference point. 
***Located in the SW 1/4 of the NE 1/4  of the NW 1/4  of Se ction 20, T.32N., R.9E.
BRAIDWOOD-UFSAR 2.5-186 TABLE 2.5-17 SEISMIC REFRACTION SURVEY:

==SUMMARY==
OF COMPUTED DEPTHS AND CORRESP ONDING COMPRESSION AL WAVE VELOCITIES SHOT POINT  d 0  V 1  d 1  V 2  d 2  V 3  d 3  V 4  d 4  V 5            0+00 0 1000 8.5 6000 51 8500 151 16,000 2+50 0 1000 8.5 6000 51 8500 151 16,000 5+00 0 1000 10 6000 39.5 8500 154.5 16,000 7+50 0 1000 10  6000 44 8500 159  16,000 10+00 0 1000 12  6000 46 8500 86* 10,000 201 16,000 

10+00 0 1000 12 6000 46 8500 159 16,000 12+00 0 1000 11 6000 53 8400 152 16,000 15+00 0 1000 11 6000 49 8400 167.5 16,000   17+50 0 1000 11 6000 50 8400 163.5 16,000   20+00 0 1000 10 6000 39.5 8500 168 16,000 SEISMIC LINE 2 0+50 0 1000 10.5 6000 50.5 9000 130 17,000 3+50 0 1000 11  6000 42 9000 153 17,000 5+50 0 1000 10.5 6000 54.5 9000 144.5 17,000 8+50 0 1000  9 6000 42.5 9000 153.5 17,000 10+00 0 1000 12.5 6000 52.5 9000 160.5 17,000 11+50 0 1000 16  6000 52 8500 190 17,000 12+50 0 1000 10  6000 50 9000 155 17,000 16+00 0 1000  9 6000 49 9000 171 17,000 18+00 0 1000 10.5 6000 42.5 9000 161 17,000 20+00 0 1000 11.5 6000 61.5 9000 167.5 17,000 

BRAIDWOOD-UFSAR 2.5-187 TABLE 2.5-17 (Cont'd)
SHOT POINT  d 0  V 1  d 1  V 2  d 2  V 3  d 3  V 4  d 4  V 5 SEIMIC LINE 1A**
0+00 0 1000 15 7000 51 8000 154 20,000 2+50 0 1000 13.6 6300 56 7400 130 20,400   5+00 0 1000 10.6 6400 53 8000 122 14,000   7+50 0 1000 12.2 6200 56 8500 127 14,000 10+00 0 1000 10.1 6000 51 8700 141 15,500   

____________________
Notes:  1. For seismic line plan lo cation, see Figu re 2.5-55. 
: 2. d = Depth, feet. 

V = Compressional wave v elocity, feet per second. 

(The subscript on de pth indicates the top of a given layer, and on velocity, t he compressional wave velocity for that layer.) 

 *Hidden layer case. 

**Data were corrected to a 600-foot elevation datum. 

BRAIDWOOD-UFSAR 2.5-188 TABLE 2.5-18 SURFACE WAVE DATA

OBSERVED WAVE WAVE TYPE  PREDOMINANT PARTICLE MOTION  PREDOMINANT FREQUENCY (Hz)  APPARENT WAVELENGTH (ft)  APPARENT VELOCITY (ft/sec) OBSERVED LENGTH OF WAVE TRAIN (cycles)        1 Rayleigh Longitudinal 9.5 120 1150 4   Transverse 2 Unknown Longitudinal 13.5 47 635 6   Transverse 3 Love Longitudinal 10.0 52 520 5 

BRAIDWOOD-UFSAR 2.5-189 TABLE 2.5-19 AMBIENT GROUND MOTIO N MEASUREMENTS September 28, 1972)
AMBIENT FREQUENCY* GROU ND MOTION**, X 10
-3 STATION (Hz)   TRANS. VERT. LONG.        1 5.5, 8.5, 9.0, Displacement (in.) .0055 .00125 .00375 11.0, 12.5, 14.5      (Near Boring A-6) 10.0, 12.5, 16.5 Acceleration (in./s/s).192 .0417 .0917  6.5, 7.0, 8.5, 9.0,Velocity (in./s) .305 .0805 .255 10.0 , 11.0, 12.5,       14.5, 16.5 2 10.0 , 12.5 Displacement (in.) .00125  - .00175 9.0, 16.5 Acceleration (in./s/s).0417 .025  (Near Borings A-3) 6.5, 10.0 , 12.5, Velocity (in./s) .140 .025 .110 (See Figure 2.5-55) 20.0, 25.0             3 4.5 Displacement (in.) .00075 - .00075 8.5, 12.5 , 25.0 Acceleration (in./s/s).025 .0333 .0166 (Near Boring A-1) 4.5 , 5.0 , 5.5, Velocity (in./s) .175 .095 .125  10.0, 11.0, 12.5,      

14.5 , 16.5       

____________________ 

 *Predominant frequenc ies are underlined. 
**Trans. = transverse. 

Vert. = vertical. 

Long. =
longitudinal. 

BRAIDWOOD-UFSAR 2.5-190 TABLE 2.5-20 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-1 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           48.0 to  58.0 48.0 4.30 30.0 69.3 89.76 3.57 86.19 244.47 2.36-04 48.0 to  58.0 48.0 7.20 50.0 115.4 135.94 10.01 125.92 280.19 2.71-04 48.0 to  58.0 48.0 4.70 30.0 69.3 89.76 4.27 85.49 269.39 2.60-04 55.0 to  68.0 55.0 5.30 40.0 92.3 112.85 6.36 106.49 198.84 1.92-04 58.0 to  68.0 58.0 5.00 40.0 92.3 112.85 5.66 107.19 228.58 2.21-04 58.0 to  68.0 58.0 10.40 60.0 138.5 159.02 24.49 134.53 378.82 3.66-04 58.0 to  68.0 58.0 4.50 40.0 92.3 112.85 4.59 108.26 203.68 1.97-04 68.0 to  78.0 68.0 3.60 50.0 115.4 135.94 3.37 132.57 133.07 1.29-04 68.0 to  78.0 68.0 5.10 50.0 115.4 135.94 6.76 129.18 193.46 1.87-04 68.0 to  78.0 68.0 12.00 70.0 161.6 182.11 37.40 144.71 406.36 3.93-04 68.0 to  78.0 68.0 7.10 50.0 115.4 135.94 13.09 122.84 283.23 2.68-04 78.0 to  88.0 78.0 0.09 60.0 138.5 159.02 0.00 159.02 2.77 2.68-06 78.0 to  88.0 78.0 9.60 80.0 184.7 205.20 27.01 178.19 264.00 2.55-04 78.0 to  88.0 78.0 7.10 60.0 138.5 159.02 14.77 144.25 241.19 2.33-04 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 88.0 to  98.0 88.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.30 60.0 138.5 159.02 0.04 158.98 9.25 8.94-06 118.0 to 128.0 118.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

BRAIDWOOD-UFSAR 2.5-191 TABLE 2.5-20 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           128.0 to 148.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 128.0 to 148.0 128.0 0.50 90.0 207.8 228.28 0.12 228.16 6.22 6.01-06 128.0 to 148.0 128.0 0.30 60.0 138.5 159.02 0.04 158.98 5.35 5.18-06 148.0 to 161.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 161.0 148.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 148.0 to 161.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

____________________
Notes:  1. Gauge height above ground = 2.0 ft 4. Depth of water table = 18.5 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 35 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7 in. 

BRAIDWOOD-UFSAR 2.5-192 REVISION 7 - DECEMBER 1998 TABLE 2.5-21 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-2 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           48.0 to  58.0 48.0 0.00 30.0 69.3 89.76 0.00 89.76 0.00 0.00 48.0 to  58.0 48.0 0.00 50.0 115.4 135.94 0.00 135.94 0.00 0.00 48.0 to  58.0 48.0 0.00 30.0 69.3 89.76 0.00 89.76 0.00 0.00 58.0 to  68.0 58.0 0.06 40.0 92.3 112.85 0.00 112.85 2.61 2.52-06 58.0 to  68.0 58.0 0.20 60.0 138.5 159.02 0.01 159.01 6.16 5.96-06 58.0 to  68.0 58.0 0.09 40.0 92.3 112.85 0.00 112.85 3.91 3.78-06 68.0 to  78.0 68.0 0.16 50.0 115.4 135.94 0.01 135.93 5.77 5.58-06 68.0 to  78.0 68.0 7.40 70.0 161.6 182.11 14.22 167.89 215.99 2.09-04 68.0 to  78.0 68.0 2.90 50.0 115.4 135.94 2.18 133.75 106.25 1.03-04 68.0 to  78.0 68.0 4.60 60.0 138.5 159.02 5.50 153.53 146.82 1.42-04 68.0 to  78.0 68.0 7.30 70.0 161.5 182.11 13.84 168.27 212.59 2.06-04 78.0 to  88.0 78.0 7.50 60.0 138.5 159.02 16.48 142.54 257.84 2.49-04 78.0 to  88.0 78.0 8.70 70.0 161.6 182.11 22.18 159.93 266.57 2.58-04 78.0 to  88.0 78.0 10.00 80.0 184.7 205.20 29.30 175.89 278.60 2.69-04 78.0 to  88.0 78.0 8.80 70.0 161.6 182.11 22.69 159.42 270.50 2.62-04 78.0 to  88.0 78.0 7.80 60.0 138.5 159.02 17.83 141.19 270.71 2.62-04 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 88.0 to  98.0 88.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.30 60.0 138.5 159.02 0.03 158.99 9.25 8.94-06 98.0 to 108.0 98.0 0.40 90.0 207.8 228.28 0.06 228.23 8.59 8.31-06 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 90.0 207.5 228.28 0.00 228.28 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 128.0 to 138.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

BRAIDWOOD-UFSAR 2.5-193 TABLE 2.5-21 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           128.0 to 138.0 128.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 128.0 to 138.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 158.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 158.0 148.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 148.0 to 158.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

____________________ Notes:  
: 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 18.5 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 37 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7000 in. 

BRAIDWOOD-UFSAR 2.5-194 TABLE 2.5-22 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-3 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           45.5 to  52.5 45.5 0.00 25.0 57.7 76.72 0.00 76.72 0.00 0.00 45.5 to  52.5 45.5 0.00 40.0 92.3 111.35 0.00 111.35 0.00 0.00 52.5 to  62.5 52.5 1.50 30.0 69.3 88.26 0.47 87.79 83.72 8.10-05 52.5 to  62.5 52.5 7.40 50.0 115.4 134.43 11.40 123.04 294.72 2.85-04 52.5 to  62.5 52.5 2.10 30.0 69.3 88.26 0.92 87.34 117.82 1.14-04 62.5 to  72.5 62.5 1.20 45.0 103.9 122.89 0.35 122.54 47.99 4.64-05 62.5 to  72.5 62.5 6.80 60.0 138.5 157.52 11.16 146.36 227.67 2.20-04 62.5 to  72.5 62.5 2.20 45.0 103.9 122.89 1.17 121.72 88.57 8.56-05 72.5 to  82.5 72.5 1.60 50.0 115.4 134.43 0.70 133.73 58.63 5.67-05 72.5 to  82.5 72.5 5.80 70.0 161.6 180.61 9.24 171.37 165.85 1.60-04 72.5 to  82.5 72.5 3.30 50.0 115.4 134.43 2.99 131.44 123.03 1.19-04 82.5 to  92.5 82.5 1.40 50.0 115.4 134.43 0.60 133.83 51.26 4.96-05 82.5 to  92.5 82.5 2.10 70.0 161.6 180.61 1.36 179.25 57.41 5.55-05 82.5 to  92.5 82.5 1.50 50.0 115.4 134.43 0.69 133.74 54.96 5.31-05 92.5 to 102.5 92.5 8.10 55.0 127.0 145.98 22.39 123.58 321.18 3.11-04 92.5 to 102.5 92.5 13.50 75.0 173.2 192.15 62.21 129.94 509.09 4.92-04 92.5 to 102.5 92.5 10.60 55.0 127.0 145.98 38.35 107.63 482.62 4.67-04 102.5 to 112.5 102.5 11.50 55.0 127.0 145.98 49.55 96.43 584.37 5.65-04 102.5 to 112.5 102.5 14.40 75.0 173.2 192.15 77.68 114.47 616.45 5.96-04 102.5 to 112.5 102.5 11.60 55.0 127.0 145.98 50.41 95.57 594.79 5.75-04 112.5 to 122.5 112.5 12.40 60.0 138.5 157.52 62.72 94.80 640.98 6.20-04 112.5 to 122.5 112.5 14.10 75.0 173.2 192.15 81.10 111.05 622.18 6.02-04 112.5 to 122.5 112.5 11.40 60.0 138.5 157.52 53.02 104.51 534.54 5.17-04 122.5 to 132.5 122.5 0.60 60.0 138.5 157.52 0.16 157.36 18.68 1.81-05 122.5 to 132.5 122.5 1.10 80.0 184.7 203.70 0.53 203.16 26.53 2.57-05 122.5 to 132.5 122.5 0.90 60.0 138.5 157.52 0.36 157.16 28.06 2.71-05 132.5 to 142.5 132.5 0.20 65.0 150.1 169.07 0.02 169.05 5.80 5.61-06 132.5 to 142.5 132.5 0.50 85.0 196.2 215.24 0.12 215.12 11.39 1.10-05 132.5 to 142.5 132.5 0.30 65.0 150.1 169.07 0.04 169.02 8.70 8.41-06 

BRAIDWOOD-UFSAR 2.5-195 TABLE 2.5-22 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           142.5 to 152.5 142.5 0.30 65.0 150.1 169.07 0.05 169.02 8.70 8.41-06 142.5 to 152.5 142.5 0.40 85.0 196.2 215.24 0.08 215.16 9.11 8.81-06 142.5 to 152.5 142.5 0.20 65.0 150.1 169.07 0.02 169.05 5.80 5.61-06 152.5 to 162.5 152.5 0.30 70.0 161.6 180.61 0.05 180.56 8.14 7.87-06 152.5 to 162.5 152.5 1.00 90.0 207.8 226.78 0.54 226.24 21.66 2.09-05 152.5 to 162.5 152.5 0.70 70.0 161.6 180.61 0.27 180.34 19.02 1.84-05 

____________________ 

Notes:  1. Gauge height above ground = 2.0 ft 4. Depth of water table = 17.0 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 35 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7 in. 

BRAIDWOOD-UFSAR 2.5-196 TABLE 2.5-23 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-4

INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           50.0 to  57.0 50.0 0.00 20.0 46.2 65.17 0.00 65.17 0.00 0.00  50.0 to  57.0 50.0 0.00 40.0 92.3 111.35 0.00 111.35 0.00 0.00  50.0 to  57.0 50.0 0.00 20.0 46.2 65.17 0.00 65.17 0.00 0.00  57.0 to  67.0 57.0 0.00 30.0 69.3 88.26 0.00 88.26 0.00 0.00  57.0 to  67.0 57.0 0.00 50.0 115.4 134.43 0.00 134.43 0.00 0.00  57.0 to  67.0 57.0 0.00 30.0 69.3 88.26 0.00 88.26 0.00 0.00  67.0 to  77.0 67.0 0.30 40.0 92.3 111.35 0.02 111.32 13.21 1.28-05  67.0 to  77.0 67.0 0.60 60.0 138.5 157.52 0.09 157.43 18.68 1.81-05  67.0 to  77.0 67.0 0.30 40.0 93.3 111.35 0.02 111.32 13.21 1.28-05  77.0 to  87.0 77.0 0.00 45.0 103.9 122.89 0.00 122.89 0.00 0.00  77.0 to  87.0 77.0 0.20 65.0 150.1 169.07 0.01 169.05 5.80 5.61-06  77.0 to  87.0 77.0 0.05 45.0 103.9 122.89 0.00 122.89 1.99 1.93-06  87.0 to  97.0 87.0 3.10 50.0 115.4 134.43 3.10 131.33 115.67 1.12-04  87.0 to  97.0 87.0 7.50 70.0 161.6 180.61 18.17 162.44 226.25 2.19-04  87.0 to  97.0 87.0 4.70 50.0 115.4 134.43 7.14 127.30 180.92 1.75-04  97.0 to 107.0 97.0 0.00 50.0 115.4 134.43 0.00 134.43 0.00 0.00  97.0 to 107.0 97.0 0.70 70.0 161.6 180.61 0.17 180.43 19.01 1.84-05  97.0 to 107.0 97.0 0.05 50.0 115.4 134.43 0.00 134.43 1.82 1.76-06 107.0 to 117.0 107.0 1.60 60.0 138.5 157.52 1.00 156.52 50.09 4.84-05 107.0 to 117.0 107.0 1.80 80.0 184.7 203.70 1.26 202.43 43.57 4.21-05 107.0 to 117.0 107.0 0.80 60.0 138.5 157.52 0.25 157.27 24.93 2.41-05 116.0 to 127.0 116.0 0.90 60.0 138.5 157.52 0.34 157.18 26.06 2.52-05 116.0 to 127.0 116.0 2.10 80.0 184.7 203.70 1.87 201.83 47.36 4.58-05 116.0 to 127.0 116.0 0.40 60.0 138.5 157.52 0.07 157.45 11.56 1.12-05 127.0 to 137.0 127.0 0.10 65.0 150.1 169.07 0.00 169.06 2.90 2.80-06 127.0 to 137.0 127.0 0.20 85.0 196.2 215.24 0.02 215.22 4.55 4.40-06 127.0 to 137.0 127.0 0.15 65.0 150.1 169.07 0.01 169.06 4.35 4.20-06 137.0 to 147.0 137.0 0.10 70.0 161.6 180.61 0.00 180.60 2.71 2.62-06 

BRAIDWOOD-UFSAR 2.5-197 TABLE 2.5-23 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           137.0 to 147.0 137.0 0.30 90.0 207.8 226.78 0.04 226.74 6.48 6.27-06 137.0 to 147.0 137.0 0.15 70.0 161.6 180.61 0.01 180.60 4.07 3.94-06 147.0 to 157.0 147.0 0.10 80.0 184.7 203.70 0.01 203.69 2.41 2.33-06 147.0 to 157.0 147.0 0.20 100.0 230.9 249.87 0.02 249.85 3.92 3.79-06 147.0 to 157.0 147.0 0.10 80.0 184.7 203.70 0.01 203.69 2.41 2.33-06 

____________________ 

Notes:  
: 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 17.0 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 33 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7 in. 

BRAIDWOOD-UFSAR 2.5-198 TABLE 2.5-24 

==SUMMARY==
OF PER MEABILITY TESTS

BORING  SAMPLE NO. DEPTH (ft)  UNIFIED SOILS CLASSIFICATION PERMEABILITY K (cm/sec)      H-5 1 0.5 SP 2.212 x 10
-3 2 3.0 SP 1.784 x 10
-3 3 5.5 SP 5.973 x 10
-3 4 8.0 SP 5.647 x 10
-4 5 13.0 SP 7.015 x 10
-4      6 15.5 SP 6.2433 x 10
-4      7 18.0 SP 7.826 x 10
-4 8 20.5 SP 4.483 x 10
-4 9 23.0 SP 3.658 x 10
-4 H-1 8 20.5 SP 8.3 x 10
-3 12 35.5 GM 8.91 x 10
-4 13 38.0 GM 8.24 x 10
-4 14 40.5 GM 8.37 x 10
-4 H-2 6 13.0 SP 5.61 x 10
-3 8 20.5 SP 4.74 x 10
-3 A-1 5 20.0 SP 7.37 x 10
-2 A-3 2 5.5 SP 5.41 x 10
-2 A-5 1 2.5 SP-ML 8.28 x 10
-4 3 9.5 SP 8.84 x 10
-4 A-6 4 16.0 SP 9.68 x 10
-4 Note:  Permeability tests were performed accor ding to ASTM-D2434.
BRAIDWOOD-UFSAR 2.5-199 TABLE 2.5-24 (Cont'd) 

BORING  SAMPLE NO. DEPTH (ft)  UNIFIED SOILS CLASSIFICATION PERMEABILITY K (cm/sec)      P-3 3 10.5 SP 7.72 x 10
-4 4 16.0 SP 7.42 x 10
-4 P-6 2 5.5 SP 7.50 x 10
-4 3 10.0 SP 7.27 x 10
-4 H-4 13 25.5 ML-SL 2.60 x 10
-6      H-3 14 37.0 GM 8.17 x 10
-4      HS-2 1 4.1 SM 1.7 x 10
-3 2 8.0 SP 1.0 x 10
-3 3 14.0 SP 4.1 x 10
-3 4 19.0 SP 10.0 x 10
-3 HS-3 1 4.0 SP 2.6 x 10
-3 2 9.0 SP 4.0 x 10
-3 3 14.0 SP 7.0 x 10
-3 4 19.0 SP 8.0 x 10
-3 5 24.0 SP 7.0 x 10
-3 6 27.8 SP 2.4 x 10
-3      HS-6 2 10.0 SP 2.4 x 10
-3   

BRAIDWOOD-UFSAR 2.5-200 TABLE 2.5-25 

==SUMMARY==
OF PIE ZOMETER READINGS BORING OR TEST PIT  GROUND SURFACE ELEVATION (ft) ELEVATION OF PIEZOMETER TIP (ft)
DATE MEASURED  WATER ELEVATION (ft)      H-1 600.9 576.9 10-29-72 581.9  600.9 576.9 11-01-72 582.0 600.9 576.9 11-22-72 581.0 600.9 442.9 10-29-72 549.7 600.9 442.9 11-22-72 537.2 

H-2 598.9 576.9 10-29-72 582.7 598.9 576.9 11-01-72 580.3 598.9 576.9 11-22-72 579.6 598.9 440.9 10-29-72 555.6  598.9 440.9 11-22-72 533.4 H-3 599.2 575.2 10-29-72 583.0 599.2 575.2 11-01-72 583.1 599.2 575.2 11-22-72 582.5 599.2 437.2 10-29-72 557.0 599.2 437.2 11-22-72 556.5 

H-4 595.1 577.6 10-29-72 584.6 595.1 577.6 11-01-72 584.6 595.1 577.6 11-22-72 584.5  595.1 438.1 10-29-72 530.5  595.1 438.1 11-22-72 529.2 

HS-2 598.1   585.9 HS-3 599.5   587.9 HS-4 598.3   587.2 HS-5 596.5   587.0 HS-6 597.7   589.6 

HS-7 599.7   587.5 HS-8 599.3   588.6 HS-11 599.5   591.0 HS-12 599.2   583.9 HS-13 599.8  02-18-75 585.8 

HS-14 597.9  02-17-75 590.4 HS-15 593.7  02-18-75 584.0 HS-16 598.3  02-17-75 588.2 HS-17 598.4  02-17-75 589.7 HS-18 590.1  02-17-75 583.3 

BRAIDWOOD-UFSAR 2.5-201 TABLE 2.5-25 (Cont'd) 

BORING OR TEST PIT  GROUND SURFACE ELEVATION (ft) ELEVATION OF PIEZOMETER TIP (ft)
DATE MEASURED  WATER ELEVATION (ft)      TP-1 590.1  02-27-75 583.9 TP-2 596.7  03-03-75 582.7 TP-4 594.1  02-28-75 585.0 TP-5 596.6  03-04-75 583.6 TP-6 595.4  03-13-75 582.5 

BRAIDWOOD-UFSAR 2.5-202 TABLE 2.5-26 

==SUMMARY==
OF STATIC AND DYNAMIC PROPERTIES OF SUBSURFACE MATERIALS FORMATION PROPERTY  RECOMPACTED SANDS  WEDRON TILL CARBONDALE SPOON BRAINARD FORT ATKINSON 

SCALES  WISE LAKE DUNLEITH        Approximate elevation (ft) 601 to 579 579 to 561 561 to 461 461 to 421 421 to 327 Below 327 Poisson's ratio       (static or dynamic) 0.41 0.38 0.38 0.32 (0.32)* 0.32        Static modulus of 0.2 x 10 6 0.9 x 10 6 0.1 x 10 8 3.5 x 10 8 1.5 x 10 8 8.0 x 10 8 elasticity, E (lb/ft
: 2) to 1.0 x 10 6 to 5.0 x 10 6 to 0.5 x 10 8 to 7.5 x 10 8 to 3.5 x 10 8 to 10.0 x 10 8        Dynamic modulus of elasticity (lb/ft
: 2)       single-amplitude       shear strain - 1.0%   5,600 5.0 m)(** 0.3 x 10 6            0.1%  36,000 5.0 m)( 1.5 x 10 6            0.01% 127,000 5.0 m)( 5.5 x 10 6 0.8 x 108*** 6.0 x 108*** 2.0 x 108*** 9.5 x 10 8    to 3.5 x 10 8 to 11.0 x 10 8 to 4.5 x 10 8 to 12.0 x 108***        Static modulus of rigidity, G (lb/ft
: 2) 0.07 x 10 6 0.4 x 10 6 0.1 x 10 8 1.5 x 10 8 0.6 x 10 8 3.0 x 10 8  to 0.4 x 10 6 to 2.0 x 10 6 to 0.2 x 10 8 to 3.0 x 10 8 to 1.5 x 10 8 to 4.0 x 10 8        Modulus number 500 5,000 50,000                  exponent 0.5 1.0 1.0 - - - 

BRAIDWOOD-UFSAR 

2.5-203  

REVISION 1 - DECEMBER 1989 TABLE 2.5-26 (Cont'd)
FORMATION 

PROPERTY  RECOMPACTED SANDS  WEDRON TILL CARBONDALE SPOON BRAINARD FORT ATKINSON 

SCALES  WISE LAKE DUNLEITH        Dynamic modulus of rigidity (lb/ft
: 2)              single-amplitude       shear strain - 1.0%  2,000 5.0 m)(** 0.1 x 10 6            0.1% 13,000 5.0 m)(** 0.5 x 10 6            0.01% 45,000 5.0 m)( 2.0 x 10 6 0.3 x 10 8 2.0 x 10 8 0.7 x 10 8 3.5 x 10 8    to 1.0 x 10 8 to 4.0 x 10 8 to 2.0 x 10 8 to 4.5 x 10 8
Damping factor (percent       of critical dumping)              single-amplitude       shear-strain - 1% 26% 20%
0.1% 17% 15%
0.01% 6% 10% 3% 2% 2% 2% 

 *Values in parenthesis are estimated values. 
 **mis mean effective principal stress. 
***These values represent the upper range of the deformation moduli and are valid for  strain levels on the order of 10
-4 to 10-5%. Nomenclature defined in Reference 69.
BRAIDWOOD-UFSAR 

2.5
-204 REVISION 3 -
DECEMBER 1991 TABLE 2.5-27 DYNAMIC TRIAXIAL COMPR ESSION TEST DATA PLANT SITE BORINGS COHESIONLESS SOILS

BORING NO.
ELEVA-TION (ft)  

SOIL TYPE  MOISTURE CONTENT* (%)  DRY DENSITY* (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN 
(%) MODULUS OF  RIGIDITY (lb/ft 2)
DAMPING (%)         A-1 578.9 SP 22.3 105 0.0084 2.04x10 6 6   (Equality   0.0237 1.17x10 6 5   Formation)   0.0363 0.94x10 6 7      0.0489 0.88x10 6 12 (Confining press ure = 1000 lb/ft
: 2)   0.0725 0.75x10 6 13      0.1114 0.61x10 6 13      0.1324 0.56x10 6 13      0.293 0.31x10 6 24      0.447 0.23x10 6 23      0.571 0.19x10 6 25      0.809 0.14x10 6 -
A-2 578.0 SP 22.3 105 0.0046 1.93x10 6 7   (Equality   0.0209 0.60x10 6 8   Formation)   0.0318 0.52x10 6 9      0.0515 0.38x10 6 16 (Confining press ure = 1000 lb/ft
: 2)   0.0654 0.36x10 6 17      0.2991 0.09x10 6 24      0.591 0.08x10 6 24      0.876 0.09x10 6 26 BRAIDWOOD-UFSAR 

2.5-205 

REVISION 3 - DECEMBER 1991 TABLE 2.5-27 (Cont'd) 

BORING NO.
ELEVA-TION (ft)  

SOIL TYPE  MOISTURE CONTENT* (%)  DRY DENSITY* (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN 
(%) MODULUS OF  RIGIDITY (lb/ft 2)
DAMPING (%)         A-3 583.3 SP 22.1 105 0.0117 1.36x10 6 7   (Equality   0.0293 0.76x10 6 9   Formation)   0.0400 0.68x10 6 17      0.0714 0.51x10 6 18 (Confining press ure = 1000 lb/ft
: 2)   0.1026 0.42x10 6 21      0.1275 0.38x10 6 20      0.278 0.22x10 6 22      0.581 0.13x10 6 24      0.903 0.10x10 6 27 A-4 579.6 SP 20.8 107 0.0114 1.91x10 6 6   (Equality   0.0226 1.37x10 6 7   Formation)   0.0403 0.97x10 6 13      0.0670 0.82x10 6 14 (Confining press ure = 1000 lb/ft
: 2)   0.0902 0.71x10 6 13      0.1066 0.71x10 6 17      0.259 0.37x10 6 21      0.561 0.20x10 6 23      0.847 0.14x10 6 27         MP-14 598.4 SM.SP 20.0 107 0.0072 2.00x10 6 15  and  to (Equality   0.0281 1.14x10 6 16 MP-31 581.4 Formation)   0.0461 0.88x10 6 18      0.1032 0.41x10 6 23 (Confining press ure = 2000 lb/ft
: 2)   0.1474 0.26x10 6 25      0.2625 0.11x10 6 27      0.5124 0.03x10 6 27 BRAIDWOOD-UFSAR 2.5-206 TABLE 2.5-27 (Cont'd) 

BORING NO.
ELEVA-TION (ft)  

SOIL TYPE  MOISTURE CONTENT* (%)  DRY DENSITY* (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN 
(%) MODULUS OF RIGIDITY (lb/ft 2)
DAMPING (%)         MP-14 598.4 SM.SP 21.3 107 0.0118 2.57x10 6 7  and to (Equality   0.0276 2.07x10 6 8 MP-31 581.4 Formation)   0.0439 1.49x10 6 12      0.0898 1.28x10 6 17 (Confining press ure = 6000 lb/ft
: 2)   0.1445 0.93x10 6 18      0.3129 0.31x10 6 22      0.6594 0.09x10 6 19  
 *Samples were recompacted in t he laboratory to a relative density of at least 80%. The moisture content and dry densi ty of the recompacted samples di ffer from in situ samples. 

BRAIDWOOD-UFSAR 2.5-207 TABLE 2.5-28 DYNAMIC TRIAXIAL COMPR ESSION TEST DATA PLANT SITE BORINGS COHESIVE SOILS BORING  NO.
ELEVA- TION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN
(%) MODULUS OF RIGIDITY (lb/ft 2)
DAMPING (%)         A-1 558.9 ML 11.4 129 0.0064 2.46x10 6 17   (Wedron   0.0014 1.63x10 6 14   Formation)  0.0312 0.92x10 6 11      0.0598 0.60x10 6 22 (Confining press ure = 3,000 lb/ft 2,  0.0734 0.55x10 6 22 undrained shear stre ngth = 8,280 lb/ft
: 2)  0.1029 0.44x10 6 25      0.1717 0.32x10 6 24      0.3041 0.20x10 6 26      0.6426 0.11x10 6 23      1.279 0.06x10 6 23         A-5 573.5 ML 12.5 125 0.0128 0.98x10 6 15   (Wedron   0.0342 0.86x10 6 14   Formation)  0.0517 0.67x10 6 11      0.0876 0.47x10 6 16 (Confining press ure = 2,000 lb/ft 2,  0.1408 0.35x10 6 24 undrained shear stre ngth = 7,620 lb/ft
: 2)  0.2083 0.27x10 6-      0.2978 0.20x10 6 26      0.3841 0.16x10 6-      0.4669 0.13x10 6 21      0.5033 0.11x10 6 21      0.8207 0.08x10 6 25      0.7945 0.06x10 6-BRAIDWOOD-UFSAR 2.5-208 TABLE 2.5-28 (Cont'd) 

BORING  NO. ELEVA-TION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN
(%) MODULUS OF RIGIDITY (lb/ft 2)   DAMPING (%)         A-6 571.2 ML 7.7 137 0.0043 16.27x10 6-   (Wedron   0.0057 13.86x10 6-   Formation)  0.0074 14.94x10 6 14      0.0194 6.68x10 6 11 (Confining press ure = 2,500 lb/ft 2,  0.0479 4.50x10 6 15 undrained shear streng th = 12,770 lb/ft
: 2)  0.0758 3.55x10 6 23      0.1019 3.11x10 6 29      0.2293 1.77x10 6 32      0.3805 1.53x10 6 32      0.6773 0.97x10 6-      0.8135 0.89x10 6-        MP-30 565.7 ML 7.3 139 0.0148 5.90x10 6 7   (Wedron   0.0342 3.86x10 6 9   Formation)  0.0767 2.55x10 6 8 (Confining press ure = 3,200 lb/ft 2,  0.2060 2.29x10 6 12 undrained shear streng th = 25,490 lb/ft
: 2)  0.4193 1.75x10 6 10         MP-30* 563.2 ML 9.7 134 0.0051 2.75x10 6 6   (Wedron   0.0120 2.00x10 6 6   Formation)  0.0233 1.57x10 6 14      0.0526 1.02x10 6 16 (Confining press ure = 4,100 lb/ft 2,  0.0772 0.83x10 6 17 undrained shear streng th = 14,110 lb/ft
: 2)  0.1382 0.59x10 6 15      0.2885 0.39x10 6 15      0.5827 0.29x10 6 13  *Test conducted on 4-inc h-diameter cored sample.
BRAIDWOOD-UFSAR 2.5-209  TABLE 2.5-29 FOUNDATION DATA

STRUCTURE 

SEISMIC CATEGORY I APPROXIMATE PLAN DIMENSIONS (ft)  APPROXIMATE FOUNDATION ELEVATION (ft) APPROXIMATE STATIC BEARING PRESSURE (ksf)  

BEARING STRATA MAXIMUM ESTIMATED TOTAL SETTLEMENT*
 (in)        Reactor containment Yes 160 (diam.) 562 6-10 ksf Siltstone 0.5 inch   (Core)   (539)  (sandstone) (0.25 inch)
Auxiliary building Yes 80 X 450 and 523 to 570 5-10 ksf Siltstone 0.25 inch 90 X 90            Fuel handling Yes 90 X 120 579 and 4-5 ksf Glacial till 0.75 inch   building 595  and recom-pacted sand         Lake screen house Yes 118 X 196 565 3 ksf Glacial till 0.25 inch Turbine building No 130 X 740 551 to 596 4 ksf Sandstone 0.5 inch        Turbine generator No 60 X 210 562 6 ksf Sandstone 0.5 inch   pedestal Radwaste building No 90 X 140 594 and 598 2 ksf Recompacted  0.5 inch      sand         Service building No 130 X 150 597 2 ksf Recompacted 0.5 inch      sand         Heater bay No 50 X 500 591 and 597 4 ksf Recompacted 1.0 inch      sand   

 *The maximum estimated settlements for the main power block structures were based on approximate static bearing pressure and approximate plan dimensions and elevations. The actual settlement values, based on field monitoring, are presented in Tables 2.5-41 and 2.5-42. 

BRAIDWOOD-UFSAR 2.5-210 REVISION 1 - DECEMBER 1989 TABLE 2.5-30 IN-PLACE DENSITY AND WATER CONTENT TEST RESULTS FOR SAND DEPOSIT FROM UNDIST URBED TUBE AND BLOCK SAMPLES SAMPLE DESIGNATION UNIFIED IN-PLACE DRY WATER BORING OR SAMPLE DEPTH SOIL DENSITY CONTENT TEST PIT NUMBER (ft) CLASSIFCATION (lb/ft) (%)       HS-2 1 3 SP 99.4  HS-2 1 4 SP 99.0 21.6 HS-2 1 4.5 SP 105.0 17.0 HS-2 2 8 SP 105.8 22.1 HS-2 2 9.5 SP 95.1 17.4 HS-2 3 14.0 SP 99.9 23.7 HS-2 3 14.5 SP 101.7 24.0 HS-2 4 18 SP 101.7  HS-2 4 19 SP 101.6 22.2 HS-2 4 19.5 SP 105.4 21.8 

HS-3 1 3 SP 99.8 HS-3 1 4 SP 99.7 8.1 HS-3 1 4.5 SP 99.7 8.8 HS-3 2 8 SP 100.7 HS-3 2 9 SP 93.2 21.2 HS-3 2 9.5 ML-SM 104.7 20.3 HS-3 3 14 SP 104.7 20.1 HS-3 3 14.5 SP 93.9 21.2 HS-3 4 19 SP 104.1 21.2 HS-3 4 19.5 SP 100.2 20.7 HS-3 5 23 SP 103.1 HS-3 5 24 SP 105.8 20.5 HS-3 5 25 SP 97.6 20.3 HS-3 6 27.8 SM 113.1 13.1 

HS-6 2 9 SP 107.5 HS-6 2 10  SP 106.5 19.9 HS-6 2 10.5 SP 103.1 20.7 HS-16 U3 11.5 SM 103.9 22.6 HS-16 U3 12.3 SM 105.2 21.7 

HS-18 U1 3.4 SM 104.1 21.9 HS-18 U1 3.9 SM 102.3 22.2 HS-18 U2 6.6 SP 97.8 25.2 

TP-1* 1b 4.2 SM 108.3 11.4 TP-1* 2b 3.8 SM 106.0 11.7       TP-2* 11b 9.0 SM 98.7 6.9 BRAIDWOOD-UFSAR 2.5-211 REVISION 1 - DECEMBER 1989 TABLE 2.5-30 (Cont'd)
SAMPLE DESIGNATION UNIFIED IN-PLACE DRY WATER BORING OR SAMPLE DEPTH SOIL DENSITY CONTENT TEST PIT NUMBER (ft) CLASSIFCATION (lb/ft) (%)       TP-3* 32b 5.6 SM 99.7 10.8 TP-3* 39b 11.2 SP 102.9 16.9 

TP-4* 3b 8.1 SP 96.5 5.4 

TP-5* 20b 11.2 SP-SM 101.8 15.9 TP-5* 21b 9.9 SM 103.4 14.2 TP-5* 49b 8.6 SM 100.6 8.4 

TP-7* 52b 8.4 SP 103.2 4.7 TP-7* 59b 15.0 SP 98.8 4.3 TP-7* 60b 15.0 SP 95.3 5.5 

 *Indicates results obt ained from block samples.
BRAIDWOOD-UFSAR 2.5-212 TABLE 2.5-31 RESULTS OF FIELD DENSITY TESTS IN SAND DEPOSIT BELOW ELEVATION 590 TEST PIT NO. SAMPLE NO. ELEV. (ft)  DEPTH (ft)   USC FINES CONTENT (%)
D 50 (mm) WATER CONTENT (%)  Y max (lb/ft 3) Y min (lb/ft 3) Y d (lb/ft 3) D r (%)             HTP-1 29 586.9 3.2 SM
* 25 0.12 12.8 108.3 84.4 102.9 81  2 586.3 3.8 SM* 15 0.16 11.7 114.8 94.5 109.5 77  1 585.9 4.2 SM* 13 0.19 11.4 113.9 96.3 111.2 87 30 584.5 5.6 SP 2 0.15 22.7 104.7 86.9 101.9 87 HTP-2 10 588.7 5.0 SM* 21 0.11 5.0 107.8 88.5 108.3 100 11 587.7 9.0 SM* 21 0.10 6.9 105.0 86.1 103.6 94 15 586.2 10.5 SP* 3 0.26 2.8 111.2 95.2 108.2 84 14 585.3 11.4 SP 4 0.24 6.2 110.6 92.9 107.3 84  13 584.7 12.0 SP 4 0.23 14.7 113.1 94.2 107.0 77 HTP-3 35 586.5 4.7 SM* 21 0.14 14.0 111.3 92.8 106.6 84 32 585.6 5.6 SM* 13 0.16 10.8 104.1 89.4 104.0 99 38 584.4 6.8 SP 1 0.27 3.7 106.1 91.7 105.9 99 34 584.2 7.0 SP 1 0.25 3.6 106.5 91.8 103.2 80 33 583.0 8.2 SP 1 0.26 3.8 106.5 91.8 103.7 83 36 582.2 9.0 SP 2 0.22 6.2 106.5 91.7 106.2 98 40 581.7 9.5 SP 1 0.28 5.0 107.2 93.6 106.8 97 37 580.8 10.4 SP 1 0.24 5.6 105.6 91.5 105.4 99 42 579.6 11.6 SP 1 0.26 16.9 110.2 93.8 107.1 83 41 578.6 12.6 SP 3 0.18 21.3 108.7 89.2 104.8 83 HTP-4 1 589.7 4.3 SP-SM*8 0.17 10.1 109.1 90.0 105.7 85  4 589.0 5.0 SP* 2 0.25 3.7 109.3 91.4 103.0 69  2 588.2 5.8 SP* 4 0.17 4.5 108.3 90.0 99.4 56 5 586.8 7.2 SP 1 0.23 7.1 107.8 90.7 100.2 60 3 585.9 8.1 SP 0 0.23 5.4 106.8 90.9 99.9 61 

 *Denotes the test was made in brown silty fine sand.
BRAIDWOOD-UFSAR 2.5-213 TABLE 2.5-31 (Cont'd)
TEST PIT NO. SAMPLE NO. ELEV. (ft)  DEPTH (ft)   USC FINES CONTENT (%)
D 50 (mm) WATER CONTENT (%)  Y max (lb/ft 3) Y min (lb/ft 3) Y d (lb/ft 3) D r (%)             HTP-5 48 589.0 7.6 SP-SM
* 12 0.17 6.3 110.5 91.7 100.5 51  49 588.0 8.6 SM* 17 0.15 8.4 112.0 92.7 101.9 52  23 587.3 9.3 SP-SM*8 0.19 5.5 110.7 92.4 102.5 60 21 586.7 9.9 SM* 21 0.14 14.2 111.5 92.3 106.6 78 20 585.4 11.2 SP-SM 6 0.20 15.9 111.5 93.4 104.7 66 22 584.4 12.2 SP-SM 11 0.16 19.2 113.0 92.9 108.8 79 HTP-6 46 587.5 7.9 SM* 44 0.09 8.3 110.7 93.8 109.5 94 44 586.5 8.9 SP-SM*10 0.22 3.2 112.1 95.1 106.2 69 45 585.2 10.2 SP-SM*11 0.19 9.0 111.6 94.5 113.4 100 43 583.2 12.2 SP 2 0.24 16.2 106.1 91.4 106.5 100 HTP-7 52 588.4 8.4 SP* 2 0.22 4.7 105.6 89.0 104.7 95  63 586.9 9.9 SM* 14 0.17 7.3 109.1 91.2 104.9 80  55 585.6 11.2 SM* 35 0.09 19.4 108.1 85.4 102.0 78 62 584.3 12.5 SP 4 0.25 3.8 107.4 94.0 103.5 74 50 583.8 13.0 SP 1 0.23 7.2 105.3 91.8 104.4 94 61 583.0 13.8 SP 2 0.21 4.2 104.9 91.3 101.3 76 59 581.8 15.0 SP 3 0.22 4.3 108.0 91.8 104.1 79 60 581.8 15.0 SP 2 0.25 5.5 108.1 91.6 100.6 76 58 580.8 16.0 SP 1 0.21 5.5 104.4 91.0 104.7 100 57 579.9 16.9 SP 2 0.19 12.6 105.5 91.6 101.2 85 56 579.0 17.8 SP 1 0.22 21.3 105.1 85.4 103.6 94 

 *Denotes the test was made in brown silty fine sand.
BRAIDWOOD-UFSAR 2.5-214 TABLE 2.5-32 RESULTS OF STATIC TE STS ON BROWN SILTY FINE SAND BELOW ELEVATION 590 FEET NO. OF DETER-  PARAMETER MINATIONS AVERAGE    Water Content (%)
42 13.00    Grain Size:
Finer than #40 s ieve (%) 31 98.00    Finer than #60 s ieve (%) 31 81.00    Finer than #100 sieve (%) 31 49.00    Finer than #200 sieve (%) 32 19.00    D 50 , mm 31 0.16    Inferred relative density (%) 27 85.00    Maximum dry density (lb/ft
: 3) 21 109.80 Minimum dry density (lb/ft
: 3) 21 91.30 Field dry density (lb/ft
: 3) 21 105.00 Measured relative density (%) 21 80.00 

BRAIDWOOD-UFSAR 2.5-215 TABLE 2.5-33 RESULTS OF FINE STATIC TESTS ON GRAY FINE SAND BELOW ELEVATION 585 FEET NO. OF DETER-  PARAMETER MINATIONS AVERAGE    Water Content (%)
53 15.50    Grain Size:
Finer than #40 s ieve (%) 38 95.00 Finer than #60 s ieve (%) 38 57.00 Finer than #100 sieve (%)
38 16.00 Finer than #200 sieve (%)
40 5.00    D 50 , mm 38 0.24    Inferred relative density (%)
43 87.00    Maximum dry density (lb/ft
: 3) 20 107.20 Minimum dry density (lb/ft
: 3) 20 91.50    Field dry density (lb/ft
: 3) 20 104.80    Measured relative density (%) 20 87.00 

BRAIDWOOD-UFSAR 2.5-216 TABLE 2.5-34 RESULTS OF STATIC TESTS ON GLACIAL T ILL DEPOSITS PARAMETER NO. OF DETERMINATIONS AVERAGE    Water Content (%)
64 13.4    Grain size finer than 
#200 sieve (%)
6 64.0    Liquid limit 8 23.7    Plastic limit 8 14.9 SAMPLE DESIGNATION  IN-PLACE WATER UNCONFINED COMPRESSIVE BORING NO. SAMPLE NO. DEPTH (ft) USC DRY DENSITY (lb/ft 3) CONTENT (%) STRENGTH (lb/ft 2)        HS-3 6 28.5 CL-ML 131.0 11.5 7,200 HS-3 7 30.0 CL-ML 135.2 8.2 17,000 HS-6 4 20.6 CL 126.3 10.6 6,800 

BRAIDWOOD-UFSAR 2.5-217 TABLE 2.5-35 RESULTS OF CYCLIC SHEAR STRENGTH TESTS ON SAND DEPOSITS - PHASE 1 TYPE               TEST OF TEST D 50 FC min min d D r 3 c d N (cycle)  
+/- c  NO. SPECIMEN (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2a 3c IL 2.5% 5% 7.5% 10%                  TEST BR-101a R .25 1 104.8 91.6 101 74 1500 .426 13 16 19 24 44 SERIES 1* BR-101b R .25 1 104.8 91.6 101 74 1500 .397 18 17 25 30 40 

BR-101c R .25 1 104.8 91.6 101 74 1500 .497 6 8 10 12 18 

BR-101d R .25 1 104.8 91.6 101 74 1500 .443 11 15 19 24 37 

BR-102a R .25 1 104.8 91.6 103 88 1500 .457 15 20 28 62 68 

BR-102b R .25 1 104.8 91.6 103 88 1500 .491 11 16 23 39 47 

BR-102c R .25 1 104.8 91.6 103 88 1500 .404 30 37 44 64 81 BR-103a R .25 1 104.8 91.6 98 52 1500 .398 4 5 7 8 10 BR-103b R .25 1 104.8 91.6 98 52 1500 .378 12 14 16 17 19 

BR-103c R .25 1 104.8 91.6 98 52 1500 .361 12 13 15 16 18 

BR-103d R .25 1 104.8 91.6 98 52 1500 .388 7 8 10 11 14 

BRAIDWOOD-UFSAR 2.5-218   TABLE 2.5-35 (Cont'd)
TYPE               TEST OF TEST D 50 FC min min d D r 3 c d N (cycle)  
+/- c  NO. SPECIMEN (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2a 3c IL 2.5% 5% 7.5% 10%                  TEST BR-104a R .15 11 110.9 92.1 110 93 1500 .494 30 36 51 102 108 SERIES 2** BR-104b R .15 11 110.9 92.1 110 93 1500 .470 30 39 58 105 110 

BR-104c R .15 11 110.9 92.1 110 93 1500 .425 58 74 115 174 195 

BR-105a R .15 11 110.9 92.1 107 80 1500 .494 17 21 26 38 66 

BR-105b R .15 11 110.9 92.1 107 80 1500 .451 21 26 33 48 80 

BR-105c R .15 11 110.9 92.1 107 80 1500 .426 31 36 43 70 88 

BR-106a R .15 11 110.9 92.1 103.5 63 1500 .488 10 12 14 16 25 

BR-106b R .15 11 110.9 92.1 103.5 63 1500 .447 11 13 15 19 33 

TEST BR-107a R .17 20 112.8 92.9 109.2 85 1500 .494 26 31 46 95 106 SERIES 3*** BR-107b R .17 20 112.8 92.9 109.2 85 1500 .447 35 41 50 108 128 

BR-107c R .17 20 112.8 92.9 109.2 85 1500 .425 35 35 54 125 172 

BR-108a R .17 20 112.8 92.9 106 70 1500 .489 14 17 22 29 68 

BR-108b R .17 20 112.8 92.9 106 70 1500 .426 25 29 35 47 77 

BRAIDWOOD-UFSAR 2.5-219 TABLE 2.5-35 (Cont'd)
___________________ 

Key:
R: test on reconstituted test specimens. 

D 50: 50% of sample is smaller than this grain size. FC: fines content - percent passing the 1200 mesh sieve (0.074 mm).
* The test specimen for Test Series 1 was composed of material from Test Pit No. 3, block samples Nos. 37  and 38. Table 2.5-31 lists the elevations of the block samples. 

** The test specimen for Test Series 2 was composed of material from Test Pit No. 3, block samples Nos. 32  and 37, and 38. Table 2.5-31 lists the elevations of the block samples. 

*** The test specimen for Test Series 3 was composed of material from Test Pit No. 3, block samples Nos. 37  and 38 and Test Pit No. 5, block sample No. 21. Table 2.5-31 lists the elevations of the block samples. 

BRAIDWOOD-UFSAR 2.5-220 TABLE 2.5-36 

==SUMMARY==
OF SKEMP TON "B" VALUES FOR PHASE 1 TESTS TEST  "B" NUMBER VALUE BR-101a 0.95 BR-101b 0.96 

BR-101c 0.95 

BR-102a 0.98 

BR-102b 1.0 

BR-102c 0.98 

BR-103a 0.95 BR-103b 0.98 BR-103c 0.95 

BR-103d 0.95 

BR-104a 0.98 

BR-104b 0.98 

BR-104c 1.0 

BR-105a 0.95 

BR-105b 0.98 

BR-105c 0.98 BR-106a 0.95 

BR-106b 0.98 

BR-107a 0.95 

BR-107b 0.96 

BR-107c 0.95 

BR-108a 0.95 

BR-108b 1.0 

NOTE: The source of the test s pecimens referenced above is detailed in Table 2.5-35.
BRAIDWOOD-UFSAR 2.5-221 TABLE 2.5-37 RESULTS OF CYCLIC SHEAR STRENGTH TESTS ON SAND DEPOSITS - PHASE II TEST TYPE  OF TEST EL. D 50 FC y max y min y d D r 3 c d N (cycle) 
+/- c NO. SPECIMEN (ft) (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2 3c IL 2.5% 5% 7.5% 10%                 BR-109a I 585.9 0.16 16 113.9 96.3 108.3 72 1500 0.43 13 13 25 106 143 BR-109b R 585.9 0.16 14 116.5 96.3 108.7 66 1500 0.42 10 12 14 17 39 

BR-110a I 586.3 0.18 17 114.8 94.5 105.2 58 1500 0.40 3 3 9 38 62 BR-110b R 586.3 0.22 13 114.0 94.5 104.5 59 1500 0.41 16 16 18 21 31 BR-111a I 586.3 0.17 17 114.8 94.5 106.8 65 1500 0.35 9 9 20 86 143 BR-111b R 586.3 0.17 11 114.0 94.5 106.8 67 1500 0.36 20 22 26 30 51 

BR-112a I 586.3 0.17 17 114.8 94.5 106.7 65 750 0.40 4 6 13 48 81 BR-112b R 586.3 0.17 14 114.0 94.5 106.8 67 750 0.42 30 30 34 38 60 

BR-113a I 585.9 0.20 1 106.8 90.9 96.5 39 1500 0.41 7 3 5 11 19 BR-113b R 585.9 0.21 1 106.8 90.9 96.5 39 1500 0.41 7 7 9 12 16 

BR-114a I 585.4 0.15 13 111.5 93.4 101.8 51 1500 0.42 4 6 13 50 130 BR-114b R 585.4 0.15 7 112.2 93.4 101.8 49 1500 0.40 4 5 6 7 9 

BR-115a I 587.7 0.09 20 105.0 86.1 98.7 71 1500 0.38 15 28 66 232 246 BR-115b R 587.7 0.09 19 104.5 86.4 98.7 72 1500 0.38 25 28 31 34 39 

BR-116a I 586.7 0.12 33 111.5 92.3 103.4 62 1500 0.44 14 13 24 74 134 BR-116b R 586.7 0.10 33 111.4 92.3 103.4 62 1500 0.43 6 7 8 10 11 BR-117a I 580.2 0.22 3 108.2 93.1 102.9 68 1500 0.40 6 5 30 130 136 BR-117b R 580.2 0.22 3 107.4 92.4  102 67 1500 0.40 9 11 14 15 36 

BR-118a I 588.0 0.16 14 112.0 92.7 100.6 46 1500 0.39 2 2 4 5 12 BR-118b R 588.0 0.16 14 112.4 94.4  102 47 1500 0.39 6 6 7 8 9 

BRAIDWOOD-UFSAR 2.5-222 TABLE 2.5-37 (Cont'd)
TEST TYPE  OF TEST EL. D 50 FC y max y min y d D r 3 c d N (cycle) 
+/- c NO. SPECIMEN (ft) (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2 3c IL 2.5% 5% 7.5% 10%                 BR-119a I 585.6 0.15 6 104.1 89.4 99.7 73 1500 0.41 12 22 114 165 169 BR-119b R 585.6 0.17 7 105.4 89.4 99.7 68 1500 0.41 8 9 11 14 17 

BR-120a I 581.8 0.25 2 105.1 90.5 95.3 36 1500 0.35 3 3 5 10 39 BR-120b R 581.8 0.25 3 105.1 90.5 95.3 36 1500 0.36 10 12 13 14 16 

BR-121a I 581.8 0.19 3 108.0 91.8 98.8 47 1500 0.45 4 4 8 27 68 BR-121b R 581.8 0.18 4 109.0 91.8 98.8 45 1500 0.44 8 8 10 11 13                 BR-122a I 581.8 0.19 2 108.0 91.8 100  55 1500 0.49 3 3 7 44 65 BR-122b R 581.8 0.16 3 109.0 91.8 100  52 1500 0.50 7 8 10 12 13 

___________________ 

Key: 

I: test on intact specimen.
R: test on reconstituted specimen. 

D 50: 50% of the sample is smaller than this grain size. 

FC: fines content = percent passing the #200 mesh sieve (0.074 mm). 

BRAIDWOOD-UFSAR 2.5-223 TABLE 2.5-38 

==SUMMARY==
OF SKEMPTON "B" VALUES FOR PHASE II TESTS

TEST  "B" NUMBER VALUE BR-109a 0.95 BR-109b 0.98 BR-109c 0.96 

BR-110a 0.95 BR-110b 0.95 BR-111a 0.95 BR-111b 0.95 BR-112a 0.96 

BR-112b 0.95 BR-113a 1.0 BR-113b 0.95 BR-114a 0.95 BR-114b 0.98 

BR-115a 0.98 BR-115b 0.95 BR-116a 0.95 

BR-116b 0.95 BR-116c 0.98 BR-117a 0.98 BR-117b 0.95 BR-117c 0.95 

BR-118a 1.0 BR-118b 0.98 BR-118c 0.96 BR-119a 0.95 BR-119b 0.95 BR-119c 1.0 

BR-120a 0.96 BR-120b 0.95 BR-121a 0.93 

BR-121b 0.95 BR-122a 1.0 BR-122b 0.954 BRAIDWOOD-UFSAR 2.5-224 TABLE 2.5-39 

==SUMMARY==
OF RESULTS OF LIQUEFACTION POTENTIAL ANALYSIS - C  r BASED ON D r      FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM        Average   I.L.
1.17    +/- 5% 588  1.74   
 +/- 10%   2.36 I.L. 1.20   1.25  +/- 5% 585 1.77   1.72 
 +/- 10%  2.43   2.32 I.L. 1.58   +/- 5% 570   2.18  
 +/- 10%    2.92 Low average   I.L.
1.10    +/- 5% 588  1.51   
 +/- 10%   2.27 I.L. 1.13   1.05  +/- 5% 585 1.55   1.43 
 +/- 10%  2.31   1.85 

BRAIDWOOD-UFSAR 2.5-225 TABLE 2.5-39 (Cont'd)
FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM           I.L. 1.34   +/- 5% 570   1.81   +/- 10%    2.32         

  *D r and FC for the b rown silty fine and gray medium to fine sand are given with the corresponding strength curves on Figures 2.5-116 and 2.5-117. 
 **Strain criterion, I.L. = initial liquefaction. 

BRAIDWOOD-UFSAR 2.5-226 TABLE 2.5-40 

==SUMMARY==
OF RESULTS OF LIQUEFACTION POTENTIAL ANALYSIS - C  r BASED ON K o      FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM        Average   I.L.
1.30    +/- 5% 588  1.94   
 +/- 10%   2.63 I.L. 1.34  1.39   +/- 5% 585 1.97  1.91  
 +/- 10%  2.70  2.58 I.L. 1.40  +/- 5% 570    1.92 
 +/- 10%     2.57 Low average   I.L.
1.23    +/- 5% 588  1.68   
 +/- 10%   2.53 I.L. 1.26  1.17   +/- 5% 585 1.73  1.59  
 +/- 10%  2.57  2.06  

BRAIDWOOD-UFSAR 2.5-227 TABLE 2.5-40 (Cont'd)
FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM           I.L. 1.18  +/- 5% 570    1.60 
 +/- 10%     2.05        

 *D r and FC for the brown silt y fine and gray medi um to fine sand are given with the corresponding strength curves on Figures 2.5-116 and 2.5-117. 
 **Strain criterion, I.L. = initial liquefaction. 

BRAIDWOOD-UFSAR 

2.
5-228 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 TABULATED DIFFERENTI AL SETTLEMENTS F OR SURVEY MONUMENTS BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)      Fuel 9 2/79 to 12/81 +0.002 
-0.015  10 2/79 to 8/80 -0.012   New 10 9/81 to 4/88 -0.006 New  9 9/81 to 12/85 -0.008 51 9/81 to 4/88 -0.004   52 9/81 to 6/83 +0.001   52 A 6/83 to 6/86 -0.011 Refueling Water 40 2/79 to 8/80 -0.025 
-0.010 Storage Tanks New 40 9/81 to 4/88 -0.011 55 9/81 to 4/88 -0.006       Auxiliary KK 2/77 to 8/80 -0.059 -0.039 Building LL 2/77 to 8/77 -0.013 JJ 2/77 to 5/77 -0.010   21 2/79 to 8/80 -0.020 -0.010 22 2/79 to 8/80 -0.013 -0.010 23 2/79 to 8/80 -0.015 -0.005 24 2/79 to 8/80 -0.020 -0.015 26 2/79 to 8/80 -0.021 -0.020 27 2/79 to 8/80 -0.027 -0.020 28 2/79 to 8/80 -0.025   New 21 9/81 to 1/87 -0.004 New 26 9/81 to 6/87 -0.004 New 27 9/81 to 3/87 -0.011 New 29 9/81 to 6/87 +0.002 53 9/81 to 3/87 +0.008   54 9/81 to 10/87 -0.002 BRAIDWOOD-UFSAR 

2.
5-229 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 (Cont'd)
BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)
Unit 1     Containment U 2/77 to 8/80 
-0.061 -0.070 V 2/77 to 8/80 
-0.052 -0.063 N 2/77 to 8/80 
-0.080 -0.067 N2 3/77 to 6/77 
-0.014   N4 3/77 to 6/77 
-0.014   P 2/77 to 8/77 
-0.004   13 2/79 to 2/80 
-0.012 -0.008 14 2/79 to 8/80 
-0.005 -0.007 15 2/79 to 8/80 
-0.010 -0.012 36 2/79 to 8/80 
-0.003 -0.012 39 2/79 to 8/80 
-0.018 -0.012 New U 9/81 to 3/86 
-0.006   New V 9/18 to 10/82 +0.018 (Damaged)
New N 9/81 to 4/88 
-0.010   New 3 9/81 to 3/87 
-0.008   New 37 9/81 to 4/88 
-0.008   New 39 9/81 to 4/88 
-0.012       Unit 1 Safety 1 (Northeast 2/79 to 8/80 Valve Room Room)  -0.011 -0.015 3 (Northwest Room) 2/79 to 8/80 
-0.027 -0.025 Unit 2 Safety 42 2/79 to 8/80 
-0.024 -0.015 Valve Room 

BRAIDWOOD-UFSAR 

2.
5-230 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 (Cont'd)
BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)
Unit 2     Containment AA 2/77 to 6/77 
+0.005   BB 2/77 to 6/77 
+0.006        R 2/77 to 8/77 
-0.001   R1 2/77 to 8/77 
-0.014   R2 2/77 to 5/77 
-0.020   R3 2/77 to 8/77 
-0.013   R4 2/77 to 8/80 
-0.078 -0.074 Z 2/77 to 8/80 
+0.064 -0.065 18 2/79 to 8/80 
-0.020 -0.015 19 2/79 to 8/80 
-0.024 -0.018 20 2/79 to 8/80 
-0.020 -0.012 43 2/79 to 8/80 
-0.017 -0.008 44 2/79 to 5/80 
-0.007 -0.010 Z1 9/81 to 10/86 -0.020 (Damaged)
New R4 9/81 to 6/87 
-0.021   New 17 9/81 to 5/84 
-0.001   New 18 9/81 to 4/88 
-0.022   New 41 9/81 to 4/88 
-0.023   New  Z 9/81 to 6/87 
-0.014       Units 1 & 2 Turbine Room CC 2/77 to 5/77 
-0.001   HH 2/77 to 8/77 
-0.033   T 2/77 to 8/77 
-0.002   W 3/77 to 8/77 
-0.013   X 2/77 to 8/77 
+0.001   4 2/79 to 8/80 
-0.010 -0.015 BRAIDWOOD-UFSAR 

2.
5-231 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 (Cont'd)
BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)       5 2/79 to 8/80 
-0.001 -0.005 6 2/79 to 8/82 
+0.003 0  33 2/79 to 8/82 
-0.005 0  New  4 9/81 to 1/88 
+0.001   New 33 9/81 to 4/88 
-0.012   New 34 9/81 to 4/88 
+0.002   56 9/81 to 9/85 
-0.012   58 9/81 to 4/88 
+0.006   59 9/81 to 4/88 
-0.011       Heater Bay 57 9/81 to 6/87 
-0.018       Radwaste/Service DD 2/77 to 8/77 
-0.003  Building XX 2/77 to 8/80 
-0.013 -0.023 34 2/79 to 8/80 
-0.008 0      Lake Screen House 60 1/84 to 1/88 
+0.005   61 1/84 to 1/88 
+0.007   62 1/84 to 4/88 
+0   63 1/84 to 1/88 
+0.006   64 1/84 to 4/88 
+0.001   65 1/84 to 4/88 
+0.003        ___________________
Key: - indicates downward movement for peri od of measurement given.  + indicates upward movement for period of measurement given. 

BRAIDWOOD-UFSAR 2.5-232 TABLE 2.5-42 PROJECTED MAXIMUM TO TAL AND DIFFERENTIAL SETTLEMENTS MAXIMUM CATEGORY I PROJECTED MAXIMUM
* DIFFERENTIAL STRUCTURE TOTAL SETTLEMENT (feet)SETTLEMENT (feet)    Unit 1 Containment -0.074 -0.01 Unit 2 Containment -0.078 -0.01 Auxiliary Building -0.041 -0.03 Fuel Building -0.04
** -0.02**    Refueling Water Tanks -0.04** -0.02**
* Projected maximum total settle ment determined by increasing by 5% the difference be tween stabilized m onument elevations and the monument initial elevations. Monume nts, U, V, Z, N, R 4 , and KK were monitored from the beginning of construction to August 1980. Th ese monuments were used to compute total settlement for the c ontainments and auxi liary buildi ng areas. 
  ** Settlement values gi ven here are estimated conservatively because a significant amo unt of construction occurred before monuments we re installed. Actual 

measurements indicate less than or equal to -0.025 feet total settlement. 

BRAIDWOOD-UFSAR 2.5-233 TABLE 2.5-43 

==SUMMARY==
OF PERMEABILITY VALUES BORING SAMPLE SAMPLE DEPTH  d D 10 D 20 -#200  K (cm/sec)
NUMBER NUMBER (ft) USCS (pcf) (mm) (mm) (%) C u SEE NOTE 1 SEE NOTE 2 SEE NOTE 3 SEE NOTE 4 REMARKS               HS-2 1 4.1 ML 99.0 0.019 0.035 83 2.84 1.4x10 - -                 2 8.0 SM 105.8 - 1.9x10 - -
3 14.0 SM 99.9 - 0.074 19 - 4.1x10 - 0.9x10
-3 4 19.0 SP 101.6 0.092 0.120 3 1.74 10.0x10
-3 8.5x10-3 9.1x10-3 2.7x10-3                HS-3 1 4.0 SM 9.87 - 0.075 19 - 2.6x10 - 0.9x10
-3 2 9.0 SM 102.4 - 0.084 16 - 4.1x10 - 1.2x10
-3 3 14.0 SP-SM 104.7 0.088 0.120 9 1.93 7.0x10
-3 7.7x10-3 8.1x10-3 2.7x10-3                 4 19.0 SP 104.1 0.149 0.170 3 1.68 8.0x10
-3 2.2x10-2 2.4x10-2 6.1x10-3                 5 24.0 SP 105.8 0.140 0.170 3 1.71 7.0x10
-3 2.0x10-2 2.1x10-2 6.1x10-3 6 27.8 ML 113.1 0.004 0.011 72 - 2.4x10  -                HS-6 2 10.0 SM 106.5 - ~0.070 22 - 2.0x10
-3   ~0.8x10-3                H-1 8 20.5 SP      8.3x10
-3 12 35.5 GM      0.9x10
-3    See              Note 5 13 38.0 GM      0.8x10
-3    See              Note 5 14 40.5 GM      0.8x10
-3    See              Note 5 

BRAIDWOOD-UFSAR 2.5-234  TABLE 2.5-43 (Cont'd)
BORING SAMPLE SAMPLE DEPTH  d D 10 D 20 -#200  K (cm/sec)
NUMBER NUMBER (ft) USCS (pcf) (mm) (mm) (%) C u SEE NOTE 1 SEE NOTE 2 SEE NOTE 3 SEE NOTE 4 REMARKS               H-2 6 13.0 SP      5.6x10-3    

8 20.5 SP      4.7x10-3    

H-3 14 37.0 GM      0.8x10-3 See              Note 6 H-4 13 25.5 ML      2.6x10-6    

NOTES (N:)
:  1. Laboratory k values are from the tests performed on relatively undisturbed samples. 
: 2. k values based on Hazen's Formula, k=100 D 10, cm/sec, where D 10 in cm. 3. k values based on D 10 (meters) and C u=D 60/D 10.  

==Reference:==
Beyer, W./Schweiger, "For the Determination of the  Effective Porosity of Aquifers," Wasser Wirtsch, Wasser techn. 19, No. 2., 1969, pp. 57-60. 4. k values based on D 20 (mm), k=0.36 D 20, cm/sec.  

==Reference:==
Bialas, Z./Kleczkowski, A.S., "Practical Use of Certain  Empirical Formulae to Determine Coefficient of Permeability k," Arch. Hydrotechn, Vol. 17, No. 3, 1970, pp. 405-417. 5. The sample was obtained from the Wedron Formation till. The GM layer is overlain by 5 ft. of sand and 3.5 ft of  silty clay layer. 6. The sample was obtained from the Wedron Formation till. The GM layer is overlain by 11 feet of silt layer. 

BRAIDWOOD-UFSAR 2.5-235 TABLE 2.5-44 BLAST DATA MAXIMUM  BLAST MONITORING DATA  DATE AND BLAST TYPE OF BLAST LOADING MONITORING PEAK VELOCITY, PEAK AIR PRESSURE, BLAST TIME LOCATION BLAST (lb/delay) DISTANCE (ft) (in/sec) (lb/in
: 2)         A 12/31/75 Unit 1 Presplit 40 to 128 ~1800 0.11 0.0006  4:45 p.m.               B 12/31/75 Unit 1 Presplit 106 to 110 ~1800 0.12 0.0011  4:50 p.m.
C 01/06/76 Unit 2 Presplit 40 to 96 ~1800 0.12 0.0028  4:41 p.m.
D 01/06/76 Unit 2 Presplit 40 ~1800 0.18 0.0019  4:48 p.m.
E 01/07/76 Unit 2 Production 40 to 280 ~1800 0.50 0.0003  4:26 p.m. and Presplit F 01/12/76 Unit 1 Production 120 to 260 ~2300 0.11 0.0026  4:48 p.m. and Presplit G 01/12/76 West of Production 153 ~2800 0.04 Less than wind and  4:36 p.m. Unit 1 and 2 and Presplit background noise H 01/22/76 West of Production 189 ~1900 0.15 -  4:30 p.m. Unit 1 and 2 and Presplit     

NOTES 1. Presplit blasts utilized presplit explosives in the holes; individual holes were detonated with primacord  surface line to down hole primacord lines; blasts detonated electrically. 
: 2. Production blasts were loaded with conventional explosives, detonated by electric millisecond (ms) delay  firing techniques. All explosive products used were manufactured by Atlas, except for Ensign-Bickford "Primacord."
BRAIDWOOD-UFSAR 2.5-236 TABLE 2.5-45 MATERIAL TESTING AND FREQUENCY

Field and laboratory test measurements shall be performed to the following minimum test frequencies. 

TEST FREQUENCY FIELD DENSITY

Controlled Compacted Fill A, B, C, E, F, K, L, M Regular Compacted Fill A, B, (L*)
COMPACTION

Controlled Compacted Fill D, F, G, (L*), M Regular Compacted Fill F, J, D 

MOISTURE CONTENT

Borrow C, D, H 

Controlled Compacted Fill C, H, K, (L*), M Regular Compacted Fill C, D, H 

GRAIN SIZE

Controlled Compacted Fill F, J Regular Compacted Fill L 

LIFT THICKNESS

Controlled Compacted Fill C, D, I Regular Compacted Fill C, D, I 

RELATIVE DENSITY

Controlled Compacted Fill L 

Key:  A = In areas where degree of compaction is doubtful. B = In areas where earth fill operations are concentrated.
C = At least one f or each earth fill shift. D = One for every 8,000 yd 3 of fill for co ntrol and record. E = For record tests at loca tion of any em bedded items.
BRAIDWOOD-UFSAR 2.5-237   TABLE 2.5-45 (Cont'd) 

F = Where material ident ity is questionable.
G = One for each field d ensity test as needed.
H = Where soil appears too wet or too dry.
I = Periodic surveillance and measurement checks.
J = One for every 4,000 yd 3 for record.
K = One for every 500 yd 3 for record and control (in confined areas only).
L = One for every 4,000 yd 3 for record and control.
M = One for every 500 linear fee t of dike for slurry trench cap.
* Indicates a requirement for the Lake Work in addition to the listed requirements.
BRAIDWOOD-UFSAR 2.5-238 TABLE 2.5-46 ULTIMATE BEARING PRESSURES OF BACKFILL FOR CATEGORY I STRUCTU RES AND BURIED PIPE AVERAGE ACTUAL ULTIMATE BEARING ULTIMATE BEARING CATEGORY I PRESSURE OF PRESSURE OF THE STRUCTURE BACKFILL MATERIALFOUNDING STRATA OR PIPELINE (ksf) (ksf)    Containment 165 150 Building Unit 1   

Containment 170 150 Building   Unit 2   

Auxiliary 211 150 Building   

Fuel Handling 175.6 150 Building   

Essential Service 75 45 Water Pipeline   Foundation Essential Service 75.5 20 Water Pipeline Encasement   

BRAIDWOOD-UFSAR 2.5-239 TABLE 2.5-47 MAXIMUM BEARING PRESSURE AND FACTORS OF SAFETY FOR ESSENTIAL SERVICE WA TER DISCHARGE STRUCTURE DYNAMIC LOADING  STATIC LOADING OBE SSE CASE I CASE II CASE I CASE II CASE I CASE II Maximum Bearing Pressure, ksf 1.22 1.26 1.42 1.46 1.66 1.70 Factors of Safety              Against Sliding in Direction       of Pipes (Section G, Figure 2.5-302) 5.3 5.0 6.4 6.4 5.9 5.9 Against Sliding in Direction Perpendicular to Pipe       (Section F, Figure 2.5-302) 36.2 28.3 2.8 2.8 1.1 1.1 Against Overturning (Section G, Figure 2.5-302) 2.4 2.5 2.0 2.1 1.6 1.6 Against Overturning (Section F, Figure 2.5-302) 2.6 2.8 1.8 1.9 1.2 1.3 

Note: Case I  - Water Surf ace at Elevation 598.2 feet (Flood Conditions)  Case II - Water Surface at Eleva tion 587.0 feet 

BRAIDWOOD-UFSAR 2.5-240 TABLE 2.5-48 ESSENTIAL SERVICE WATER PIPES -
SUBGRADE AND BAC KFILL CONDITIONS PIPE LOCATION SUBGRADE BACKFILL    E line turbine wall to 

5' west of C line turbine 

wall at 31+35 S, 43+85 E 

(4 pipes).
Pipeline subgrade consisted 

of fill concre te placed over Wedron silty clay till to 

bring grade level FSAR 

2.5.4.1 and Figs. 2.5-16 & 

2.5-25. Reinforced concrete to 

1 foot over pipe.
Medium-fine sand above concrete 

compacted to 85% RD.
31+35 S, 43+85 E to 

33+06.5 S (90 degree 

elbow) (4 pipes).
Pipeline subgrade consisted 

of Wedron silty clay till 

FSAR 2.5.4.5.1 

Figs 2.5-16 & 2.5-25 

Except in circ. water 

intake pipe excavation 

where fill concrete was 

placed between the circ. 

water and ESW pipes.
Pipes encased in lean concrete 

or Bash. Concrete encasement 

backfilled to gr ade to 80% RD min.
33+06.5 S to 33+92.5 S (4 pipes)
Pipeline subgrade consisted 

of medium-fine sand backfill compacted to 85% RD within circ. water di scharge pipe excavation.
Encased in con crete backfilled with medium-fine sand and compacted to 85% RD min. to top of concrete and 80% RD min. above concrete.
33+92.5 S to 49+20 S 

(4 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5-1 

Figs. 2.5-16 
& 2.5-25 Pipes encased in lean concrete 

or Bash. Concrete encasement 

backfilled to grade to 80% 

RD min.  

BRAIDWOOD-UFSAR 2.5-241 TABLE 2.5-48 (Cont'd)
PIPE LOCATION SUBGRADE BACKFILL    49+20 S to 50+90 S (Screenhouse) 
(2 pipes).
Wedron Silty Clay Till FSAR 2.5.4.5.1 Figs 2.5-16 & 2.5-25 Pipes encased in lean concrete or Bash and ba ckfilled to grade to 80% RD min.
49+20 S to 51.06 S 

(2 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5.1 

Figs 2.5-16 & 2.5-25 Pipes encased in lean concrete 

or Bash and ba ckfilled to grade to 80% RD min.
51.06 S to 51.14 S 

(2 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5.1 

Figs 2.5-16 & 2.5-25 Lean concrete or Bash encasement (S-93BR) and b ackfilled with sand compacted to 80% RD min. 51.14 S to 52+00 S (2 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5.4.1 

Figs 2.5-16 & 2.5-25 Lean concrete or Bash encasement 

and backfilled with sand  

to 80% RD min.
52+00 S to 81+17.25 S Pipeline encasement sup- 

ported on pads founded 

on Wedron Silty Clay 

Till - 2.5.4.5.4.1.
Encased in lean concrete. 

Backfilled with sand to 85%
min. RD on the sides of the pipes.  

BRAIDWOOD-UFSAR 2.5-242 TABLE 2.5-49 FS AGAINST LIQUEFACTION FOR AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 590.0 ft) 
  (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               588 Brown 48.2 IL 134 0.56 56.3 1.17 1.00 56.3 1.17 0.83 62.3 1.30  Fine 48.2 
+/-5% 134 0.70 70.5 1.46 1.19 83.7 1.74 0.83 92.7 1.94  Silty 48.2 
+/-10% 134 0.83 83.5 1.72 1.38 114.0 2.36 0.83 127.0 2.63  Sand 585 Brown 115.0 IL 335 0.56 141.0 1.22 1.00 140.3 1.22 0.83 154.1 1.34  Fine 115.0 
+/-5% 335 0.70 176.0 1.53 1.19 203.6 1.77 0.83 226.6 1.97  Silty 115.0 
+/-10% 335 0.83 208.0 1.80 1.38 280.0 2.43 0.83 310.0 2.70  Sand 585 Gray 115.0 IL 335 0.54 135.8 1.18 1.03 143.8 1.25 0.83 159.9 1.39  Fine 115.0 
+/-5% 335 0.63 158.0 1.37 1.25 196.7 1.72 0.83 219.6 1.91  Sand 115.0 
+/-10% 335 0.75 188.5 1.64 1.42 266.0 2.32 0.83 296.0 2.58               570 Gray 375.9 IL 1340 0.54 543.0 1.48 1.03 581.4 1.58 0.65 515.2 1.40  Fine 375.9 
+/-5% 1340 0.63 633.0 1.72 1.25 802.2 2.18 0.65 706.6 1.92  Sand 375.9 
+/-10% 1340 0.75 755.0 2.05 1.42 1070.0 2.92 0.65 945.0 2.57 

BRAIDWOOD-UFSAR 

2-5-243   

REVISION 3 - DECEMBER 1991 TABLE 2.5-50 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR LOW AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 590.0 ft) 
  (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               588 Brown 48.2 IL 134 0.53 53.3 1.11 0.99 53.0 1.10 0.83 59.3 1.23  Fine 48.2 
+/-5% 134 0.62 62.3 1.29 1.17 72.8 1.51 0.83 81.0 1.68  Silty 48.2 
+/-10% 134 0.79 79.5 1.65 1.36 109.4 2.27 0.83 121.9 2.53  Sand 585 Brown 115.0 IL 335 0.53 133.0 1.13 0.99 130.0 1.13 0.83 144.9 1.26  Fine 115.0 
+/-5% 335 0.62 156.0 1.36 1.17 178.2 1.55 0.83 199.0 1.73  Silty 115.0 
+/-10% 335 0.79 198.5 1.72 1.36 265.6 2.31 0.83 295.6 2.57  Sand 585 Gray 115.0 IL 335 0.48 120.5 1.05 1.00 120.8 1.05 0.83 134.6 1.17  Fine 115.0 
+/-5% 335 0.55 138.0 1.20 1.19 164.4 1.43 0.83 182.8 1.59  Silty 115.0 
+/-10% 335 0.61 153.0 1.33 1.38 212.8 1.85 0.83 236.9 2.06  Sand 570 Gray 375.9 IL 1340 0.48 482.0 1.34 1.00 493.1 1.34 0.65 434.2 1.18  Fine 375.9 
+/-5% 1340 0.55 552.0 1.50 1.19 666.1 1.81 0.65 588.8 1.60  Sand 375.9 
+/-10% 1340 0.61 613.0 1.67 1.38 853.8 2.32 0.65 754.4 2.05 

BRAIDWOOD-UFSAR 2-5-244 TABLE 2.5-51 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR AVERAGE RELATIVE DENSITY CONDITIONS Level Ground at Elevation 584.0 ft (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               582 Gray 48.2 IL 134 0.54 54.3 1.12 1.03 55.9 1.16 0.83 61.9 1.28 Fine 48.2 
+/-5% 134 0.63 63.3 1.31 1.25 79.1 1.64 0.83 87.6 1.82  Sand 48.2 
+/-10% 134 0.75 75.4 1.56 1.42 112.4 2.33 0.83 124.4 2.58 579 Gray 115.0 IL 335 0.54 135.7 1.18 1.03 139.7 1.21 0.83 154.6 1.34 Fine 115.0 
+/-5% 335 0.63 158.3 1.38 1.25 197.9 1.72 0.83 219.0 1.90  Sand 115.0 
+/-10% 335 0.75 188.4 1.64 1.42 267.6 2.33 0.83 296.1 2.58               577.5 Gray 148.8 IL 435.5 0.54 176.4 1.18 1.03 181.7 1.22 0.83 201.5 1.35 Fine 148.8 
+/-5% 435.5 0.63 205.8 1.38 1.25 257.2 1.73 0.83 285.3 1.92  Sand 148.8 
+/-10% 435.5 0.75 245.0 1.65 1.42 347.8 2.34 0.83 385.9 2.59               570 Gray 309.0 IL 938 0.54 379.9 1.23 1.03 391.3 1.27 0.73 380.8 1.23 Fine 309.0 
+/-5% 938 0.63 443.2 1.43 1.25 554.0 1.79 0.73 539.2 1.74  Sand 309.0 
+/-10% 938 0.75 527.6 1.71 1.42 749.2 2.42 0.73 729.2 2.36               

BRAIDWOOD-UFSAR 2-5-245 TABLE 2.5-52 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR LOW AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 584.0 ft) 
  (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               582 Gray 48.2 IL 134 0.48 48.2 1.00 1.00 48.2 1.00 0.83 53.5 1.11 Fine 48.2 
+/-5% 134 0.55 55.3 1.15 1.19 65.8 1.36 0.83 73.0 1.51  Sand 48.2 
+/-10% 134 0.61 61.3 1.27 1.38 84.6 1.76 0.83 93.8 1.95 579 Gray 115.0 IL 335 0.48 120.6 1.05 1.00 120.6 1.05 0.83 133.8 1.16 Fine 115.0 
+/-5% 335 0.55 138.2 1.20 1.19 164.4 1.43 0.83 182.4 1.59  Sand 115.0 
+/-10% 335 0.61 153.3 1.33 1.38 211.5 1.84 0.83 234.6 2.04               577.5 Gray 148.8 IL 435.5 0.48 156.8 1.05 1.00 156.8 1.05 0.83 173.9 1.17 Fine 148.8 
+/-5% 435.5 0.55 179.6 1.21 1.19 213.8 1.44 0.83 237.1 1.59  Sand 148.8 
+/-10% 435.5 0.61 199.2 1.34 1.38 274.9 1.85 0.83 305.0 2.05               570 Gray 309.0 IL 938 0.48 337.7 1.09 1.00 337.7 1.09 0.73 328.7 1.06 Fine 309.0 
+/-5% 938 0.55 386.9 1.25 1.19 460.4 1.49 0.73 448.2 1.45  Sand 309.0 
+/-10% 938 0.61 429.1 1.39 1.38 592.2 1.92 0.73 576.4 1.86               

BRAIDWOOD-UFSAR 2.5-246 TABLE 2.5-53 

==SUMMARY==
OF STATIC AND DYNAMIC STABILITY ANALYSES FOR INTERIOR DIKE LOADING CONDITIONS MINIMUM FACTOR OF SAFETY PROVIDED     a. Static Loading conditions 
: 1. End of Constru ction - no water 2.2     2. Full Reservoir - Water Elevation 595 feet 2.0     3. Rapid Drawdown -
Water Reduced from Elevation 595 feet to 592 feet 1.8    b. Pseudostatic Loading Conditions with 0.12 Seismic Coefficient 
: 1. End of Constru ction - no water 1.5     2. Full Reservoir - Water Elevation 595 feet 1.3     3. Rapid Drawdown -
Water Reduced from Elevation 595 feet to 592 feet 1.2     

BRAIDWOOD-UFSAR REVISION 5 - DECEMBER 1994 

Attachments 2.5A through 2.5D ha ve been deleted intentionally.  

BRAIDWOOD-UFSAR 2.1-1 CHAPTER 2.0 - SITE CHARACTERISTICS 2.1 GEOGRAPHY AND DEMOGRAPHY

2.1.1 Site Location and Description 2.1.1.1 Specification of Location

Figure 2.1-1 sho ws the site with in the state of Illinois, and Figure 2.1-2 out lines the site with re spect to the Kankakee River and the county boundaries. The Braidwood site is located in Reed Township of Will County in northeastern Illinois approximately 50 miles southwest of Chic ago and 20 miles south-southwest of Jol iet. It is adjace nt at its northwest corner to the village of Godley, and its western and southern borders lie adjacent to the Grundy County and Kankakee County boundary lines respectively.
The site is in an area composed of flat agricultural farmland that has b een scarred from coal strip mining. The s ite itself is loca ted principally on terrain which has be en stripped of this mineral resource.
At its closest p oint, the Kankakee Riv er is approximately 3 miles east of the northeastern site boundary, wh ich point is approximately 12 miles upstream from the headwaters of the Illinois River (confluence of the Kankakee and Des Plaines Rivers).
The coordinates of t he center of the r eactor containment buildings are given below in b oth latitude a nd longitude and Universal Transverse Mercator (U TM) coordinates.
Latitude and longitude are given to t he nearest second, and UTM coordinates are given to the nearest 100 meters. 

UNIT LATITUDE AND LONGITUDE UTM COORDINATES 1  88&deg; 13' 42" W x  4,565,300 N 41&deg; 14' 38" N  397,000 E 2  88&deg; 13' 42" W x  4,565,200 N 41&deg; 14' 36" N  397,000 E 

2.1.1.2 Site Area Map The roughly rectangular site occupies approx imately 4457 acres, of which 2537 acres co mprise the main coolin g pond. The pond will have an elevati on of 595 feet above mean sea level (MSL) when filled to capacity.
The plant property l ines and the site boundary lines are the same except for the pipeline corridor. 

The site boundary and the general outline of the pond are shown in Figure 2.1-3. As noted in this figur e, the nuclear generating facilities are located at the northwest corner of the site. Figure 2.1-4 shows the location and orientation of principal plant struct ures. The makeup and blowdown lines are 

BRAIDWOOD-UFSAR 2.1-2 REVISION 8 - DECEMBER 2000 buried in the ground along a tra nsmission line c orridor. Their relation to the Kankakee River is shown in Figure 2.1-2.
The plant Exclusion Area Boundary (EAB) is also illustrated in Figure 2.1-5. T he minimum exclusion b oundary distan ce from the gaseous release poin t is 1625 feet.
There are no industrial, commerc ial, institution al, recreational or residential s tructures on the site.
Illinois State Routes 53 and 129 are adjacent to the northwest boundary of the site. The Illinois Central Gulf Ra ilroad (previously t he Gulf, Mobile &
Ohio Railroad) runs parallel between State R outes 53 and 129 and provides spur track access from the site area to the main line.
Interstate 55 is less than 2 mil es west-northwest of the site, and State Route 113 is a pproximately 2 m iles north of the site.
Figure 2.1-6 illustr ates these transport ation routes. The Kankakee River is approximately 3 miles east of the northeastern 

site boundary.
2.1.1.3 Boundaries for Establishing Effluent Release Limits

Title 10 of the Federal Code of Regulations Pa rt 20.1302 requires that a licensee demonstrates by measurem ent or calcula tion that the total effective dose equivalent to the individua l likely to receive the highest dose from the licensed operation does not exceed the annual dose limit.
10 CFR 50.34a also r equires that "in the case of an application filed on or after January 2, 1 971, the applica tion shall also identify the design ob jectives, and the means to be employed, for keeping levels of ra dioactive material in effluents to unrestricted areas as low as practicable."  The unrestricted area boundary is the pr imary location used by the licensee in determ ining compliance with effluent release limits of the Radiolog ical Effluent Technica l Standards and the member of the public d ose limit to 10CFR
: 20. The unrestricted area is specified to be the site area bo undary, or Braidwood Station property line.
Expected concentrations of radionuclides in effluents are shown in Sections 11.2 and 11
.3 and will be in compliance with the Ra diological Effluent Technical Standards. 

BRAIDWOOD-UFSAR 2.1-2a REVISION 8 - DECEMBER 2000 Figure 2.1-3 illustrates the Site Area Boundar y, and Figure 2.1-2 shows the boundary with respect to t he Kankakee River.
Distances from the rel ease point of gaseous effluents (the vent stack) to the Site Area Boundary in the cardinal compass directions are g iven in Table 2.1-1. The site bound ary closest to the release p oint of gaseous effluents (taken as the midpoint of the line drawn th rough the Unit 1 a nd Unit 2 station vent stacks) is in the nort hwesterly direction at a distance of 1625 feet. Since liquid effluents are discharged in to the cooling pond blowdown line which subsequently discharges into the Kankakee 

BRAIDWOOD-UFSAR 2.1-3 REVISION 8 - DECEMBER 2000 River, any radionucl ides in liquid eff luents enter the unrestricted area at that po int (the blowdow n line outfall).
2.1.2 Exclusion Area A uthority and Control 2.1.2.1 Authority

The Braidwood Exclusion Area is owned in fee simple and controlled by Exelon G eneration Company. Th e Exclusion Area is within the site boundary as shown in Figure 2.1-5. All mineral rights and easem ents for the Exclusi on Area are owned and maintained by Exelon G eneration Company. As sole owner, Exelon Generation Company h as authority to determin e and control all activities in the Exclusion Area, including remo val and exclusion of personnel or prop erty from the site. 

For accident release s, the minimum E xclusion Area Boundary (MEAB) is 485 meters in all directions, measured from the outer containment wall. 

The value of 485 meters used in Chapter 15.0 accident assessments (see Table 15.0-14), is the shortest distanc e between the surface of the containme nt building and the EAB.
Releases for a design basis loss-of-coolant ac cident are assumed to occur via this minimum distance pathway rather than via the vent stack. This assumption and t he MEAB distances are co nsistent with methodology that was used in general practice prior to t he issuance of Regulatory Guide 1.145 and is co nsidered acceptable by the NRC.
2.1.2.2 Control of Activities Unrelated to Plant Operation

Exelon Generation Company retains the authority to control any and all activities on the plant site. The responsibility for implementing this au thority lies with the plant supervisory staff. There is no one residing on the site, and only employees of Exelon Generation Company or other author ized personnel work on the site. Proced ures have been estab lished for c ontrolling visitors to the plant. 

2.1.2.3 Arrangements for Traffic Control

Since the Exclusion Area is not traversed by any highway, railway, or waterway, no traffic con trol arrangements are deemed necessary. 

2.1.2.4 Abandonment or R elocation of Roads

Three township roads , two of which trave rse the Exclusion Area, have been abandoned at the Braidwood Station. These abandoned 

BRAIDWOOD-UFSAR 2.1-4 REVISION 8 - DECEMBER 2000 roadways have no public access or usage and are under complete control of Exelon Ge neration Company.
All abandonment proceedings are complete. The Highway Commissioner of Reed Township has the au thority possessed under state law to effect th is abandonment. The f ollowing procedures were followed to ach ieve abandonment: 
: a. the Highway Commission er of Reed Township was petitioned to close the roads,  b. 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 T ownship) and Mildred Blecha (Town Cle rk for Reed Town ship) were the p ublic authorities who made the final determination.
No roads will be relocated. 

2.1.3 Population Distribution

The population projectio ns and the list of cities with their projected populations, found in Tabl es 2.1-2, 2.1-3, 2.1-9, and 2.1-10 are gener ated by a system of Sargent & Lundy (S&L) developed computer p rograms (Reference 1
). The demographic tables present the population figure s broken into 16 directional segments and 10 distance increme nts surrounding the site, while the list of cities details pop ulations in urban areas, their distance and direction from the site, and th eir 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 directiona l sectors and distan ce increments. The proportion of the population ass igned to each sector was based on the proportion of land area of e ach township fal ling in that sector. In order to ensure that the figures more accurately represent the population dis tribution of an area, the proportioning technique incorporated kno wledge of the area, location of outstanding features such as parks a nd military bases, and location of large populatio ns in cities. The population thus deri ved from each sector was used as input to the computer program. 

Projected population distributio ns were made by a computer program using a modified "ratio technique."
The ratio technique essentially involves cal culating the future popu lation of an area by projecting the ratio of the total population of that area to the total population of a larger area contai ning the first, for which population projections have already been m ade. Projection of the ratio for this report included the 

BRAIDWOOD-UFSAR 2.1-5 following techniques:  1) th e geographic uni ts used for the ratio were state and township, 2) to d etermine the rate of change in the ratio for use in projection, t he historical base period 1970 to 1980 was used, and 3) the rat e of change in the ratio found during the base period was proje cted linearly for a few years, but was gradually decreased to zero--the ratio itself became constant after 20 years. The e ffect of the third technique is that the growth r ate of the township may differ significantly from that of the state during the base period and for a few years therea fter, but after about 20 years the growth rates for the two areas will be the same.
State projections required for use in the modified ratio technique were projected geometrically based on state growth duri ng the base period.
For greater accuracy in the 0- to 10-mile regi on, a house count was obtained from a combination of data obtained from 1981 and 1982 aerial photographs, and fie ld survey cond ucted in 1981.
To estimate the popula tion, the number of ho uses was multiplied by the average numbe r of people per hous ehold in each township as listed in Table 2.1-11.
These numbers are based on the number of housing units in t he unincorporate d areas of each township and the U.S. Census Bureau population statistics (Reference 2). 

2.1.3.1 Population Within 10 Miles

The geographical location of t he sectors within 10 miles are identified in Figure 2.1-7. Table 2.1
-2 shows the 1980 and projected population distribut ion within 10 miles of the 

Braidwood Station.
The total 1980 popul ation is estimated at 27,482 with an average d ensity of 87 persons per square mile within this area. The maximum population de nsities in the near vicinity of the station occur in the nor thern sectors, which includes the cities of Braidwood and W ilmington, and the village of C oal City. 

Figure 2.1-8 shows t he location of cities and villag es within 10 miles and their 1 980 population. Wil mington (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 v illage of Godley (1980 population 373) located approximately 0.5 mile southwest of the station is the closest village. 

The total population w ithin 10 miles is proj ected to be 35,411 by 2020 with average density projected to be 113 within this region. 2.1.3.2 Population Betwe en 10 and 50 Miles The 1980 population distribution and the estimated projected population distribution through 2020 at 10-y ear intervals for the area between 10 and 50 mil es are summarized in Table 2.1-3. The geographical locations of the population sectors 

BRAIDWOOD-UFSAR 2.1-6 are found in Figure 2.1-9.
The total popula tion within 50 miles was 4,580,641 in 1980 and is pro jected to approach 5,124,734 by 2020.
The most heavily populated sectors w ithin 50 miles of the site lie in the north-north east and northeast dir ections, with 1980 populations of 1,178,378 and 2,201,145 respectively. The high populations in these sec tors are due primari ly to the inclusion of the city of Joliet (1980 population 77,956) and a portion of Chicago (1980 populati on 3,005,072). Al so included in this area are some suburbs of Chica go and cities in Lake County, Indiana.
The south and south-so uthwest sectors are the least populated sectors with an estimated population of 8,886 and 12,123 respectively. 

2.1.3.3 Transient Population

The transient population within 10 miles of the site is composed of visitors to recreat ional facilities, studen ts enrolled at and teaching staff employed by schools, and employ ees at industrial establishments. 

As shown in Table 2.1-4, the sta te parks and conservation areas which are within a 10-mile radius of the site include the Des Plaines Conservation A rea located approx imately 8 mi les north of the site, the Goose Lake Prairie St ate Park located approximately 9 miles no rth-northwest of the s ite, the Kankakee River State Park located appro ximately 9 miles east of the site, and the Illino is and Michigan Ca nal State Trail (Channahon Park Access) located approximately 10 miles north of the site. The total numbers of visitors to these areas during 1976 were 92,043, 60,728, 1,44 7,951, and 99,000 respectively.
The estimated peak dai ly attendances for the se areas are 1,000, 462, 33,000, and 1,000 visitors respectively.
The Des Plaines Conserva tion Area consists of 4253 acres and offers camping, picnic king, fishing, boa ting, and hunting (Reference 3). The Goose Lake Prairie State Park consists of 2357 acres, of which approximately 1513 acres are dedicated as an Illinois Nature P reserve. The park offers picnicking, hiking and a year ro und interpretive pro gram (Reference 4).
The Kankakee River State Park co nsists of 2968 a cres extending along the Kankakee River and offers camping, picnicking, fishing, boating, hiking, horse trails, hunting and a summer interpretive program (Reference 5). The Illinois and Michigan Canal State Trail is currently being dev eloped for hiking, bicycling and canoeing.
The portion of the trail near the Channahon access is now completed and offers cam ping, canoeing, bicycling, and h iking (Reference 6).
In addition to these state recreational facilities, there are several privately owned recreation areas wit hin 10 miles of the BRAIDWOOD-UFSAR 2.1-7 REVISION 12 - DECEMBER 2008 Braidwood site. Table 2.1-4 lists these rec reation areas along with their location, their total membership, and their estimated peak daily attendanc
: e. These clubs and park s provide a variety of recreational activi ties and attra ct people from outside the 10-mile radius.
The estimated peak d aily attendance figu res in Table 2.1-4 indicate that the population w ithin 10 miles of the site could increase by 51,437 persons on a short-term basis due to both state and private facilities.
Should all th ese visitors be from outside the 10-mile radius, the total pop ulation within the 10-mile area would increase by 233%. 

As listed in Table 2.1-5, there are 10 indus tries within 10 miles of the site. Approximately 860 persons are employed at these industries. E ven if all these p eople come from outside the 10-mile area, which is highly unlikely, the total population of this area would i ncrease during worki ng hours by only about 3%. As shown in Table 2.1-6, there a re 16 schools wi thin 10 miles of the site, and they had a total 1981-1 982 enrollment of 5625 students and a staff of 332 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 tab le includes the residential population a nd the peak daily transient population resulting from recreat ional 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 t he Exclusion Area which contains residents, the total number and density of which are such that there is a reasonable probability that appropria te protection measures could be taken in their behalf in the event of a serious accident."  10 CFR 100.11 lists a numerical criterion to be met by the LPZ (for ac cidents analyzed u sing TID-14844), 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 postulated 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 iodine exposure."  For accidents analyzed us ing Regulatory Guide 1.183 (AST), dose limits (in R em TEDE) are lis ted in 10 CFR 50.67.
The LPZ for the Braidwood Station is the area including the Exclusion Area within a 1-1/
8-mile (1810-meter) radius (measured from the m idpoint between the two reactors) of the site. This choice of the LPZ radius sat isfies the radiation dose criteria (see C hapter 15.0). T he closest population center of 25,000 persons or mo re is Joliet, Il linois, located approximately 20 mil es north-northeast of the station.
BRAIDWOOD-UFSAR 2.1-8 Figure 2.1-10 depicts the highways, railroads, and recreational facilities within the LPZ. The 1980 and projected population within the LPZ by sectors is given in Table 2.1-8. This table includes the residential populat ion and the transien t populations resulting from activit ies in the LPZ.
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 Godle y, has 46 families who are members and an estimated peak daily attendance of 500 p ersons. Fie ld trials are held three times a year (April, August, and November) for a duration of 1 day. A meeting to elect club of ficers is held in January. Some of th e members (perhaps a doz en or less) also use the facilities on weekends for dog t rials and training (Reference 7). 

In addition to the r ecreational 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 e stimated peak daily atte ndance are outlined in Table 2.1-4.
There are no schools within the LPZ. The nearest schools are the Braidwood Elementary Schoo l, located approximately 1.4 miles north-northeast in Braid wood, the Reed Custer High School, located approx imately 1.4 miles north-northeast in Braidwood, and the Braceville Elementary School, located approximately 2.0 miles southwest in Braceville. 

In addition to the a bove three schools, ther e are four schools 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 industr ial establishments withi n the LPZ. Table 2.1-5 outlines the industries within 5 m iles of the site and gives their approximate number of employees.
There are also no known commercial estab lishments located with in the LPZ which could be expected to produce s izeable changes in the transient population of the area.
The only known commercial establishment is the Hileman's Jun k Yard, located appr oximately 2/3 mile north-northeast of the center of the rea ctors. The estimated 1980 and projected transient pop ulation within the LPZ is 500.
This estimated t ransient population is r elated to the Chicago Beagle Club located within the LPZ. 

2.1.3.5 Population Center

The nearest population center is Joliet, loc ated approximately 20 miles north-northea st of the site. This distance meets the population center cr iterion of 10 CFR 10 0.11, namely, that a population center distance be "at least one and one-third times 

BRAIDWOOD-UFSAR 2.1-9 the distance from the reactor to the outer bou ndary of the low population zone." Ac cording to the 1980 population census, Joliet had a population of 77,956, a dec rease of 3% during the last decade. 

Kankakee, the second closest population center, located approximately 20 miles e ast-southeast, had a p opulation of 30,141 in 1980. Joliet and Kankakee are projected to be 82,501 and 31,065, respectively, by 2020. Table 2.1-9 li sts the population centers within 50 miles of the site with the ir 1980 and projected 2020 population, and Figure 2.1-11 locates them. There is a total of 25 population c enters within a 50-mile radius. Most of these centers are located near the greater Chicago municipal area, 40 to 50 miles n ortheast of the site. 

Table 2.1-10 shows t he distance and approxim ate direction to and the 1980 population of all urban c enters (population greater than 250
: 0) within a 30-mile radi us of the site along with their projected 2020 popu lation. It should be noted that there are only 22 su ch urban centers a nd that only two of these, Joliet and Kankakee, are popu lation centers. 

2.1.3.6 Population Density The average population d ensity within 10 miles of the site is estimated to be 87 people/mi
: 2. The maximum dens ities within 10 miles are in and around the citi es of Braidwood (1 to 3 miles north and north-northe ast) and Wilmington (5-10 miles northeast and east-northeast). The population density within 10 miles is projected to be 113 people/mi 2 by 2020. 

The average population density in 1980 within 50 miles of the site is estimated to be approximately 583 people/mi
: 2. By 2020, the average density is project ed to reach 653 people/mi 2 within 50 miles. Figure 2.1-12 sho ws the 1980 and 2020 projected populations with relation to t he uniform densities of 500 people/mi 2 and 1000 people/mi 2 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 po pulations shown in Figure 2.1-12. 

====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 Pa rk," Illinois Department of Conservation, State of Illinois, 1974.
BRAIDWOOD-UFSAR 2.1-10 5. "Kankakee River State Pa rk," Illinois Department of Conservation, State of Illinois, 1974. 
: 6. "Illinois and Mi chigan Canal State Trail," Illinois Department of Conservation, State of Illinois, 1975. 
: 7. Ms. P. Zidich, Co-Pr esident Chicago Beag le Club Telephone Conversation with Mr. B. Bar ickman, Commonwealth Edison, October 28, 1982. 

BRAIDWOOD-UFSAR 2.1-11 TABLE 2.1-1 DISTANCE FROM GASEOUS EFFLUENT RELEASE POINT TO NEAREST SITE BOUNDARY IN THE CARDINAL COMPASS DIRECTIONS DIRECTION DISTANCE (ft)   N 2,000 

NNE 3,000 

NE 2,600 

ENE 2,300 

E 3,400   ESE 8,900 

SE 11,200 

SSE 11,300 

S 15,200 

SSW 3,200 

SW 2,050 WSW 1,750 

W 1,700 

WNW 1,650 

NW 1,625 NNW 1,675 BRAIDWOOD-UFSAR 2.1-12 TABLE 2.1-2 1980 AND PROJECTED POPULATION WITHIN 10 MILES OF THE BRAIDWOOD SITE ESTIMATED 1980 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0    N 34 690 389 15 2 309 1439         NNE 75 823 960 294 70 234 2456 

NE 0 107 103 0 480 4735 5425         ENE 4 12 22 22 291 1980 2331         E 0 0 13 28 22 1027 1090         ESE 0 0 17 18 50 236 321 SE 0 0 4 9 8 156 177         SSE 0 0 60 9 235 358 662 S 0 0 0 3 3 686 692         SSW 0 8 17 29 173 849 1076         SW 402 296 214 19 89 1384 2404 WSW 82 218 188 37 26 163 714 

W 0 34 179 3 11 794 1021         WNW 8 0 8 37 13 251 317 NW 4 25 42 1499 1340 928 3838         NNW 6 256 119 1692 526 920 3519         Sum for radial interval 615  2469 2335  3714  3339  15010  27482         Cummulative total to outer radius 615  3084 5419  9133  12472  ---  27482         Average density (people/mi
: 2) in radial region 

196 262 149 169 118 64 87 BRAIDWOOD-UFSAR 2.1-13 TABLE 2.1-2 (Cont'd)
PREDICTED 1990 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0   N 44 890 502 18 2 356 1812         NNE 97 1061 1238 307 73 247 3023 NE 0 138 133 0 501 5037 5809         NE 5 15 26 25 327 2084 2482         E 0 0 15 31 25 1105 1176         ESE 0 0 20 20 56 269 365         SE 0 0 5 10 9 181 205         SSE 0 0 77 11 276 414 778         S 0 0 0 4 4 772 780         SSW 0 8 17 30 177 869 1101         SW 478 304 220 20 94 1473 2589 WSW 104 224 193 38 28 167 754 

W 0 35 184 3 12 857 1091         WNW 8 0 8 38 14 297 365         NW 5 26 43 1560 1663 1291 4588         NNW 8 328 140 2246 715 1414 4851         Sum for Radial interval 749  3029  2821  4361  3976  16833  31769         Cummulative total  

to outer radius 749  3778  6599  10960  14936  ---  31769         Average density (people/mi
: 2) in radial region 

238 321 180 198 141 71 101 BRAIDWOOD-UFSAR 2.1-14 TABLE 2.1-2 (Cont'd)
PREDICTED 2000 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0    N 47 956 539 19 2 375 1938 NNE 104 1140 1330 317 75 255 3221 

NE 0 148 143 0 517 5219 6027 ENE 6 17 28 26 343 2154 2574         E 0 0 16 33 26 1148 1223         ESE 0 0 22 21 59 283 385 

SE 0 0 6 11 10 191 218 SSE 0 0 83 12 291 436 822 

S 0 0 0 4 4 809 817 SSW 0 8 18 31 181 893 1131         SW 506 313 226 20 97 1527 2689 

WSW 111 230 199 39 29 171 779 

W 0 36 189 3 12 891 1131 WNW 8 0 8 39 15 314 384 

NW 6 26 44 16081776 1405 4865 NNW 8 352 148 2426 776 1561 5271 Sum for radial interval 796  3226  2999  4609  4213  17632  33475         Cummulative total 

to outer radius 796  4022  7021  11630  15843  ---  33475         Average density (people/mi
: 2) in radial region 

253 342 191 210 149 75 107 BRAIDWOOD-UFSAR 2.1-15 TABLE 2.1-2 (Cont'd)
PREDICTED 2010 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0     N 48 983 554 20 2 386 1993         NNE 107 1173 1368 326 77 262 3313 

NE 0 152 147 0 532 5368 6199         ENE 6 17 29 27 352 2216 2647 E 0 0 17 34 27 1180 1258         ESE 0 0 22 22 61 291 396 

SE 0 0 6 11 10 197 224         SSE 0 0 86 12 299 448 845 

S 0 0 0 4 4 832 840         SSW 0 9 18 31 186 919 1163 SW 520 322 233 21 100 1570 2766 WSW 114 237 204 40 30 176 801 

W 0 37 195 3 13 917 1165         WNW 9 0 9 40 15 323 396 

NW 6 27 46 1654 1826 1445 5004         NNW 9 362 153 2495 798 1605 5422 Sum for radial interval 819  3319  3087  4740  4332  18135  34432         Cummulative total 

to outer radius 819  4138  7225  11975  16297  ---  34432         Average density (people/mi
: 2) in radial region 

261 352 197 216 153 77 110 BRAIDWOOD-UFSAR 2.1-16 TABLE 2.1-2 (Cont'd)
PREDICTED 2020 POPULATION BY ANNUAL SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 0.0 TO 1.0 1.0 TO 2.0 2.0 TO 3.0 3.0 TO 4.0 4.0 TO 5.0 5.0 TO 10.0 0.0 TO 10.0     N 50 1011 570 20 2 397 2050         NNE 110 1206 1407 336 80 270 3409 

NE 0 157 151 0 547 5520 6375         ENE 6 18 30 27 363 2279 2723         E 0 0 17 35 27 1214 1293         ESE 0 0 23 22 62 299 406 

SE 0 0 6 11 10 202 229         SSE 0 0 88 12 308 461 869 

S 0 0 0 4 4 856 864         SSW 0 9 19 32 192 945 1197         SW 535 331 239 21 103 1615 2844 

WSW 117 244 210 42 31 181 825 

W 0 38 200 4 13 943 1198         WNW 9 0 9 42 16 332 408 

NW 6 28 47 1701 1878 1486 5146 NNW 9 372 157 2566 820 1651 5575         Sum for Radial interval 842  3414  3173  4875  4456  18651  35411         Cummulative total 

to outer radius 842  4256  7429  12304  16760  ---  35411         Average density (people/mi
: 2) in radial region 

268 362 202 222 158 79 113 BRAIDWOOD-UFSAR 2.1-17 TABLE 2.1-3 1980 AND PROJECTED P OPULATION DISTRIBUTION WITHIN 10 - 50 MILES OF THE BRAIDWOOD SITE ESTIMATED 1980 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)
SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 18118 21607159852196880396457 397896   NNE 18014 1405552104938068601175922 1178378 NE 4170 3103732886018316532195720 2201145   ENE 1252 7008135725251879395864 398195 E 1875 705569721699932901 33991   ESE 25876 457429524385484996 85317 SE 3479 63202591973922129 22306 SSE 1963 19775545261812103 12765   S 1191 1583291825028194 8886 SSW 833 13956401241811047 12123 SW 4926 201214651614427733 30137   WSW 711 261221515556130399 31113 W 1075 201389873145943534 44555 WNW 1970 949119687420635354 35671   NW 11138 367512042497931834 35672 NNW 1840 6195291191181848972 52491   Sum for radial interval 98431  290277  974882  3189569  4553159 4580641   Cummulative total to outer radius 

125913 416190 1391072 4580641  
 --- 4580641   Average density (people/mi
: 2) in radial region 

104 185 443 1128 604 583 BRAIDWOOD-UFSAR 2.1-18 TABLE 2.1-3 (Cont'd)
PREDICTED 1990 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 24174 27526187765247373486838 488650    NNE 18675 1504932685077909711228646 1231669 NE 5273 4429337960116763912105558 2111367   ENE 1367 8580154612258285422844 425326 E 1219 519281402252337074 38250    ESE 30443 4717310307423192154 92519   SE 3821 66302636966322750 22955 SSE 2140 20055524238812057 12835   S 1313 1577273022477867 8647 SSW 849 13686436208310736 11837 SW 5268 192615657606728918 31507   WSW 622 249920820529229233 29987 W 1087 234992903051443240 44331 WNW 2246 1029318757429635592 35957   NW 11881 414114168481435004 39592 NNW 2127 7868347441488859627 64478   Sum for radial interval 112505 32391311396943082026 4658138 4689907    Cummulative total to outer radius 

144274 468187

1607881 4689907  
 ---
4689907    Average density (people/mi
: 2) in radial region 

119 206 518 1090 618 597 BRAIDWOOD-UFSAR 2.1-19 TABLE 2.1-3 (Cont'd)
PREDICTED 2000 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0    N 26127 29520198444 264664518755 520693 NNE 19241 156133288030 8046121268016 1271237 NE 5648 48379399855 16781252132007 2138034 ENE 1424 9137162464 270509443534 446108 E 1092 48688640 2487139471 40694 ESE 32184 4854610729 450695965 96350 SE 3985 68492704 986223400 23618 

SSE 2228 20565640 238712311 13133 

S 1370 16102746 22367962 8779 

SSW 871 13926585 205110899 12030       SW 5464 194816237 618229831 32520 

WSW 615 252721114 534529601 30380 

W 1114 24809565 3096244121 45252 

WNW 2360 1070818950 441236430 36814 

NW 12317 434214978 488136518 41383      NNW 2241 843336828 1593663438 68709 Sum for radial interval 118281 338928 1203509 3131541 4792259  4825734 Cummulative 

total to outer radius 

151756 490684

1694193 4825734

 ---
4825734 Average density (people/mi
: 2) in radial region 

126 216 547 1108 636 614 BRAIDWOOD-UFSAR 2.1-20 TABLE 2.1-3 (Cont'd)
PREDICTED 2010 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO  30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 26871 30361204093272197533522 535515   NNE 19788 1605772962288275141304107 1307420 NE 5809 4975641123617278492194650 2200849   ENE 1465 9397167114285085463061 465708 E 1123 500789482628241360 42618   ESE 33100 4992811049475898835 99231   SE 4098 704327811015024072 24296 SSE 2292 21145801245512662 13507   S 1409 1656282423008189 9029 SSW 896 14316772210911208 12371 SW 5619 200416699635830680 33446   WSW 632 259921715549730443 31244 W 1146 255098373184345376 46541 WNW 2427 1101319490453837468 37864   NW 12668 446515404501937556 42560 NNW 2304 8673378761638965242 70664   Sum for radial interval 121647 34857412378673230343 4938431 4972863   Cummulative total to Outer radius 

156079  504653 1742520 4972863 
 ---  4972863   A verage density (people/mi
: 2) in radial region 

129 222 563 1143 655 633 BRAIDWOOD-UFSAR 2.1-21 TABLE 2.1-3 (Cont'd)
PREDICTED 2020 POPULATION BY ANNULAR SECTORS DISTANCE RANGE F ROM SITE (MILES)

SECTOR 10.0 TO 20.0 20.0 TO 30.0 30.0 TO 40.0 40.0 TO 50.0 10.0 TO 50.0 0.0 TO 50.0 N 27636 31225209902279945548708 550758   NNE 20352 1651473046598510671341225 1344634 NE 5974 5117242294117790992259186 2265561   ENE 1507 9665171899300466483537 486260 E 1155 514992672777343344 44637   ESE 34042 51349113795025101795 102201   SE 4215 724428601044724766 24995 SSE 2357 21755966252513023 13892   S 1449 1703290523658422 9286 SSW 921 14726965216911527 12724 SW 5779 206117175653931554 34398   WSW 650 267322333565431310 32135 W 1178 2623101173274946667 47865 WNW 2497 1132620044466738534 38942   NW 13028 459215843516238625 43771 NNW 2370 8920389541685667100 72675   Sum for radial interval 125110 35849612732093332508 5089323 5124734   Cummulative total to outer radius 

160521  51901717922265124734

 --- 5124734   Average density (people/mi
: 2) in radial region 

133 228 5791179

675 653 BRAIDWOOD-UFSAR 2.1-22 TABLE 2.1-4 RECREATIONAL FACILIT IES WITHIN 10 MI LES OF THE SITE I. STATE FACILITIES

FACILITY APPROXIMATE DISTANCE AND DIRECTION FROM THE SITE (mi)  

1976 TOTAL(1) ATTENDANCE 

ESTIMATED PEAK DAILY 

ATTENDANCE     Des Plaines Conservation Area 8 N 92,043 1,000(2)
Goose Lake Prairie State Park 9 NNW 60,728 462(3)
Kankakee River State Park 9 E 1,447,951 33,000(4)
Illinois and Michigan (Canal State Trail Channahon Park Access) 10 N 99,000 800-1,000 (5)  II. PRIVATE P ARKS AND CLUBS

FACILITY APPROXIMATE DISTANCE AND DIRECTION FROM THE SITE (mi)
TOTAL MEMBERSHIP, FAMILIES  ESTIMATED PEAK DAILY ATTENDANCE, PERSONS     Chicago Beagle 

Club (6) .5 SW 46 500     Braidwood Recreation Club (7) 2 NE 2,350 600     South Wilmington 

Sportsmens Club(8) 3 SSE 1,750 600 Area 1 Outdo or Club 3.5 N *
* Wilmington Recreation 

Area Club (6) 3.5 NNE 750 3,000
* Information not available.
BRAIDWOOD-UFSAR 2.1-23 TABLE 2.1-4 (Cont'd) 

FACILITY APPROXIMATE DISTANCE AND DIRECTION FROM THE SITE (mi)   TOTAL MEMBERSHIP, FAMILIES  ESTIMATED PEAK DAILY A TTENDANCE, PERSONS     Ponderosa Sportsmans 

Club (9) 4 S  207  15-25     South Wilmington 

Fireman Beach and Park 

Club (6)  

4 SSW 1,800 2,100 Will County Sportsmens 

Club(10) 4 NE  550  800     Fossil Rock Recreation 

Club 4.5 NNE  *
* CECo Employees Recreation 

Association, Inc.(11)  

5 NNW 500 1,000 Coal City Area Club(6) 5 NNW 1,600 4,500 Sun Recreation Club 5 S *
* Shannon Shores 6 S *
* Dresden Lakes Sports Club (Public)(6) 7 NNW
* 350     Rainbow Council Scout 

Reservation(12) 7 NW  6,000  1,000 Goose Lake Club(13) 7.5 NNW 736 500 

SOURCES  (1) "Land & Historic Sites Attendance," Il linois Department of Conservation, December 1976. 
 (2) Mr. D. Doyle, Des Plaines Conservation A rea, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977.
* Information not available.
BRAIDWOOD-UFSAR 2.1-24 TABLE 2.1-4(Cont'd) 
  (3) Mr. J. Nyhoff, Goose Lake Priare Sta te Park, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977. 

(4) Mrs. Classen, Kankakee River Sta te Park, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977. 

(5) Mr. B. Schwiesow, Ranger-I&M Canal Complex, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 23, 1977. 

(6) Preliminary Safety Analy sis Report, Brai dwood Station, Table 2.1-8, p. 2.1-23. 

(7) Ms. B. Chilman, Brai dwood Recreation Club, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 22, 1977. 

(8) Mr. J. Dvorak, S outh Wilmington Sportsmans Club, Telephone Conversation w ith J. M. Ruff, Cultural Resource Analyst, Sargent &
Lundy, March 23, 1977. 

(9) Mr. E. Woolwine, Secreta ry-Treasurer Ponderosa Sportsmans Club, Letter to J. M. Ruff, Cultural Resource Analyst, Sargent 
& Lundy, May 1, 1977. 
 (10) Ms. M. Burdick, Will County Sportsme n's Club, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, March 21, 1977. 

(11) Mr. R. Errek, President, CECo Em ployees Recreation Association, Inc., Telephone Convers ation with M.
Tenner, Env. Affairs, CECo, March 25, 1977. 
 (12) Mr. J. Abert, Pr ogram Director, Boy Sc outs of America, Telephone Conversation w ith J. M. Ruff, Cultural Resource Analyst, Sargent &
Lundy, March 22, 1977. 
 (13) Ms. K. Tagliatti, Goose Lake Club, Telephone Conversation with J. M.
Ruff, Cultur al Resource Analyst, Sargent & Lun dy, April 27, 1977.
BRAIDWOOD-UFSAR 2.1-25 REVISION 8 -
DECEMBER 2000 TABLE 2.1-5 INDUSTRIES WITHIN 10 MILES OF THE SITE NAME OF FIRM LOCATION EMPLOYMENT PRODUCTS     Bailey Printing & Publishing Coal City* 15 Commerci al and job printing Bowers-Siemon Chemicals Co. Coal City 30 Indust rial lubricants and chemicals for wire industry Coal City Ready Mix Coal City 8 Ready-mix Cement     DeMert & Dougherty I nc. Coal City 110-115 Aerosols, etc.
Brownie Special Products Co. Gardner** 50 Pizza crusts     Lindamood Sheet Metal Wilmington*** 6 Custom sheet metal ducts and fittings     Earl A Muser & C
: o. Wilmington under 5 Tools and dies Wilmington 300-350 Hygienic products 

Personal Products Co.
Division of Johnson &
Johnson 100 Production training  average enrollment 150 Exelon Generation Company Training Center Wilmington (RR 2, Essex 

Rd.)   trainees 

____________________ 

Source:  Commonwealth Ed ison Company (1982).
* Coal City is 3.5 mil es northwest of the station. 
 ** Gardner is 5.5 miles sou thwest of the station. 
*** Wilmington is 6.
0 miles northeast of the station.
BRAIDWOOD-UFSAR 2.1-26 TABLE 2.1-6 SCHOOLS WITHIN 10 MI LES OF THE SITE INSTITUTIONS DISTANCE AND DIRECTION FROM SITE GRADES ENROLLMENT 1981-1982 STAFF 1981-1982      Braidwood, Illinois Braidwood Elementary     

and Middle School 1.4 miles NNE K-8 712 37 Reed Custer High 1.4 miles NNE 9-12 365 23 

Braceville, Illinois Braceville Elementary 2.0 miles SW K-8 164 11 Coal City, Illinois Coal City Elementary 3.5 miles NW K-5 742 42 Coal City High 3.5 miles NW 9-12 471 32 Coal City Middle 3.5 miles NW 6-8 369 24 

Essex, Illinois          Essex Elementary 5.0 miles SSE 1-5 75 4      South Wilmington, Illinois          South Wilmington Consolidated Elementary 5.2 miles SSW K-8 114 7 

BRAIDWOOD-UFSAR 2.1-27 TABLE 2.1-6 (Cont'd)
INSTITUTIONS DISTANCE AND DIRECTION FROM SITE GRADES ENROLLMENT 1981-1982 STAFF 1981-1982      Gardner, Illinois          Gardner Elementary 5.3 miles SW K-8 256 13 Gardner-South Wilmington Township High School 5.3 miles SW 9-12 264 20 Custer Park, Illinois Custer Park Elementary 5.3 miles E K-8 172 13 Wilmington, Illinois Bruning Elementary 6.0 miles NE K-5 287 13 L. J. Stevens Middle 6.0 miles NE 6-8 390 24 Wilmington High 6.1 miles NE 9-12 556 35 St. Rose School a 6.2 miles NE 1-8 222 12 Booth Central Elementary 6.3 miles NE K-5 466 22  

____________________
Source:  Illinois State Board of Education (1982). 

a Source:  Florella (1982).4 

BRAIDWOOD-UFSAR 2.1-28 TABLE 2.1-7 1980 AND PROJECTED POPULATION DISTRIBUTION BETWEEN 0-10 MILES OF THE BRAIDWOOD SITE INCLUDING PEAK DAILY TRANSIENT POPULATION SECTOR DESIGNATION 1980  1990  2000  2010  2020       N 3,840 4,213 4,339 4,394 4,451  (1,439+2,401
*) (1,812+2,401*) (1,938+2,401*) (1,993+2,401*) (2,050+2,401*)       NNE 5,876 6,443 6,641 6,733 6,829  (2,456+3,420*) (3,023+3,420*) (3,221+3,420*) (3,313+3,420*) (3,409+3,420*)
NE 7,055 7,439 7,657 7,829 8,005  (5,425+1,630*) (5,809+1,630*) (6,027+1,630*) (6,199+1,630*) (6,375+1,630*)
ENE 2,331 2,482 2,574 2,647 2,723 26,090 26,176 26,223 26,258 26,293 E (1,090+25,000*) (1,176+25,000*) (1,223+25,000*) (1,258+25,000*) (1,293+25,000*)       ESE 321 365 385 396 406       SE 177 205 218 224 229 1,662 1,778 1,822 1,845 1,869 SSE (662+1,000*) (778+1,000*) (822+1,000*) (845+1,000*) (869+1,000*)
1,852 1,940 1,977 2,000 2,024 S (692+1,160*) (780+1,160*) (817+1,160*) (840+1,160*) (864+1,160*)
3,176 3,201 3,231 3,263 3,297 SSW (1,076+2,100*) (1,101+2,100*) (1,131+2,100*) (1,163+2,100*) (1,197+2,100*) 

 *Denotes transient population only.
BRAIDWOOD-UFSAR 2.1-29 TABLE 2.1-7 (Cont'd) 1980 AND PROJECTED POPULATION DISTRIBUTION BETWEEN 0-10 MILES OF THE BRAIDWOOD SITE INCLUDING PEAK DAILY TRANSIENT POPULATION SECTOR  DESIGNATION 1980  1990  2000  2010  2020        2,904 3,089 3,189 3,266 3,344 SW (2,404+500
*) (2,589+500*) (2,689+500*) (2,766+500*) (2,844+500*)       WSW 714 754 779 801 825       W 1,021 1,091 1,131 1,165 1,198       WNW 317 365 384 396 408        4,838 5,588 5,865 6,004 6,146 NW (3,838+1,000*) (4,588+1,000*) (4,865+1,000*) (5,004+1,000*) (5,146+1,000*)
15,725 17,057 17,477 17,628 17,781 NNW (3,519+12,206*) (4,851+12,206*) (5,271+12,206*) (5,422+12,206*) (5,575+12,206*)       Sum for 0-10 mile 77,899 82,186 83,892 84,849 85,828 interval (27,482+50,417*) (31,769+50,417*) (33,475+50,417*) (34,432+50,417*) (35,411+50,417*)       Average density      (persons/mi
: 2) in 248 262 267 270 273 0-10-mile interval       

 *Denotes transient population only.
BRAIDWOOD-UFSAR 2.1-30 TABLE 2.1-8 1980 AND PROJECTED POPUL ATION DISTRIBUTION WITHIN THE LPZ INCLUDING TR ANSIENT POPULATION SECTOR DESIGNATION 1980  1990  2000  2010  2020       N 68 88 94 96 100       NNE 113 146 156 161 165       NE 0 0 0 0 0       ENE 4 5 6 6 6       E 0 0 0 0 0       ESE 0 0 0 0 0       SE 0 0 0 0 0       SSE 0 0 0 0 0       S 0 0 0 0 0       SSW 0 0 0 0 0       SW 902 978 1,006 1,020 1,035  (402 + 500
*) (478 + 500*) (506 + 500*) (520 + 500*) (535 + 500*)

 *Denotes transient popul ation only.  (See NOTE)
BRAIDWOOD-UFSAR 2.1-31 TABLE 2.1-8 (Cont'd) 1980 AND PROJECTED POPUL ATION DISTRIBUTION WITHIN THE LPZ INCLUDING TR ANSIENT POPULATION SECTOR DESIGNATION 1980  1990  2000  2010  2020       WSW 98 112 119 123 126       W 0 0 0 0 0       WNW 8 8 8 9 9       NW 4 5 6 6 6       NNW 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      (persons/mi
: 2)      in LPZ 303 342 355 362 368 

 *Denotes transient popul ation only.  (See NOTE)
NOTE: 

P. Zidich, Co-Presid ent Chicago Beagle Club, Telephone Conversat ion with B. Barickman, Commonwealth Edison, October 28, 1982.
BRAIDWOOD-UFSAR 2.1-32 TABLE 2.1-9 POPULATION CENTERS WITHIN 50 MILES OF THE SITE (1980)
POPULATION
* CENTER  COUNTY 1980 POPULATION 2020 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 Lawn 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.) 25,935 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 Naperville DuPage and Will 42,330 65,976 Berwyn Cook 46,849 44,418 Cicero Cook 61,232 59,853 

 *A population center is defined as an urban area having 25,000 or more persons.
BRAIDWOOD-UFSAR 2.1-33 REVISION 1 - DECEMBER 1989 TABLE 2.1-10 URBAN CENTERS WITHIN 30 MILES OF THE SITE (1980)   

URBAN CENTER
* COUNTY DISTANCE AND DIRECTION 

FROM SITE 1980 POPULATION 2020 POPULATION     Coal City Grundy 3.5 miles NW 3,028 3,898 Wilmington Will 6.0 miles NE 4,424 5,032 Morris Grundy 13 miles NW 8,833 9,954 Dwight Livingston14 miles SW 4,146 4,905 Bourbonnais Kankakee 19 miles ESE 13,280 18,776 Bradley Kankakee 20 miles ESE 11,008 15,564 Joliet Will 20 miles NNE 77,956 82,501 Kankakee Kankakee 20 miles ESE 30,141 31,065 Manteno Kankakee 20 miles E 3,155 1,077 Crest Hill Will 22 miles NNE 9,252 10,907 New Lenox Will 23 miles NE 5,792 8,916 Lockport Will 26 miles NNE 9,017 10,188 Plainfield Will 25 miles N 4,485 6,160 Romeoville Will 28 miles NNE 15,519 23,172 Momence Kankakee 30 miles E 3,297 4,001 Marseilles La Salle 25 miles WNW 4,766 5,659 Channahon Will 13 miles N 3,734 5,791 Frankfort Will 26 miles NE 4,357 7,374 Mokena Will 26 miles NE 4,578 7,748 Peotone Will 23 miles ENE 2,832 3,507 Shorewood Will 20 miles N 4,714 7,556 Braidwood Will 1.3 miles N 3,429 5,026 

 *An urban center is defined as an incorporated or an unincorporated place with a population of over 2500 according to the 1980 census.
BRAIDWOOD-UFSAR 2.1-34 TABLE 2.1-11 AVERAGE NUMBER OF PE OPLE PER HOUSEHOLD IN TOWNSHIPS WIT HIN 10 MILES OF SITE COUNTIES (TOWNSHIPS)
AVERAGE NO.
OF PEOPLE PER HOUSEHOLD
* Will County Channahon 2.7 Custer 3.1 

Florence 3.6 

Reed 2.0 Wesley 3.5 

Wilmington 2.0 

Grundy County Braceville 2.8 

Felix 3.2 

Garfield 3.4 

Goodfarm 2.9 Goose Lake 3.8 

Greenfield 2.6 

Maine 3.3 

Mazon 2.7 Wauponsee 3.1 Kankakee County Essex 2.7 

Norton 2.9 

Salina 3.1 

 *Numbers based on U.S.
Census Bureau's 1980 population statistics and the number of hous ing units in the unincorporated areas of each township.  

BRAIDWOOD-UFSAR 2.3-45 REVISION 9 - DECEMBER 2002 TABLE 2.3-1 CLIMATOLOGICAL DATA FROM WEATHER STATIONS SURROUNDING THE BRAIDWOOD SITE*
STATION PARAMETER PEORIA CHICAGO (MIDWAY) ARGONNE     Temperature (&deg;F)
Annual average 50.8 50.6 47.7 Maximum 102 (July 1966) 104 (June 1953) 101 (July 1956)
Minimum -20 (January 1963) -16 (January 1966) -20 (January 1963)
Degree-days 6098 6127 6911 Relative Humidity (%)

Annual average at:         6 a.m.
83 76 87     12 noon 62 59 62 Wind    

Annual average speed (mph) 10.3 10.4 7.6** Prevailing direction S W SW Fastest mile:        Speed (mph) 75 (July 1953) 60 (November 1952) 64*** (July 1957)     Direction NW SW +
Precipitation (inches)

Annual average 35.06 34.44 31.49 Monthly maximum 13.09 (September 1961) 14.71 (September 1961) 13.17 (September 1961) Monthly minimum  0.03 (October 1964)  0.02 (October 1964)  0.03 (January 1961) 24-hour maximum  5.06 (April 1950)  6.24 (July 1957)  6.54 (+)
BRAIDWOOD-UFSAR 2.3-46 TABLE 2.3-1 (Cont'd)
STATION PARAMETER PEORIA CHICAGO (MIDWAY) ARGONNE     Snowfall (inches)
Annual average 23.4 40.4 + Monthly maximum 18.9 (December 1973) 33.3 (December 1951) 
+ Monthly minimum 10.2 (December 1973) 19.8 (January 1967) 
+
Mean Annual (Number of Days)

Precipitation > 0.1 inch 111 123 110 Snow, sleet, hail > 1.0 inch 8 12 + Thunderstorms 49 40 + Heavy fog 21 13 + Maximum temperature > 90
&deg;F 17 21 + Minimum temperature > 32
&deg;F 132 119 + 

____________________
* The data presented in this table are based upon References 2, 3, and 4. For the Peoria Midway data, the periods of record used for these statistics range from 7 to 37 years in length within the time period 1940 to 1976. The period for the Argonne data is the 15-year period 1950 to 1964.  ** Wind at 19-foot tower level. 
*** Peak gust wind at 19-foot level. 
  + Data are not recorded. 

BRAIDWOOD-UFSAR 2.3-47 Table 2.3-2 MEASURES OF GLAZING IN VARIO US SEVERE WI NTER STORMS FOR THE STATE OF ILLINOIS
* WEIGHT OF RADIAL RATIO OF ICE (oz)
THICKNESS ICE WEIGHT ON 1 FOOT OF OF ICE TO WEIGHT STANDARD ON WIRE OF 0.25- (#12)  STATE STORM DATE (in.) in. TWIG WIRE CITY SECTION       2-4 February 1883 - - 11 Springfield WSW 20 March 1912 0.5 - - Decatur C 21 February 1913 2.0 - - La Salle NE 11-12 March 1923 1.6 - 12 Marengo NE 17-19 December 1924 1.2 15:1 8 Springfield WSW 22-23 January 1927 1.1 - 2 Cairo SE 31 March 1929 0.5 - - Moline NW 7-8 January 1930 1.2 - - Carlinville WSW 1-2 March 1932 0.5 - - Galena NW 7-8 January 1937 1.5 - - Quincy W 31 December 1947 -
1 January 1948 1.0 - 72 Chicago NE 10 January 1949 0.8 - - Macomb W 8 December 1956 0.5 - - Alton WSW 20-22 January 1959 0.7 12:1 - Urbana E 26-27 January 1967 1.7 17:1 40 Urbana E 

 *Based on Reference 15.
BRAIDWOOD-UFSAR 2.3-48 TABLE 2.3-3 WIND-GLAZE THICKNESS RELATIONS FOR FIVE PERIODS OF GREATEST SPEED AND GREATE ST THICKNESS
* FIVE PERIODS WHEN FIVE FIVE PERIODS WHEN FIVE FASTEST 5-MINUTE SPEEDS GREA TEST ICE THICKNESSES  WERE REGISTERED WERE MEASURED       SPEED ICE THICKNESS ICE THICKNESS SPEED RANK (mph) (in.) (in.) (mph)      1 50 0.19 2.87 30      2 46 0.79 1.71 18      3 45 0.26 1.50 21      4 40 0.30 1.10 28      5 35 0.78 1.00 18 

 *From data collected throughout the United States during the period 1926-1937. B ased on Reference 15.
BRAIDWOOD-UFSAR 2.3-49 TABLE 2.3-4 ANNUAL WIND ROSE DATA FOR THE 30-FOOT LEVELS AT THE BRAIDWOOD SITE (1974-1976)
* 30-FOOT LEVEL                   Speed (mps) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTALCalm                 2.250.26 - 1.50 .47 .51 .62 1.28 1.45 1.14 .87 .70 .60 .63 .54 .53 .61 .65 .74 .51 11.841.51 - 3.00 1.23 1.09 1.26 1.73 1.69 1.50 2.00 1.74 1.86 1.97 1.80 1.83 1.54 1.59 1.38 1.41 25.64 3.01 - 7.00 2.86 2.64 2.60 1.33 .95 1.18 2.46 3.27 5.54 5.80 4.12 3.14 3.01 3.62 3.63 3.17 49.32GT. 7.00 .36 .47 .24 .03 .02 .05 .18 .71 2.32 2.26 1.01 .63 .73 .87 .54 .53 10.95Totals 4.94 4.72 4.74 4.38 4.13 3.88 5.54 6.43 10.34 10.66 7.47 6.14 5.91 6.75 6.32 5.63 100.00 199-FOOT LEVEL                   Speed (mps) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTALCalm                 .250.26 - 1.50 .11 .13 .14 .10 .13 .09 .09 .10 .10 .12 .12 .11 .15 .11 .17 .12 1.90 1.51 - 3.00 .54 .49 .48 .54 .51 .34 .41 .41 .39 .42 .40 .40 .49 .53 .62 .55 7.53 3.01 - 7.00 3.12 2.65 2.75 3.12 3.06 2.35 2.76 2.52 3.22 3.64 3.39 3.21 3.70 3.69 3.62 3.72 50.50 GT. 7.00 1.24 1.21 1.40 .58 .66 1.31 1.76 2.17 4.66 6.09 4.42 2.91 2.76 3.27 3.22 2.16 39.81Totals 5.00 4.50 4.78 4.34 4.37 4.10 5.02 5.21 8.37 10.27 8.32 6.63 7.11 7.59 7.63 6.55 100.00

 *Values in % of total observations BRAIDWOOD-UFSAR 2.3-50 TABLE 2.3-5 PERSISTENCE OF WIND DIRECTION AT THE 30-FOOT LEVEL OF THE BRAIDWOOD SITE (1974-1976)
* PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW                   1-3 157 503 481 476 466 493 478 587 677 770 827 785 998 743 702 648 570                   4-6 22 56 60 59 57 47 33 62 65 137 123 88 71 60 82 87 86                   7-9 10 16 16 9 10 6 10 15 20 52 46 24 19 13 17 12 18                   10-12 2 3 5 4 3 2 1 3 4 11 17 4 4 0 5 7 4                   13-15 1 1 2 3 0 0 0 2 0 7 5 1 1 1 2 3 3                   16-18 0 0 0 0 0 0 0 2 0 2 3 0 0 1 1 1 1                   19-21 0 0 0 2 0 0 0 0 1 2 0 0 0 1 1 0 0                   22-24 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 1                   25-27 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0                   28-30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   31-33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   34-39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   40-45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   >45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 

 *Values tabulated in number of occurrences.
BRAIDWOOD-UFSAR 2.3-51 TABLE 2.3-6 PERSISTENCE OF WIND DIRECTION AT THE 199-FOOT LEVEL OF THE BRAIDWOOD SITE (1974-1976)
* PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW                   1-3 32 466 462 444 415 423 420 437 511 627 714 739 668 701 732 672 563                   4-6 1 58 48 52 60 50 47 53 67 110 148 93 77 94 84 82 82                   7-9 0 24 12 16 16 19 14 25 19 31 39 30 18 22 19 21 30                   10-12 0 5 5 7 6 4 4 6 3 7 21 13 6 8 12 16 10                   13-15 0 3 1 4 0 0 1 8 4 7 4 6 2 0 1 3 5                   16-18 0 0 2 0 0 0 0 0 0 5 6 1 1 0 0 1 1                   19-21 0 1 1 0 0 0 0 0 0 1 2 0 0 0 1 1 0                   22-24 0 0 0 0 1 0 0 0 0 2 0 0 0 0 0 1 0                   25-27 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0                   28-30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   31-33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0                   34-39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1                   45-45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0                   >45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 

 *Values tabulated in number of occurrences.
BRAIDWOOD-UFSAR 2.3-52 TABLE 2.3-7 PERSISTENCE AND FREQUENCY OF WIND DIRECTION AT PEORIA (1966-1975)
* PERSISTENCE WIND DIRECTION (hr) CALM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW                   3 469 747 578 607 620 680 596 770 1026 1132 947 894 829 845 931 834 694                   6 142 230 91 147 192 195 111 200 264 445 157 161 166 268 257 229 152                   9 49 95 28 51 73 59 44 59 93 249 48 40 47 99 93 84 45                   12 29 37 10 17 25 32 7 23 34 134 17 7 9 51 48 21 14                   15 4 21 3 7 5 12 2 8 9 84 3 2 5 24 21 10 11                   18 0 6 1 0 6 3 2 3 1 48 1 1 0 13 13 2 1                   21 0 6 0 0 4 5 0 2 2 37 0 2 0 4 8 4 0                   24 0 2 0 2 1 2 0 0 0 21 0 0 1 3 2 0 0                   27 0 2 0 0 0 0 0 0 0 20 0 1 0 2 0 1 0                   30 0 0 0 0 0 1 0 0 0 9 0 0 0 3 2 1 0                   33 0 0 0 0 0 0 1 0 0 5 0 0 0 1 0 0 0                   36 - 39 0 0 0 0 0 0 0 0 0 12 0 0 0 0 3 0 0                   42 - 45 0 0 0 0 0 1 0 0 0 5 0 0 0 0 0 0 0                   45 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 TOTAL HOURS 3.55 6.4 3.1 4.0 4.9 5.3 3.4 5.2 7.0 17.3 5.1 4.8 4.7 7.5 7.6 6.0 4.3 (In %)                  

 *Values tabulated in number of occurrences. Number of occurrences are based on observations made once every 3 hours, and each observation is assumed to persist for 3 hours.
BRAIDWOOD-UFSAR TABLE 2.3-8 PERSISTENCE OF WIND DIRECTIO N FOR THE 19 - AND 150 - FOOT LEVELS AT ARGONNE (1950-1964)
 (Number of Occurrences) 2.3-53 19 - FOOT LEVEL HOURS OF                DIRECTION (36 POINTS)                  PERSISTENCE CALM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 MISSING19-FT 1 924 1961 1868 1772 1829 1913 1955 1868 1789 1900 1929 19651989197019291989216023192308241324022359251926662810257726262448244024412331 2240 2180 2069 1941 2078 2140438LEVEL 2 310 814 720 676 756 781 762 731 713 762 822 79078276780287290491695090192010751094116611821097105810281019973906 913 889 864 851 828 83393 3 130 419 388 397 425 467 409 389 401 408 431 438438430435461496506499522483543565651688630628613599538494 487 481 501 489 411 40943 4 51 261 248 238 252 303 248 251 279 260 240 251258246278308314309313316338405440463460435388391346353317 343 333 324 281 244 27620 5 24 216 192 178 190 213 200 182 178 202 107 178160203163181208222227252290281311331337310296250251256219 255 215 188 194 185 1667 6 26 162 139 133 154 157 138 134 146 152 148 119107117146146161181184201191229244250241238206204186182175 158 167 169 130 133 1415 7 13 111 100 116 135 118 109 105 100 95 86 9271869094108115131149155144169196202173159158158132130 125 131 110 103 92 940 8 9 100 99 85 98 89 96 95 94 81 69 56445975699285123128125143147165123141139123114124106 118 117 101 87 85 920 9 4 89 75 87 79 87 68 65 68 58 52 2937475959537272959212813811912211410773897576 76 66 75 70 67 692 10 1 70 73 73 58 65 64 44 47 36 29 2931433246476668868110011280981038175967069 83 67 62 65 70 510 11 1 49 58 59 49 54 48 45 38 20 34 2324264136436042788583919167616463656762 52 47 48 39 51 451 12 2 43 56 45 48 38 33 39 39 25 15 1615242125243650506875716854666247664346 42 40 46 31 38 490 13 0 33 46 48 34 34 28 27 26 17 14 1410171421242035447352664337444551483046 35 36 34 25 25 252 14 0 20 29 26 36 38 34 21 22 7 8 168141713242339514663384642324034363934 40 32 24 19 20 212 15 0 17 25 29 25 24 20 25 15 10 7 78689181917354051533832413128373231 29 29 25 24 31 181 16 0 22 20 21 21 22 12 12 10 3 13 129685152125394646352225312629272922 25 23 16 27 20 180 17 0 16 22 30 21 24 13 12 9 8 4 310875101417293328373924262116232318 22 17 18 18 16 130 18 0 22 29 16 14 19 12 10 3 3 6 9325471224243229332720212426203019 15 14 10 18 18 90 19 0 16 16 18 21 12 12 5 11 5 4 424164810163423302023201517171912 8 6 9 7 16 110 20 0 1 14 13 9 7 10 11 7 3 3 31113538102126212127613131117198 13 11 6 12 10 131 21-25 0 36 40 45 40 29 18 28 18 15 10 91217116122941627279716241415457565335 28 34 20 23 14 201 26-30 0 16 20 13 20 13 13 11 11 7 4 312633814362742303223232823282618 18 20 17 28 24 91 31-35 0 7 6 11 15 11 4 5 5 2 2 11211144203927161711181213799 10 7 6 6 5 51 36-40 0 6 5 4 5 4 1 5 6 1 0 0100001471310207291351142 6 5 1 5 3 40 41-45 0 2 3 4 5 6 4 3 2 1 0 00110004913111053458373 4 4 5 3 1 23 >46 0 3 1 3 6 4 2 5 1 1 0 000000091198744367223 3 1 1 1 2 13MAXIMUM                   PERSISTENCE   12 89 50 63 64 62 55 61 64 59 35 3136454533314052657775929567606977685853 75 92 91 56 79 53370                   150 - FOOT LEVEL HOURS OF            DIRECTION (36 POINTS)       PERSISTENCE CALM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 MISSING150-FT 1 413 1650 1577 1496 1512 1596 1600 1528 1441 1414 1522 15232545146614851577166818571851185918581955198121162254215921502114212520942039 1953 1833 1780 1713 1708 1756338LEVEL 2 81 722 654 609 638 699 679 639 590 647 641 641676702680734764808820810828909959954104410381034949925969854 819 789 742 753 717 75148 3 37 376 370 348 362 419 427 401 374 368 376 411433408386437458484458480467483550634660616581590558510510 490 466 447 399 391 39120 4 10 252 267 250 236 261 248 241 259 286 281 247262282277293296340338337360419390418428399401350324324338 306 302 302 268 266 24812 5 1 183 191 174 156 170 196 191 166 189 202 199168179192199214208235253274266312324315326258246239231233 238 214 211 210 175 1528 6 4 151 132 127 135 144 142 136 149 132 135 135134145164152165187204195183222251229263228218224208191185 149 184 166 142 114 9712 7 0 113 104 97 112 102 103 108 119 111 109 97948793103150137150152161150190173174175194143139134120 124 116 123 98 80 912 8 0 91 98 90 66 87 99 104 103 85 85 7670687079109119114139119151152170132131141122127107103 99 102 100 85 76 821 9 1 67 81 74 68 73 80 79 68 73 52 684362676775769710510313311610413611911491909581 70 83 81 71 82 713 10 0 55 62 73 67 54 55 56 65 55 62 4220554471687378919690103112801127472767556 72 55 64 65 56 541 11 0 42 51 59 44 45 42 56 48 35 52 38213253375069618171871159569797757615969 67 67 48 51 48 562 12 0 50 39 43 49 42 45 43 37 30 34 2725223125385261637870738768685844645353 48 41 46 53 40 401 13 0 25 27 35 29 39 34 26 20 22 20 2127181922342748655958645546415044443836 33 44 36 33 27 280 14 0 34 31 28 32 40 27 30 30 25 16 2213201517254035455256635736323646363038 35 21 30 28 21 255 15 0 21 25 25 28 27 22 19 22 19 7 1314161713253738345470573533353129283229 29 23 14 18 25 250 16 0 21 15 13 26 21 26 14 13 11 13 7139166163126585555493524293121272726 30 23 25 29 31 120 17 0 18 24 22 24 27 10 16 16 8 7 7971014172522364834343223282727272924 15 19 22 18 22 51 18 0 13 17 14 20 19 15 9 7 10 6 76668132125333829263623171315182419 17 14 12 13 14 151 19 0 12 11 17 18 18 12 19 10 8 6 3257981924274024222615212112141911 17 18 8 11 14 141 20 0 9 12 16 21 11 6 9 12 8 5 81459111417202425222020141211181311 13 11 8 6 4 70 21-25 0 41 49 37 53 35 24 29 25 12 13 1115222226334362889179847553473752515131 41 28 25 31 40 364 26-30 0 14 19 22 25 21 10 10 13 10 13 73698161938384249513422162725252317 15 19 16 22 20 123 31-35 0 9 6 7 12 5 5 9 9 2 3 1322339183644321418201414131395 16 10 3 5 7 80 36-40 0 5 5 4 3 4 4 2 6 8 1 002102591422231410410810567 10 5 5 4 6 32 41-48 0 4 3 4 6 7 4 4 4 0 1 0003113516171112127513763 4 6 2 5 1 25 >48 0 5 1 3 2 4 2 4 2 1 0 001000351521221861862740 4 4 3 1 2 15                   MAXIMUM                   PERSISTENCE  9 90 50 62 64 60 50 65 69 67 47 33335247474764598190869695567369587710148 57 91 90 52 57 5596 BRAIDWOOD-UFSAR 2.3-54 TABLE 2.3-9 A COMPARISON OF SHORT-TERM T EMPERATURE DATA AT BRAIDWOOD (1974-1976), PE ORIA (1973-1975), AND DRESDEN NUCLEAR POWER ST ATION (1974-1976)
* AVERAGE MAXIMUM MINIMUM NORTH BRAIDWOOD PEORIADRESDENBRAIDWOODPEORIA DRESDENBRAIDWOODPEORIADRESDEN          January 24.1 26.2 23.7 59.0 59 58.9 -11.6 14.5 

February 30.8 31.7 30.5 67.9 59 69.8 -9.7 7.8           March 38.5 39.9 38.5 75.8 78 75.6 6.8 6 6.0 

April 49.3 49.8 49.1 82.4 82 83.2 21.2 17 16.6 

May 59.9 59.9 59.5 94.5 92 93.2 32.0 34 34.4 

June 69.7 69.4 69.6 93.4 94 91.0 46.4 47 49.1 

July 74.1 74.3 73.6 96.4 97 95.0 43.2 48 49.8           August 71.7 72.5 71.1 92.7 94 92.8 51.6 51 51.5 

September 60.9 61.7 69.9 88.9 90 88.7 33.8 31 34.8 

October 52.1 54.5 51.9 86.9 85 84.8 24.4 27 23.4 

November 38.6 41.7 39.7 70.3 73 72.6 1.5 15 0.9 

December 27.2 28.9 27.3 65.2 66 66.9 -13.0 12.8 Year 49.7 50.7 49.6 96.4 97 95.0 -13.0 14.5 

 *Values in 
&deg;F BRAIDWOOD-UFSAR 2.3-55 TABLE 2.3-10 A COMPARISON OF SHORT-TERM T EMPERATURE DATA AT BRAIDWOOD (1974-1976), WI TH LONG-TERM TEMPERATURE DATA AT PEORIA (1966-1975) AND ARGONNE (1950-1964)
* AVERAGE MAXIMUM MINIMUM MONTH BRAIDWOOD PEORIAARGONNEBRAIDWOODPEORIA ARGONNEBRAIDWOODPEORIAARGONNE          January 24.1 22.6 21 59.0 66 65 -11.6 20 

February 30.8 27.0 26 67.9 70 67 -9.7 16 March 38.5 38.1 33 75.8 81 79 6.8 6 -9 April 49.3 50.2 47 82.4 87 84 25.2 17 14 

May 59.9 59.4 58 94.5 92 90 32.0 25 27 

June 69.7 70.0 68 93.4 100 96 46.4 40 34 

July 74.1 73.6 71 96.4 102 101 43.2 47 45 

August 71.7 71.2 70 92.7 94 96 51.6 44 41           September 60.9 63.3 63 88.9 93 96 33.8 31 32 

October 52.1 53.1 53 86.9 87 89 24.4 19 16 

November 38.6 40.0 37 70.3 75 77 1.5 7 -2 

December 27.2 28.9 25 65.2 71 62 -13.0 18 

Year 49.7 49.8 47.7 96.4 102 101 -13.0 20
* Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-56 TABLE 2.3-11 AVERAGE DAILY MAXIMUM AND MINIMUM TEMPERATURE AT PEORIA, ILLIN OIS  (1966-1975)
* AVERAGE DAILY AVERAGE DAILY  MONTH MAXIMUM MAXIMUM RANGE    January 29.7 16.2 13.5 February 34.2 20.3 13.9

March 46.4 30.4 15.9

April 59.7 41.2 18.5

May 68.7 50.4 18.5   June 79.5 60.6 18.9

July 82.8 64.9 17.9

August 80.2 62.6 17.6

September 73.2 54.5 18.7

October 63.0 44.1 18.9 November 46.6 33.3 13.3 December 34.5 23.5 11.0

Year 58.3 41.9 16.4

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-57 TABLE 2.3-12 RELATIVE HUMIDITY DATA FOR T HE 35-FOOT LEVEL AT DRESDEN (1975-1976)
* MONTH AVERAGE MAXIMUM MINIMUM     January 82.0 100.0 45.9 

February 76.5 100.0 33.3 

March 71.9 100.0 31.3 

April 64.5 98.8 17.7 

May 66.2 100.0 19.6 June 68.1 100.0 24.6 July 70.1 100.0 28.7 

August 71.9 100.0 20.6 

September 68.9 100.0 22.0 

October 66.4 100.0 19.4 

November 68.9 100.0 27.3     December 78.8 100.0 39.8 

Year 71.2 100.0 17.7 

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-58 TABLE 2.3-13 RELATIVE HUMIDITY DATA FOR PEORIA (1966-1975) AND ARGONNE (1950-1964)
* PEORIA    AVERAGE AVERAGE    AVERAGE DAILY DAILY ABSOLUTE ABSOLUTE MONTH PEORIA ARGONNE MAXI MUM MINIMUM MAXIMUM MINIMUM January 73.9 81.8 83.8 62.7 100 26 February 71.4 79.9 82.1 58.3 100 17 

March 69.2 75.6 83.9 53.2 100 14 

April 64.2 69.5 80.9 48.0 100 14 

May 67.0 68.7 85.0 48.9 100 18        June 67.9 71.5 84.5 50.6 100 27 

July 70.1 73.8 86.0 52.5 100 29 

August 73.3 76.9 88.9 55.1 100 31 

September 72.5 72.7 88.5 52.8 100 21 

October 69.6 71.1 85.8 50.5 100 14 November 74.7 75.3 86.2 60.4 100 20 December 79.7 81.9 88.5 68.9 100 26 

Year 71.2 74.9 85.4 55.2 100 14 

 *Values in %.
BRAIDWOOD-UFSAR 2.3-59 TABLE 2.3-14 DEW-POINT TEMPERATUR ES FOR THE 35-FOOT LEVEL AT DRESDEN (1975-1976)
* MONTH AVERAGE MAXIMUM MINIMUM     January 18.9 57.0 -11.6 

February 22.7 46.8 -9.7 

March 29.8 60.5 4.4 

April 36.1 65.0 9.3 

May 47.7 69.8 25.9 June 59.0 75.5 37.6 July 62.2 77.1 44.7 

August 61.3 75.5 39.3 

September 49.6 71.4 23.6 

October 38.9 62.9 16.9 

November 29.1 60.8 - 1.5     December 19.6 57.4 -13.7 

Year 39.5 77.1 -13.7 

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-60 TABLE 2.3-15 DEW-POINT TEMPERATURES FOR PEORIA (1966-1975) AND ARGONNE (1950-1964)
* PEORIA    AVERAGE AVERAGE    AVERAGE DAILY DAILY   MONTH PEORIA ARGONNE MAXI MUM MINIMUM MAXIMUM MINIMUM January 15.8 16.5 22.8 9.5 59 -27 February 19.0 19.8 25.0 13.1 54 -24 

March 28.4 25.3 33.8 23.2 61 -11 

April 37.8 36.0 43.2 32.5 70 10 

May 47.3 46.0 52.0 42.3 72 16        June 57.9 56.3 62.1 53.4 79 28 

July 62.4 60.7 65.8 58.6 79 41 

August 61.5 60.5 64.9 57.7 77 37 

September 53.6 52.3 57.7 49.1 72 25 

October 42.6 41.8 47.5 37.6 66 18 November 32.0 29.3 36.7 27.5 61 0 December 23.5 19.5 28.4 18.5 57 -24 

Year 40.3 38.7 45.1 35.4 79 -27 

 *Values in 
&deg;F.
BRAIDWOOD-UFSAR 2.3-61 TABLE 2.3-16 A COMPARISON OF SHORT-TERM PRECIPITATION TOTALS (WATER EQUIVALENT)
AT THE BRAIDWOOD SIT E (1974-1976) AND PEORIA (1974-1976)
  (Values in inches) 

1974 1975 1976 MONTH BRAIDWOOD PEORIA BRAIDW OOD PEORIA BRAIDWOOD PEORIA January 2.76 3.09 2.83
* 2.59 0.44* 0.78        February 1.62 1.65 1.64 2.85 2.54 2.56 March 2.31 2.69 1.93 1.73 3.06 4.25 

April 3.51 4.11 3.61* 3.92 2.50 4.86 

May 6.61 6.26 3.68 5.19 4.38 5.11 

June 4.83 11.69 2.09* 3.90 2.78 2.92 July 1.30 2.63 1.43 4.26 2.34* 2.98 August 0.48 0.81 2.51 5.62 0.07 2.30 

September 0.15 1.45 0.02 2.74 2.29 1.78 

October 1.47* 2.07 1.24 3.63 1.00 2.48 

November 4.23* 4.13 1.76 2.75 0.99 0.83 

December 1.14 1.93 2.29 2.04 0.53 0.38 

 *Data not considered reliable due to missing hours of measurement.
BRAIDWOOD-UFSAR 2.3-62 TABLE 2.3-17 PRECIPITATION (WATER EQU IVALENT) AVERAGES AND EXTREMES AT PEORIA (1966-1975) AND ARG ONNE (1950-1964)
* AVERAGE MAXIMUM MINIMUM MONTH PEORIA ARGONNE PEOR IA ARGONNE PEORIA ARGONNE January 1.55 1.42 3.09 3.52 0.56 0.03 

February 1.43 1.33 2.85 2.24 0.56 0.10 March 2.28 2.19 6.95 3.85 0.93 0.23 April 3.92 3.60 7.18 5.37 0.71 1.82 

May 3.83 3.08 6.26 5.55 1.30 0.13 

June 4.83 3.73 11.69 7.39 0.98 1.03 

July 4.64 4.32 6.04 7.05 2.63 1.29 August 2.64 3.43 5.62 6.26 0.81 1.25 September 4.55 2.81 11.49 13.17 1.45 0.86 

October 3.31 2.59 5.67 13.03 0.58 0.24 

November 2.18 1.72 4.13 3.53 0.79 0.86 

December 2.64 1.26 4.96 2.51 1.13 0.35 

Year 37.80 31.49 50.22 43.07 26.38 19.78 

 *Values in inches.
BRAIDWOOD-UFSAR 2.3-63 TABLE 2.3-18 JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION AND PRECIPITATION OCCURRENCE FOR PEORIA (1966-1975)
* WIND DIRECTION MONTH CLAIM N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL                   January 0.2 2.1 0.7 0.7 1.0 0.8 0.6 1.3 1.3 1.9 0.5 0.6 0.8 1.5 0.6 0.8 1.2 16.8 

February 0.1 2.1 0.7 0.9 1.4 1.0 0.3 1.0 0.8 1.4 0.5 0.5 0.6 0.8 1.7 1.3 1.1 15.9 

March 0.1 1.5 0.9 0.9 1.7 1.7 0.4 0.7 0.8 0.8 0.4 0.8 0.5 1.0 1.5 1.0 1.2 15.8 

April 0.0 0.6 0.4 0.6 0.7 1.3 1.2 0.8 0.8 2.0 0.2 0.3 0.6 0.6 0.6 0.6 0.8 12.2 

May 0.1 0.4 0.3 0.7 1.0 1.0 0.5 0.7 0.9 1.5 0.5 0.6 0.5 0.6 0.6 0.5 0.2 10.5 June 0.0 0.4 0.3 0.5 0.3 0.4 0.3 0.3 0.4 1.4 0.4 0.6 0.3 0.3 0.4 0.3 0.1 6.7 July 0.2 0.4 0.2 0.3 0.6 0.3 0.1 0.2 0.3 0.8 0.3 0.2 0.3 0.2 0.2 0.2 0.2 4.9 

August 0.1 0.4 0.2 0.3 0.3 0.4 0.3 0.2 0.4 1.2 0.2 0.2 0.2 0.2 0.2 0.3 0.2 5.4 

September 0.2 0.7 0.9 0.8 0.5 0.5 0.5 0.3 0.8 1.4 0.3 0.6 0.1 0.5 0.2 0.2 0.5 8.9 

October 0.1 0.5 0.3 0.5 0.5 0.8 0.5 0.5 1.2 1.4 0.6 0.4 0.2 0.8 0.4 0.3 0.7 9.7 

November 0.1 1.6 0.6 0.9 1.1 0.5 0.4 0.6 0.7 2.1 0.5 0.4 0.8 1.5 0.8 1.4 0.8 14.7 

December 0.5 1.7 1.1 0.9 1.4 2.1 1.1 1.1 2.1 2.7 0.9 0.7 1.1 1.7 1.5 1.2 1.4 23.1 

Year 0.2 1.0 0.5 0.7 0.9 0.9 0.5 0.7 0.9 1.6 0.4 0.5 0.5 0.8 0.7 0.7 0.7 12.0 

 *Frequency of joint occurrence in %. Frequencies of joint occurrences are based on observations made once every 3 hours.
BRAIDWOOD-UFSAR 2.3-64 TABLE 2.3-19 MAXIMUM PRECIPITATION (WATER EQUIVALENT) FOR S PECIFIED TIME INTERVALS AT ARGONNE (1950-1964) AND FOR 24 H OURS AT PEORIA (1966-1975)
* TIME INTERVAL (hr)            ARGONNE PEORIA Month 1 2 3 6 12 36 48 24          January 0.44 0.63 0.88 1.16 2.04 2.69 2.69 1.47 February 0.32 0.58 0.76 0.95 1.00 1.07 1.07 1.74 March 0.52 0.68 0.86 1.15 1.43 2.40 2.40 1.83 April 1.18 1.34 1.70 2.50 3.00 3.35 3.35 2.78 May 1.12 1.26 1.36 1.56 2.29 3.40 3.43 2.43 June 2.20 3.28 4.00 4.22 4.23 4.23 4.25 4.44 July 1.40 2.00 2.12 2.76 2.90 3.49 3.49 3.29 August 1.92 2.32 2.34 2.40 2.78 2.79 2.79 2.17 September 1.04 1.44 1.82 2.39 2.56 4.66 4.92 3.30 October 1.40 2.44 2.79 3.63 4.98 8.10 8.62 3.70 November 0.42 0.62 0.75 0.97 1.67 1.90 1.95 1.80 December 0.36 0.48 0.56 0.65 0.90 1.29 1.33 1.75 Year 2.20 3.28 4.00 4.22 4.98 8.10 8.62 4.44 

 *Tabulated values in inches.
BRAIDWOOD-UFSAR 2.3-65 TABLE 2.3-20 ICE PELLET AND SNOW PRECIPITATION FOR PEORIA (1966-1975)
* AVERAGE MONTHLY 24-HOUR NUMBER OF MONTH AVERAGE MAXIMUM MAXIMUM HOURS      January 6.3 10.2 9.0 78 

February 4.0 12.8 4.7 65 

March 3.7 8.3 6.0 52 

April 1.0 4.6 3.6 12 May 0 0.1 0.1 1 June 0 0 0 0 

July 0 0 0 0 

August 0 0 0 0 

September 0 0 0 0 

October 0.2 1.8 1.8 2      November 3.3 9.1 6.8 41 

December 5.6 18.9 10.2 83 

Year 24.1 18.9 10.2 334 

 *Values in inches of ice and/or snow.
BRAIDWOOD-UFSAR 2.3-66 TABLE 2.3-21 FREQUENCY AND PERSISTENCE OF FOG AT PEORIA (1966-1975)
* PERSISTENCE              (hr) JAN FEB MAR APR MAY JUN JULY AUG SEPTOCT NOV DEC YEAR              3 28 24 32 39 35 38 54 91 65 32 35 42 510 6 16 10 19 20 24 16 23 41 28 14 20 16 246 9 10 8 11 7 16 9 12 20 20 13 18 10 153 12 11 11 9 9 7 5 2 9 7 14 6 10 100 15 8 7 10 6 2 0 5 3 4 11 11 11 77 18 3 18 2 2 5 1 3 0 2 4 6 3 33 21 1 2 5 2 2 0 0 0 4 0 8 4 28 24 3 1 2 1 1 0 0 1 0 2 3 4 15 27 1 1 2 1 2 0 0 0 1 1 1 4 13 30 0 1 2 0 1 0 0 0 1 2 0 3 11 33 1 3 0 1 0 0 0 0 2 1 3 2 12 36 - 39 0 1 0 1 0 0 0 0 1 2 2 5 12 42 - 45 3 1 1 0 0 0 1 0 0 0 2 4 13 >45 5 3 2 0 0 0 0 0 0 0 0 6 18 Annual Average              Total Hours 116 97 113 70 75 37 61 88 97 95 126 189 1162 of Fog              

 *Values in number of occurrences. The numbers of occurrences are based on o bservations made once every 3 hours, and each observation is ass umed to persist for 3 hours.
BRAIDWOOD-UFSAR 2.3-67 TABLE 2.3-22 FOG DISTRIBUTION BY HOUR OF THE DAY AT PEORIA (1966-1975)
* HOUR OF THE DAY WINTER SPRING SUMMER FALL YEAR 0 12.7 12.0 10.2 10.7 11.6       3 13.1 17.4 22.0 15.2 16.0       6 14.3 23.9 44.6 24.1 23.9       9 16.6 14.2 10.9 17.2 15.3       12 11.4 9.3 3.6 10.0 9.3       15 10.5 6.4 1.9 7.3 7.4       18 10.4 7.7 2.4 7.9 7.9       21 11.0 9.2 4.4 7.7 8.6 

 *Values in %.
BRAIDWOOD-UFSAR 2.3-68 TABLE 2.3-23 FREQUENCY OF PASQUILL STABILITY CLASSES AT B RAIDWOOD (1974-1976)
* PASQUILL STABILITY CLASS         MONTH A B C D E F G         January 1.4 1.4 1.9 49.3 34.8  8.0 3.3 February 3.7 1.3 2.6 48.9 33.8 6.6 2.9 March 5.7 2.8 4.2 41.5 37.8 6.4 1.6 April 11.0 3.0 4.7 31.4 32.2 13.2 4.7 May 5.1 1.9 3.1 32.7 40.5 11.7 4.9 June 3.8 2.8 4.2 30.3 41.0 12.7 5.3 July 7.6 7.4 7.5 29.4 25.1 15.5 7.6 August 5.2 6.1 8.6 27.7 32.9 12.2 7.2 September 4.7 3.4 3.2 17.5 41.3 17.9 12.1 October 1.7 2.3 3.1 20.0 41.4 20.2 11.4 November 0.8 0.5 1.7 29.2 50.3 12.1 5.5 December 0.5 0.8 2.9 43.8 42.6 7.6 1.9 Annual        Average 4.2 2.8 3.9 32.9 37.7 12.5 6.0 

 *Frequency of occurrence in %
of total monthly observations.
Data for this table were derived from the th ree-way joint freque ncy distribution of wind direction, wind spee d, and Pasquill st ability class for the period of record.
BRAIDWOOD-UFSAR 2.3-69 TABLE 2.3-24 PERSISTENCE OF PASQUILL STABILITY CLASSES AT THE BRAIDWOOD SITE (1974-1976)
* PASQUILL STABILITY CLASS         PERSISTENCE        (hr) A B C D E F G         1-3 225 482 694 1106 1149 824 222 4-6 67 17 28 352 298 197 77 7-9 38 2 1 160 168 43 51 10-12 16 0 0 101 86 19 19 13-15 0 0 0 34 62 8 8 16-18 0 0 0 26 34 0 0 19-21 0 0 0 13 10 0 0 22-24 0 0 0  5 8 0 0 25-27 0 0 0 5 2 0 0 28-30 0 0 0 2 4 1 0 31-33 0 0 0 3 2 0 0 34-39 0 0 0 2 6 0 0 40-45 0 0 0 5 3 0 0 >45 0 0 0 3 9 0 0 

 *Values in number of occurrences.
BRAIDWOOD-UFSAR 2.3-70 TABLE 2.3-25 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR THE 30-FOOT LEVEL AT THE BRAIDWOOD SITE (1974-1976)*
STABILITY CLASS A                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3 .00 .01 .00 0.1 .00 .00 .01 .03 .03 .01 .00 .00 .00 .01 .00 .00 .14                   4-7 .01 .06 .11 .09 .13 .10 .13 .02 .04 .04 .02 .01 .04 .10 .09 .05 1.06                   8-12 .13 .07 .05 .05 .05 .05 .15 .10 .15 .09 .10 .11 .09 .14 .26 .23 1.81                   13-18 .06 .02 .00 .00 .01 .00 .02 .07 .09 .13 .12 .07 .04 .07 .10 .17 .97                   19-24 .00 .00 .00 .00 .00 .00 .00 .01 .02 .01 .02 .01 .02 .03 .02 .00 .15                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .00 .03 .00 .00 .07                   Totals .20 .15 .18 .15 .20 .17 .31 .24 .32 .28 .27 .21 .19 .39 .47 .46 4.21                                     STABILITY CLASS B                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3 .01 .00 .00 .01 .01 .00 .01 .00 .00 .00 .00 .01 .00 .00 .00 .00 .08                   4-7 .06 .03 .07 .09 .07 .04 .07 .04 .06 .08 .03 .06 .06 .06 .08 .10 .99                   8-12 .13 .08 .05 .01 .03 .01 .07 .09 .14 .12 .08 .09 .06 .08 .10 .09 1.23                   13-18 .00 .01 .01 .01 .00 .00 .01 .02 .03 .11 .07 .04 .01 .05 .05 .02 .47                   19-24 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .00 .00 .00 .02 .00 .00 .05                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01                   Totals .20 .13 .14 .11 .11 .06 .16 .16 .24 .34 .19 .21 .14 .20 .22 .21 2.83 

BRAIDWOOD-UFSAR 2.3-71 TABLE 2.3-25 (Cont'd)
STABILITY CLASS C                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .02                   1-3 .00 .01 .02 .02 .02 .01 .01 .01 .00 .02 .01 .01 .02 .01 .01 .01 .23                   4-7 .09 .06 .08 .07 .09 .07 .06 .06 .09 .06 .08 .11 .12 .09 .06 .11 1.30                   8-12 .13 .10 .07 .04 .02 .01 .10 .09 .11 .16 .13 .16 .10 .08 .13 .06 1.51                   13-18 .05 .02 .02 .00 .00 .00 .03 .03 .04 .12 .13 .05 .06 .09 .02 .06 .72                   19-24 .00 .00 .01 .00 .00 .00 .00 .00 .00 .02 .02 .01 .00 .03 .01 .00 .13                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .02                   Totals .27 .19 .20 .13 .13 .09 .21 .20 .25 .40 .37 .35 .32 .30 .24 .25 3.93                                     STABILITY CLASS D                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .16                   1-3  .13 .11 .08 .18 .17 .15 .15 .11 .05 .07 .11 .10 .10 .12 .10 .07 1.81                   4-7  .48 .57 .72 .85 .58 .43 .70 .53 .56 .45 .51 .50 .56 .55 .52 .57 9.06                   8-12 .89 .92 1.09 .44 .22 .32 .63 .65 .84 .97 .76 .81 .83 1.12 1.12 .96 12.56                   13-18 .40 .46 .41 .08 .01 .08 .19 .29 .62 .82 .64 .42 .48 .84 .72 .53 6.99                   19-24 .09 .00 .06 .01 .00 .00 .00 .06 .34 .52 .19 .14 .20 .19 .13 .10 2.03                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .03 .08 .09 .02 .00 .00 .01 .01 .24                   Totals 1.99 2.05 2.36 1.56 .98 .97 1.68 1.63 2.44 2.92 2.30 1.99 2.17 2.82 2.59 2.24 32.85 

BRAIDWOOD-UFSAR 2.3-72 TABLE 2.3-25 (Cont'd)
STABILITY CLASS E                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .48                   1-3 .17 .20 .31 .57 .57 .36 .31 .25 .20 .16 .16 .13 .17 .21 .28 .21 4.26                   4-7 .78 .55 .59 .83 .88 .65 .91 .97 .97 .97 .95 .82 .78 .83 .74 .68 12.91                   8-12 .53 .47 .34 .23 .18 .31 .66 1.01 1.70 1.78 1.13 .79 .63 .63 .68 .58 11.64                   13-18 .21 .27 .09 .02 .00 .04 .16 .64 1.49 1.13 .60 .26 .19 .27 .15 .19 5.72                   19-24 .05 .17 .08 .00 .00 .00 .01 .21 .82 .53 .10 .09 .08 .04 .01 .06 2.26                   > 24 .00 .02 .00 .00 .00 .00 .00 .02 .20 .16 .02 .01 .01 .00 .00 .01 .46                   Totals 1.75 1.68 1.40 1.65 1.63 1.35 2.05 3.10 5.38 4.73 2.97 2.10 1.86 1.98 1.88 1.74 37.73                                     STABILITY CLASS F                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .73                   1-3 .11 .12 .16 .41 .47 .41 .24 .20 .19 .18 .15 .14 .18 .20 .26 .15 3.56                   4-7 .22 .17 .06 .11 .13 .36 .49 .49 .59 .81 .61 .66 .38 .41 .30 .30 6.09                   8-12 .04 .02 .02 .00 .00 .01 .11 .20 .56 .44 .19 .08 .04 .06 .03 .08 1.89                   13-18 .05 .00 .00 .00 .00 .00 .00 .01 .07 .00 .00 .00 .00 .00 .01 .01 .17                   19-24 .00 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .02                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .01                   Totals .42 .33 .23 .53 .59 .79 .84 .90 1.41 1.45 .95 .88 .60 .67 .61 .54 12.47 

BRAIDWOOD-UFSAR 2.3-73 TABLE 2.3-25 (Cont'd)
STABILITY CLASS G                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .70                   1-3  .09 .08 .10 .12 .29 .24 .21 .12 .18 .23 .12 .18 .19 .13 .12 .08 2.46                   4-7  .04 .01 .02 .02 .07 .19 .24 .23 .34 .57 .25 .28 .17 .10 .03 .04 2.60                   8-12 .00 .01 .00 .00 .00 .00 .00 .02 .07 .08 .01 .01 .00 .00 .00 .01 .22                   13-18 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                   19-24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                   > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                   Totals .13 .10 .12 .14 .37 .43 .45 .38 .58 .87 .38 .47 .36 .23 .15 .13 5.98 

____________________ **The calm category represents conditions with wind speeds less than 0.8 mph, which is the threshold speed for the wind speed and wind direction sensors. 

BRAIDWOOD-UFSAR 2.3-74 TABLE 2.3-26 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR THE 199-FOOT LEVEL AT THE BRAIDWOOD SITE (1974-1976)*
STABILITY CLASS A                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3  .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .04                   4-7  .03 .03 .05 .03 .03 .05 .04 .03 .02 .01 .00 .01 .03 .04 .03 .02 .45                   8-12 .06 .09 .08 .08 .11 .10 .12 .06 .05 .08 .08 .04 .06 .10 .15 .13 1.39                   13-18 .11 .08 .05 .02 .03 .05 .15 .10 .18 .10 .12 .14 .09 .08 .23 .28 1.81                   19-24 .06 .01 .00 .00 .01 .01 .03 .02 .06 .06 .06 .05 .01 .04 .08 .11 .62                   > 24 .00 .00 .00 .00 .00 .02 .00 .01 .03 .04 .05 .03 .02 .05 .06 .02 .34                   Totals .28 .20 .17 .14 .18 .24 .34 .22 .34 .29 .32 .27 .21 .30 .56 .57 4.64                                     STABILITY CLASS B                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3  .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .03                   4-7  .03 .02 .03 .04 .04 .02 .05 .03 .01 .02 .03 .04 .01 .05 .05 .06 .52                   8-12 .08 .04 .07 .06 .04 .03 .06 .05 .11 .07 .08 .10 .06 .05 .08 .10 1.08                   13-18 .06 .06 .06 .02 .03 .03 .05 .03 .10 .12 .08 .06 .04 .06 .09 .07 .95                   19-24 .01 .00 .01 .00 .01 .01 .02 .01 .01 .06 .06 .04 .00 .02 .06 .02 .34                   > 24 .00 .00 .01 .00 .00 .00 .01 .00 .02 .01 .02 .02 .01 .00 .03 .01 .14                   Totals .18 .12 .17 .12 .12 .10 .19 .11 .26 .28 .28 .26 .13 .18 .30 .26 3.07 

______________________________ 
*Values in % of total observations.
BRAIDWOOD-UFSAR 2.3-75 TABLE 2.3-26 (Cont'd)
STABILITY CLASS C                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .00                   1-3 .00 .00 .02 .00 .01 .00 .01 .02 .00 .00 .00 .01 .01 .00 .00 .00 .11                   4-7 .07 .04 .03 .06 .05 .02 .02 .03 .04 .03 .07 .08 .09 .07 .09 .09 .87                   8-12 .09 .09 .06 .06 .06 .07 .06 .04 .09 .12 .07 .12 .11 .11 .05 .10 1.30                   13-18 .06 .06 .09 .03 .01 .03 .06 .05 .06 .12 .17 .10 .11 .10 .11 .09 1.24                   19-24 .02 .02 .03 .00 .02 .01 .03 .03 .07 .07 .08 .06 .04 .06 .06 .05 .65                   > 24 .01 .00 .01 .00 .00 .00 .01 .00 .02 .02 .04 .04 .01 .05 .03 .00 .25                   Total .26 .22 .24 .15 .14 .14 .20 .17 .28 .37 .42 .41 .36 .40 .34 .34 4.43                                     STABILITY CLASS D                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .04                   1-3 .03 .04 .03 .03 .03 .01 .02 .02 .04 .05 .08 .04 .06 .05 .04 .03 .60                   4-7 .23 .34 .28 .31 .29 .21 .28 .25 .24 .20 .21 .23 .28 .28 .27 .27 4.17                   8-12 .57 .62 .72 .73 .52 .30 .45 .41 .47 .56 .47 .53 .67 .72 .53 .55 8.84                   13-18 .55 .65 .99 .54 .41 .39 .50 .47 .71 .77 .82 .62 .82 1.06 1.11 .85 11.26                   19-24 .25 .28 .39 .12 .11 .15 .26 .21 .65 .67 .55 .40 .45 .70 .62 .55 6.35                   > 24 .09 .03 .06 .01 .00 .06 .13 .07 .39 .53 .32 .18 .24 .27 .31 .15 2.85                   Total 1.74 1.95 2.46 1.74 1.36 1.12 1.65 1.43 2.51 2.79 2.45 1.99 2.52 3.08 2.88 2.40 34.11 

BRAIDWOOD-UFSAR 2.3-76 TABLE 2.3-26 (Cont'd)
STABILITY CLASS E                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .06                   1-3 .04 .06 .04 .03 .03 .03 .04 .03 .05 .05 .02 .01 .02 .03 .05 .04 .57                   4-7 .22 .17 .14 .25 .25 .13 .18 .24 .20 .23 .17 .18 .17 .19 .28 .32 3.32                   8-12 .51 .38 .41 .79 .78 .44 .46 .55 .56 .56 .50 .49 .68 .57 .63 .62 8.95                   13-18 .56 .50 .39 .30 .39 .43 .67 .67 1.14 1.55 1.56 1.01 .83 .67 .84 .78 12.29                   19-24 .21 .20 .08 .06 .10 .24 .35 .55 1.01 1.58 .80 .38 .30 .33 .37 .20 6.75                   > 24 .04 .16 .10 .00 .00 .05 .02 .48 .91 1.11 .24 .07 .07 .11 .07 .11 3.55                   Total 1.58 1.47 1.17 .144 1.56 1.32 1.72 2.52 3.87 5.08 3.30 2.14 2.07 1.19 2.24 2.07 35.48                                     STABILITY CLASS F                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .06                   1-3 .00 .02 .04 .01 .02 .03 .01 .01 .01 .00 .00 .01 .02 .01 .06 .02 .30                   4-7 .15 .08 .08 .10 .07 .07 .05 .06 .10 .07 .06 .07 .12 .06 .14 .11 1.39                   8-12 .27 .15 .14 .21 .30 .27 .20 .20 .26 .21 .17 .18 .35 .31 .31 .35 3.88                   13-18 .24 .14 .07 .03 .23 .33 .36 .27 .44 .59 .65 .47 .47 .40 .34 .22 5.24                   19-24 .06 .03 .01 .00 .00 .04 .05 .09 .20 .37 .22 .06 .10 .06 .04 .01 1.32                   > 24 .00 .02 .00 .00 .00 .00 .00 .00 .02 .04 .01 .00 .00 .00 .00 .00 .11                   Totals .72 .44 .35 .35 .62 .73 .66 .63 1.04 1.28 1.12 .08 1.06 .84 .90 .71 12.29 

BRAIDWOOD-UFSAR 2.3-77 TABLE 2.3-26 (Cont'd)
STABILITY CLASS G                   Speed (mph) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total                   Calm**                 .06                   1-3 .02 .03 .01 .02 .04 .02 .01 .02 .01 .00 .01 .02 .03 .02 .03 .02 .32                 4-7 .04 .04 .07 .04 .06 .04 .06 .04 .08 .06 .04 .06 .06 .06 .09 .04 .90                 8-12 .17 .05 .06 .08 .12 .11 .12 .07 .11 .14 .17 .13 .18 .17 .15 .11 1.97                  13-18 .04 .03 .01 .00 .03 .19 .21 .11 .11 .19 .36 .35 .26 .28 .11 .02 2.29                  19-24 .00 .01 .01 .00 .00 .02 .07 .01 .02 .10 .11 .02 .04 .02 .00 .00 .44                 > 24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00                 Totals .27 .16 .17 .14 .25 .39 .47 .26 .34 .50 .70 .59 .57 .55 .37 .20 5.98 

____________________ 
**The calm category represents conditions with wind speeds less than 0.8 mph, which is the threshold speed for the wind speed and direction sensors.
BRAIDWOOD-UFSAR 2.3-78 TABLE 2.3-27 THREE-WAY JOINT FREQUENCY DISTRIBUTION OF WIND DIRECTION, WIND SPEED, AND PASQUILL STABILITY CLASS FOR PEORIA (1966 - 1975)
  (Values in % or total observations)

WIND SPEED          WIND DIRECTION        (METER/SEC.)  CALM N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWTOTAL CALM  .05     
   .05 -LT- 2.0  .01 .01 .01 .00 .01.00.02.00.01.01.01.01 .02 .01 .00.00.13A 2.0- 6.0  .00 .01 .00 .01 .01.01.01.01.01.00.01.01 .00 .01 .00.01.11 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .05 .01 .02 .01 .01 .02.01.03.01.02.01.01.02 .02 .02 .01.01.29 CALM  .38     
   .38 -LT- 2.0  .08 .08 .07 .09 .12.07.07.10.16.07.06.10 .11 .04 .06.071.34 B 2.0- 6.0  .18 .13 .13 .13 .17.12.16.15.40.17.22.17 .21 .11 .18.152.79 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .38 .26 .20 .20 .22 .29.20.23.25.55.24.28.27 .32 .15 .24.224.50 CALM  .31     
   .31 -LT- 2.0  .11 .08 .09 .08 .08.03.10.11.21.06.08.09 .09 .08 .07.071.43 C 2.0- 6.0  .57 .24 .37 .34 .39.26.38.551.66.67.63.51 .53 .47 .45.408.41 -GT- 6.0  .01 .00 .01 .00 .00.01.02.01.07.06.07.02 .03 .04 .03.01.39 TOTAL  .31 .68 .32 .47 .41 .48.30.49.671.94.79.78.62 .64 .59 .55.4810.53 CALM   .38     
   .38 -LT- 2.0  .21 .18 .13 .20 .18.15.19.22.44.18.19.25 .18 .23 .14.143.22 D 2.0- 6.0  2.75 1.40 1.87 2.14 2.571.562.392.936.621.801.631.51 2.47 2.38 2.231.9138.15 -GT- 6.0  1.07 .34 .67 .77 .66.42.711.403.44.76.78.85 2.23 2.78 1.53.6319.06 TOTAL  .38 4.03 1.92 2.67 3.11 3.422.143.284.5410.512.742.602.61 4.87 5.39 3.912.6860.81 CALM  .00     
   .00 -LT- 2.0  .09 .05 .03 .07 .06.07.09.12.21.08.08.05 .08 .05 .06.041.23E 2.0- 6.0  .55 .23 .30 .51 .58.36.53.642.05.46.38.37 .70 .57 .55.389.16 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .00 .64 .27 .34 .59 .64.43.62.762.26.53.45.42 .78 .62 .62.4210.39 CALM  .62     
   .62 -LT- 2.0  .23 .17 .10 .16 .14.13.17.19.57.29.20.25 .26 .24 .17.153.42 F 2.0- 6.0  .33 .11 .17 .25 .24.15.25.451.17.35.33.30 .38 .39 .35.235.44 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  .62 .55 .28 .27 .42 .38.28.41.641.74.64.53.56 .64 .63 .52.389.49 CALM  1.81 1.81 -LT- 2.0  .17 .09 .07 .11 .05.07.10.10.29.15.15.20 .23 .22 .10.092.18 G 2.0- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 -GT- 6.0  .00 .00 .00 .00 .00.00.00.00.00.00.00.00 .00 .00 .00.00.00 TOTAL  1.81 .17 .09 .07 .11 .05.07.10.10.29.15.15.20 .23 .22 .10.093.99 CALM  3.55 3.55 -LT- 2.0  .90 .64 .49 .71 .64.54.74.841.88.84.76.95 .96 .87 .62.5712.95 ALL 2.0- 6.0  4.38 2.11 2.84 3.38 3.962.463.714.7211.913.453.202.88 4.28 3.93 3.773.0864.06 -GT- 6.0  1.08 .35 .68 .77 .67.43.731.413.51.82.85.87 2.26 2.83 1.56.6319.44 TOTAL  3.55 6.36 3.10 4.02 4.86 5.273.425.176.9717.315.124.804.69 7.50 7.63 5.954.28100.00 BRAIDWOOD-UFSAR 2.3-79 TABLE 2.3-28 PERSISTENCE AND FREQUENCY OF PASQUILL ST ABILITY CLASSES AT PEORIA (1966-1975)
  (NUMBER OF CONSECUTIVE OCCURRENCES OF 3-HOURLY OBSERVATIONS)*
PERSISTENCE PASQUILL STABILITY CLASS (HOURS) A B C D E F G         3 78 577 1480 1406 1392 1161 452 6  3 212 466 632 462 409 166 9 0 74 150 263 154 181 103 12 0 23 51 235 53 52 18 15 0 0 2 145 9 8 0 18 0 0 0 111 0 0 0 21 0 0 0 120 0 0 0 24 0 0 0 58 0 0 0 27 0 0 0 52 0 0 0 30 0 0 0 55 0 0 0 33 0 0 0 41 0 0 0 36-39 0 0 0 84 0 0 0 42-45 0 0 0 81 0 0 0 >45 0 0 0 266 0 0 0 Total Hours        (in %) 0.3 4.5 10.5 60.8 10.4 9.5 4.0 

_______________________
* Number of occurrences are ba sed on observations made once every 3 hours, and each occurrence is assumed to persist for 3 hours. 

BRAIDWOOD-UFSAR 2.3-80 TABLE 2.3-29 CUMULATIVE FREQUENCY D ISTRIBUTION OF X/Q a FOR A 1-HOUR TIME PERIOD AT THE MINIMUM EXCLU SION AREA BOUNDARY DISTANCE (485 M
), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.69-04 to  142 198 105 121 152749662545967138 179 144 1601001851   6.3 8.4 6.6 9.1 12.35.37.25.25.15.96.714.4 20.0 17.3 12.97.18.86.02-04 to 6.69-04 0 1 1 0 23112131 2 1 2021   6.3 8.5 6.7 9.1 12.45.57.35.35.36.07.014.5 20.2 17.4 13.17.18.95.42-04 to 6.02-04 8 21 5 6 01001000 0 0 3954   6.6 9.4 7.0 9.5 12.45.67.35.35.46.07.014.5 20.2 17.4 13.37.89.14.88-04 to 5.42-04 24 30 26 24 1827321810111637 49 55 2330430   7.7 10.7 8.6 11.4 13.97.59.76.86.37.18.618.4 25.7 24.0 15.29.911.24.39-04 to 4.88-04 18 16 9 9 91717815132234 37 27 1815284   8.5 11.3 9.2 12.0 14.68.710.97.57.88.410.921.9 29.8 27.3 16.611.012.53.95-04 to 4.39-04 44 32 29 39 343532201612317 21 38 4731450   10.5 12.7 11.0 15.0 17.411.213.39.29.39.611.223.7 32.2 31.9 20.413.214.7 3.55-04 to 3.95-04 0 0 0 0 00000100 0 0 001   10.5 12.7 11.0 15.0 17.411.213.39.29.39.711.223.7 32.2 31.9 20.413.214.73.20-04 to 3.55-04 28 42 31 33 23241413161254 4 26 2730332   11.7 14.5 13.0 17.4 19.212.914.410.310.810.911.724.1 32.6 35.0 22.615.316.32.88-04 to 3.20-04 30 21 34 21 2929484126334092 90 53 5438679   13.0 15.4 15.1 19.0 21.615.018.013.713.214.215.733.8 42.7 41.3 27.018.019.52.59-04 to 2.88-04 38 52 34 43 12191017101034 2 10 1926309   14.7 17.6 17.3 22.3 22.516.418.715.114.215.216.034.2 42.9 42.5 28.519.920.92.33-04 to 2.59-04 0 0 0 0 00000000 0 0 000   14.7 17.6 17.3 22.3 22.516.418.715.114.215.216.034.2 42.9 42.5 28.519.920.92.10-04 to 2.33-04 58 101 84 82 5272585859435492 94 68 84931152   17.3 21.9 22.5 28.4 26.721.523.120.019.819.521.443.8 53.4 50.7 35.326.526.41.89-04 to 2.10-04 37 41 26 9 42542111 0 2 1317165   18.9 23.7 24.2 29.1 27.121.723.420.420.019.621.543.9 53.4 51.0 36.327.727.21.70-04 to 1.89-04 71 60 56 52 5445453853303749 60 28 5069797   22.1 26.2 27.7 33.0 31.424.926.823.525.022.625.249.0 60.1 54.3 40.432.681.0

BRAIDWOOD-UFSAR 2.3-81 TABLE 2.3-29 (Cont'd)
CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL 1.53-04 to 1.70-04 115 86 83 66 6777625561555690 72 48 82761151   27.2 29.9 32.9 38.0 36.830.431.428.230.728.230.958.4 68.2 60.1 47.038.036.41.38-04 to 1.53-04 17 7 0 0 01030010 0 0 1434   27.9 30.2 32.9 38.0 36.830.531.428.430.728.231.058.4 68.2 60.1 47.138.336.61.24-04 to 1.38-04 101 96 85 69 7886647565595175 62 57 81671171   32.4 34.3 38.3 43.2 43.136.636.234.736.934.136.166.2 75.1 66.9 53.643.142.21.12-04 to 1.24-04 97 88 65 63 2438403844211915 21 23 3453683   36.7 38.0 42.4 47.9 45.139.339.237.941.136.238.067.8 77.4 69.7 56.446.845.41.00-04 to 1.12-04 107 96 86 58 6653646249606750 31 47 86771059   41.4 42.1 47.8 52.3 50.443.144.043.145.742.244.773.0 80.9 75.4 63.352.350.49.03-05 to 1.00-04 106 119 69 66 6555616155546351 31 33 70831042   46.1 47.2 52.1 57.2 55.747.048.648.350.947.651.178.4 84.4 79.3 69.058.255.48.13-05 to 9.03-05 67 73 52 21 222021181618108 2 10 2036414   49.1 50.3 55.4 58.8 57.448.550.149.852.449.452.179.2 84.6 80.5 70.660.857.47.32-05 to 8.13-05 88 98 59 63 6859565969527339 22 27 5075957   53.0 54.5 59.1 63.5 62.952.754.354.858.954.659.483.3 87.0 83.8 74.666.161.96.59-05 to 7.32-05 169 146 97 67 6675635664576030 12 23 50891124   60.5 60.7 65.2 68.6 68.358.059.159.565.060.365.486.4 88.4 86.5 78.772.567.25.93-05 to 6.59-05 79 83 62 44 5466635255535215 12 22 3347792   64.0 64.2 69.1 71.9 72.662.863.863.870.265.670.788.0 89.7 89.2 81.375.871.05.33-05 to 5.93-05 138 110 65 44 3477545545685422 8 8 3454870   70.1 68.9 73.2 75.2 75.468.367.868.574.572.476.190.3 90.6 90.1 84.179.675.14.80-05 to 5.33-05 152 149 85 67 59991108358947613 11 17 41831197   76.9 75.3 78.6 80.2 80.175.376.075.479.981.983.791.6 91.8 92.2 87.485.680.84.32-05 to 4.80-05 104 86 54 29 3136354034433211 3 4 1235589   81.5 78.9 82.0 82.4 82.677.978.778.883.286.286.992.8 92.2 92.7 88.488.083.63.89-05 to 4.32-05 82 73 45 43 496355482738276 5 6 1528610   85.1 82.1 84.8 85.6 86.682.482.882.885.790.089.693.4 92.7 93.4 89.690.086.50.00 to 3.89-05 336 421 241 191 16624623020415110010363 65 55 1291402841   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0 a X/Q values, ex pressed in (sec/m 3), are based on hourly onsite meteorological data for the period of record J anuary 1974 -
December 1976.
Key:  1.53-04
 = 1.53 x 10
-4.
BRAIDWOOD-UFSAR 2.3-82 TABLE 2.3-30 CUMULATIVE FREQUENCY D ISTRIBUTION OF X/Q a FOR A 2-HOUR TIME PERIOD AT THE MINIMUM EXCLU SION AREA BOUNDARY DISTANCE (485 M
), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.69-04 to  130 181 100 120 1537112074687080141 192 145 150941889   4.2 5.6 4.2 6.0 8.03.46.14.34.44.85.510.0 14.2 11.4 8.34.66.16.02-04 to 6.69-04 5 14 6 9 11111025 3 2 5460   4.3 6.0 4.5 6.5 8.13.56.24.34.54.85.710.4 14.4 11.5 8.54.76.35.42-04 to 6.02-04 5 3 1 4 11220006 4 3 5744   4.5 6.1 4.5 6.7 8.13.56.34.44.54.85.710.8 14.7 11.8 8.85.16.54.88-04 to 5.42-04 33 42 29 18 291814653612 21 36 2731330   5.5 7.4 5.8 7.6 9.74.47.04.84.85.06.111.7 16.3 14.6 10.36.67.64.39-04 to 4.88-04 12 9 9 10 7510316107 6 15 1712139   5.9 7.7 6.2 8.1 10.04.77.55.04.95.46.812.2 16.7 15.8 11.27.28.03.95-04 to 4.39-04 57 52 26 45 4444262320181965 68 63 6544679   7.8 9.3 7.3 10.3 12.36.88.86.36.16.78.116.8 21.7 20.7 14.89.310.2 3.55-04 to 3.95-04 12 12 9 12 3104335610 16 15 106136   8.1 9.7 7.6 10.9 12.57.39.06.56.37.08.517.5 22.9 21.9 15.49.610.73.20-04 to 3.55-04 21 35 20 22 189736554 3 15 137193   8.8 10.7 8.5 12.1 13.47.79.46.66.77.48.917.8 23.1 23.1 16.19.911.32.88-04 to 3.20-04 12 12 18 18 8128119121015 21 11 1613206   9.2 11.1 9.3 13.0 13.98.39.87.37.38.290.618.9 24.7 24.0 17.010.612.02.59-04 to 2.88-04 44 51 47 47 3349543925272468 79 76 5355771   10.6 12.7 11.3 15.3 15.610.712.59.58.910.011.223.7 30.5 29.9 19.913.214.52.33-04 to 2.59-04 15 34 13 18 1137164239 6 2 1116170   11.1 13.7 11.8 16.2 15.611.312.910.59.210.211.424.3 31.0 30.1 20.514.015.02.10-04 to 2.33-04 35 58 33 33 2438272237274259 62 48 4736628   12.2 15.5 13.2 17.9 16.913.214.311.711.612.014.328.5 35.6 33.9 23.115.717.11.89-04 to 2.10-04 66 77 54 46 5556493734221133 44 51 7554764   14.3 17.9 15.5 20.2 19.815.916.813.913.813.615.130.9 38.8 37.9 27.218.419.61.70-04 to 1.89-04 25 24 21 13 9171391451323 19 11 1616248   15.1 18.6 16.4 20.8 20.316.717.414.414.713.916.032.5 40.2 38.7 28.119.120.4 BRAIDWOOD-UFSAR 2.3-83 TABLE 2.3-30 (Cont'd)
CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL 1.53-04 to 1.70-04 137 108 101 79 1039011089826882135 158 110 1161271695   19.5 22.0 20.7 24.8 25.721.123.019.520.018.621.742.1 51.9 47.4 34.525.325.91.38-04 to 1.53-04 40 28 19 22 1314141617171021 12 17 2619305   20.8 22.8 21.5 25.9 26.321.723.820.421.119.822.443.6 52.8 48.7 35.926.226.91.24-04 to 1.38-04 82 67 55 52 3545253731182527 25 27 3737625   23.4 24.9 23.8 28.5 28.223.925.022.623.121.024.145.6 54.6 50.8 37.928.028.91.12-04 to 1.24-04 126 137 110 110 6297878674566487 89 72 1021111470   27.5 29.1 28.5 34.1 31.428.629.527.527.924.828.551.7 61.2 56.5 43.633.433.71.00-04 to 1.12-04 98 95 78 69 4448473954503855 49 42 5973938   30.6 32.0 31.8 37.5 33.731.031.929.831.428.331.155.7 64.8 59.8 46.836.936.79.03-05 to 1.00-04 112 93 106 95 8464877093538067 59 49 791021293   34.2 34.9 36.3 42.3 38.134.136.333.837.431.936.760.4 69.2 63.6 51.241.841.08.13-05 to 9.03-05 68 82 53 27 2634353022252924 4 13 3349554   36.4 37.4 38.6 43.6 39.535.738.135.638.833.738.762.1 69.5 64.7 53.044.242.87.32-05 to 8.13-05 186 160 144 105 11911510410310298109111 84 68 1231421873   42.3 42.4 44.7 48.9 45.841.343.441.545.440.446.270.0 75.7 70.0 59.751.148.96.59-05 to 7.32-05 166 136 98 78 10385666760625124 24 45 76741215   47.7 46.6 48.8 52.8 51.245.446.745.449.344.749.871.7 77.5 73.5 63.954.752.85.93-05 to 6.59-05 106 98 77 55 7284737463726557 47 32 64751114   51.1 49.6 52.1 55.6 54.949.550.549.753.449.654.375.8 80.9 76.0 67.558.356.45.33-05 to 5.93-05 138 160 111 91 4581867752564429 14 24 56841148   55.5 54.5 56.8 60.2 57.353.454.854.156.853.557.377.9 82.0 77.9 70.562.460.24.80-05 to 5.33-05 170 150 121 75 998896105751179649 38 53 1021111545   60.9 59.2 62.0 63.9 62.557.759.760.261.661.563.981.4 84.8 82.1 76.267.765.24.32-05 to 4.80-05 165 158 100 92 9889927770948543 32 36 721181421   66.2 64.0 66.2 68.6 67.662.064.464.666.168.069.884.4 87.1 84.9 80.173.569.83.89-05 to 4.32-05 156 143 89 91 11289676669677436 21 30 49861245   71.2 68.4 70.0 73.1 73.566.467.868.470.672.674.987.0 88.7 87.3 82.877.673.9 0.00 to 3.89-05 898 1023 707 535 505693631547454398362183 153 162 3124628025   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0 a X/Q values, exp ressed in (sec/m 3), are based on hourly onsi te meteorological data for the period of record January 1974 - December 1976.
Key:  1.53-04 = 1.53 x 10
-4.
BRAIDWOOD-UFSAR 2.3-84  TABLE 2.3-31 5% AND 50% PRO BABILITY LEVEL /Q AT THE  MINIMUM EXCLUSION AREA B OUNDARY DISTANCE (485 M)
BRAIDWOOD SITE
    /Q* DOWNWIND 5% 50% SECTOR 1 HOUR 2 HOURS 1 HOUR 2 HOURS      N 8.3 5.1 0.79 0.61 NNE 10.0 6.7 0.82 0.59 NE 8.4 5.2 0.95 0.64 ENE 11.0 6.5 1.10 0.71 E 21.0 11.0 1.00 0.67 ESE 7.9 4.1 0.78 0.59 SE 14.0 8.7 0.82 0.60 SSE 7.9 4.1 0.81 0.59 S 7.8 4.1 0.92 0.65 SSW 8.4 5.2 0.80 0.59 SW 11.0 6.6 0.92 0.66 WSW 41.0 14.0 1.70 1.20 W 24.0 20.0 2.20 1.60 WNW 19.0 11.0 2.10 1.30 NW 16.0 11.0 1.30 0.93 NNW 8.8 5.8 1.10 0.74 All Sectors 11.0 7.7 1.10 0.71 

 * /Q values, expressed in (sec/m
: 3) x 10-4 , are based on hourly onsite meteorological data for the period of record Jan uary 1974 - December 1976 BRAIDWOOD-UFSAR 2.3-85 TABLE 2.3-32 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR AN 8-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 

1.40-04  78 115 86 81 141 57 143 83 87 96 93 115 186 83 131 30 1585 1.3 1.9 1.7 1.8 3.2 1.3 3.4 2.3 2.0 3.2 3.1 3.9 6.2 2.1 3.3 .7 2.4 

1.19-04 TO 1.40-04 33 23 14 13 18 14 33 9 16 4 14 18 16 16 37 7 231 1.8 2.2 1.9 2.1 3.8 1.8 4.2 2.4 2.5 3.3 3.5 4.5 6.7 2.7 4.3 .8 2.8 

1.01-04 TO 1.19-04 15 34 10 3 7 5 12 2 7 13 3 11 29 20 19 14 205 2.1 2.8 2.1 2.2 3.7 1.7 4.5 2.5 2.7 3.7 3.6 4.9 7.7 3.4 4.7 1.1 3.1 

8.58-05 TO 1.01-04 27 49 12 40 25 28 12 11 26 6 31 26 51 58 53 68 532 2.5 7.8 2.3 3.3 4.3 2.4 4.8 2.8 3.5 3.9 4.6 5.7 9.4 5.3 6.1 2.7 4.0                    7.30-05 TO 8.58-05 50 56 22 58 18 35 29 37 23 23 2 65 31 46 41 36 590 3.4 4.6 2.8 4.4 4.7 3.2 5.5 3.8 4.2 4.7 4.7 7.9 10.4 6.9 7.1 3.5 4.8 

6.20-05 TO 7.30-05 47 75 45 41 65 30 47 13 20 4 22 45 58 36 27 45 620 4.2 5.0 3.6 5.3 6.2 3.0 5.6 4.2 4.8 4.8 5.4 9.4 12.3 8.1 7.8 4.5 5.8 

5.27-05 TO 6.20-05 77 15 41 60 32 24 51 14 12 19 11 40 32 66 46 37 600 4.8 7.0 4.4 6.6 6.8 4.4 8.1 4.5 5.2 5.4 5.8 10.8 13.4 10.3 9.0 5.3 6.7 

4.48-05 TO 5.27-05 98 97 75 78 104 88 75 72 31 80 54 122 116 126 83 62 1325 6.0 3.3 5.9 8.4 6.5 6.0 9.0 8.5 6.1 7.4 7.6 14.9 17.2 14.5 11.2 6.7 8.8 

3.31-05 TO 4.48-05 94 82 72 93 33 47 36 44 28 25 16 68 56 73 65 58 898 7.0 10.0 7.2 10.5 10.0 7.0 10.7 7.7 7.0 8.2 8.1 17.2 19.1 17.0 12.8 8.0 10.0 3.24-05 TO 3.31-05 91 104 87 70 43 63 51 52 29 22 24 65 89 87 100 74 1057   9.3 11.7 8.9 12.2 11.0 8.5 12.0 9.2 7.9 8.0 8.9 19.4 22.1 19.9 15.4 9.7 11.7 

2.75-05 TO 3.24-05 134 102 129 130 98 77 58 72 77 35 73 77 139 113 146 98 1627 11.9 14.4 11.4 15.3 13.2 10.3 13.4 11.1 10.2 10.1 11.3 22.0 26.7 23.7 19.1 11.9 14.2 

2.34-05 TO 2.75-05 211 218 142 124 128 151 86 98 107 77 80 156 223 226 195 230 2479 15.0 18.0 14.1 18.0 16.2 16.7 15.4 13.8 13.5 12.8 14.3 27.3 34.1 31.3 24.0 17.2 18.0 

1.99-05 TO 2.34-05 151 116 34 38 80 95 74 47 77 30 61 77 80 101 98 132 1338 17.5 19.9 16.7 18.9 18.0 15.0 17.2 15.1 15.8 13.6 16.3 29.9 38.8 34.7 26.5 20.2 20.1 

1.69-05 TO 1.99-05 235 234 117 187 138 152 151 130 152 93 105 134 217 193 206 187 2697 21.3 23.7 19.1 22.6 21.1 19.0 21.1 18.0 20.4 15.7 19.7 34.4 44.0 41.2 31.7 24.4 24.2 

BRAIDWOOD-UFSAR 2.3-86 TABLE 2.3-32 (Cont'd)
CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL                    1.44-05 TO 1.69-05 180 198 153 105 107 80 94 95 95 64 78 112 132 72 143 149 1867 24.7 26.9 22.1 25.0 23.6 21.7 23.3 21.3 23.3 18.8 22.3 38.2 48.4 43.0 35.4 27.7 27.1 

1.22-05 TO 1.44-05 332 303 218 209 227 236 222 172 154 158 183 241 178 222 271 252 3573 28.7 31.3 28.0 23.5 28.7 27.1 28.6 25.2 28.0 24.3 28.3 46.3 54.3 51.0 42.2 33.3 32.6 

1.04-05 TO 1.22-05 320 714 206 155 157 156 167 142 106 93 101 119 91 110 174 254 2668 35.0 34.0 30.0 33.0 32.6 30.7 22.5 30.1 31.2 27.4 31.6 50.3 57.3 54.7 46.6 39.0 35.7 

8.82-06 TO 1.04-05 300 218 220 143 126 140 114 91 131 128 107 112 67 82 134 150 2267 40.0 40.9 34.0 36.0 35.1 34.2 35.4 32.5 36.2 31.5 35.2 54.1 59.5 57.5 50.0 42.4 40.1 

7.50-06 TO 8.82-06 377 761 312 280 238 252 254 238 186 207 220 177 243 215 229 260 4012 45.2 45.5 40.0 42.0 40.5 39.8 41.5 39.2 40.3 38.4 42.4 60.1 67.6 64.7 55.8 48.2 48.3 6.37-06 TO 7.50-06 359 274 287 203 250 144 185 175 130 164 161 109 85 102 198 232 2977   52.1 30.8 48.1 46.5 44.8 43.3 45.9 44.0 44.5 44.8 47.7 63.8 70.4 68.1 60.8 53.4 50.8 

5.42-06 TO 6.37-06 403 336 273 271 201 244 246 208 172 203 261 191 137 118 221 249 3743 53.7 56.2 50.0 52.0 48.3 48.9 51.8 49.7 49.8 51.5 56.3 70.2 75.0 72.1 66.4 50.0 56.0 

4.80-06 TO 5.42-06 359 316 258 155 243 235 195 173 242 163 152 75 70 85 145 214 3113 54.4 51.6 53.3 57.9 54.0 54.5 56.0 54.4 57.1 56.8 61.3 72.7 77.3 74.6 75.1 67.8 61.4 

3.91-06 TO 4.80-06 298 345 270 253 243 276 232 182 210 217 158 165 138 156 222 275 3630 56.3 57.0 50.3 52.7 50.7 50.7 62.3 68.4 63.5 64.0 65.5 77.3 81.9 89.2 75.7 76.6 86.9 

3.33-06 TO 3.91-06 366 297 259 218 246 246 169 236 165 183 201 196 122 121 156 222 3516 75.2 71.0 66.9 67.8 67.5 63.4 63.3 66.8 68.6 70.0 73.1 83.0 85.9 84.2 79.7 75.0 72.3 

2.83-06 TO 3.33-06 173 207 173 176 117 123 149 119 56 72 78 18 37 35 80 125 1743   78.0 75.2 69.0 76.5 70.2 89.9 70.4 69.1 70.3 72.4 75.7 84.5 87.2 85.4 81.7 77.8 75.0 2.40-06 TO 2.83-06 247 291 301 225 256 270 215 180 154 183 119 57 74 75 140 198 2996 82.1 79.9 74.9 76.6 75.0 75.5 76.5 74.1 75.2 78.4 79.6 86.4 88.6 87.9 85.3 82.2 79.6 

2.04-06 TO 2.40-06 219 239 251 145 205 176 160 139 117 124 82 70 25 61 129 145 2283 85.5 87.9 79.9 79.8 80.6 79.5 78.5 77.9 78.8 82.5 82.3 88.8 90.5 90.6 88.5 85.5 83.1 

1.74-06 TO 2.04-06 102 107 165 137 143 57 109 76 101 94 79 42 24 51 64 129 1620 88.7 85.5 83.0 83.3 83.9 80.9 81.2 80.0 81.9 85.6 84.9 90.2 91.3 92.3 90.1 83.4 95.6 

0.00    TO 1.74-06 714 831 837 746 708 833 782 728 597 439 459 290 263 228 3289 519 9414 100.0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.
0 100.0 100.0 100.
0 100.0 100.
0 a /Q values, expressed in (sec/m 3), are based on hourly onsite meteorological data    for the period of record January 1974 - December 1976. Key: 1.44-05 x 1.44 x 10
-5  

BRAIDWOOD-UFSAR 2.3-87 TABLE 2.3-33 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR A 16-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 M), BRAIDWOOD SITE CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 

4.32-05  53 85 74 32 153 14 85 48 46 78 48 150 176 78 118 13 1264 
  .7 1.0 1.0 .3 2.3 .2 1.6 .9 .8 1.7 1.1 3.4 3.9 1.7 2.0 .2 1.3 

3.58-05 TO 4.32-05 38 42 4 37 59 15 34 33 17 33 34 17 15 3 2 0 384 1.2 1.5 1.0 1.8 3.2 .5 2.1 1.5 1.3 2.4 1.8 3.8 4.2 1.8 2.0 .2 1.7 

3.12-05 TO 3.58-05 15 21 5 53 24 27 30 32 20 35 63 14 20 3 58 27 519 1.3 1.7 1.1 1.8 3.6 .9 3.2 2.1 1.7 3.2 3.3 4.1 5.3 1.8 3.0 .6 2.3 

2.86-05 TO 3.12-05 4 22 26 0 1 5 37 24 0 1 13 13 29 23 19 9 226 1.4 2.0 1.4 1.3 3.6 1.0 3.8 2.5 1.7 3.2 3.6 4.4 6.0 2.3 3.3 .7 2.5                    2.28-05 TO 2.86-05 35 24 47 0 33 21 16 6 30 26 18 17 63 11 51 22 420 1.8 2.3 2.0 1.6 4.1 1.3 4.0 2.6 2.3 3.8 4.0 4.8 7.4 2.6 4.2 1.1 2.9 

1.62-05 TO 2.28-05 39 70 42 79 8 41 94 18 50 25 10 40 41 39 74 23 715 2.3 3.1 2.6 3.0 4.3 1.9 5.5 3.0 3.3 4.3 4.2 5.7 8.3 3.4 5.5 1.4 3.7 

1.83-05 TO 1.82-05 44 51 4 33 6 44 9 27 15 0 23 34 42 61 28 40 471 3.0 3.9 2.6 3.5 4.3 2.6 5.7 3.5 3.6 4.3 4.7 6.5 9.2 4.0 6.0 2.0 4.2 

1.38-05 TO 1.63-05 57 87 47 50 40 33 24 42 24 23 13 69 71 40 39 40 699 37 4.9 3.2 4.2 5.0 3.1 8.1 4.2 4.1 4.8 5.0 8.0 10.8 5.5 6.6 2.7 4.8 

1.18-05 TO 1.38-05 95 121 34 86 88 73 56 60 70 37 64 45 132 118 108 132 1351 4.8 5.3 3.9 5.6 6.3 4.3 7.0 5.4 5.6 5.7 6.4 9.1 13.7 8.2 8.5 4.7 6.3 1.00-05 TO 1.18-05 62 130 58 89 70 75 80 28 33 69 11 159 70 112 127 66 1258   5.8 7.8 4.7 6.9 7.4 6.5 8.3 5.9 6.2 7.2 6.7 12.7 15.3 10.7 10.6 5.7 7.6 

8.51-06 TO 1.00-05 109 157 80 72 64 62 86 57 54 50 27 130 72 78 91 119 1298 7.1 0.7 6.7 8.0 6.4 6.3 8.7 8.9 7.4 8.3 7.3 15.6 16.9 12.4 12.2 7.5 0.0 

7.24-06 TO 8.51-06 186 178 102 103 165 118 149 139 48 44 112 216 147 157 174 116 2196 9.1 11.8 7.0 10.4 10.9 8.1 12.1 9.5 8.4 9.3 9.7 20.6 20.1 15.3 15.1 9.2 11.3 

6.15-06 TO 7.24-06 201 223 175 180 150 118 138 142 109 69 105 154 262 273 205 154 2643 11.4 14.5 6.3 12.8 13.2 10.0 14.4 12.1 10.6 10.8 12.1 24.1 25.9 21.8 18.6 11.6 14.0 

5.23-06 TO 6.15-06 224 241 246 206 124 168 117 129 117 70 111 183 242 157 217 219 2773 14.1 17.3 12.4 13.8 15.1 12.6 15.3 14.5 13.8 12.3 14.5 28.2 31.3 25.2 22.3 14.9 18.9 

BRAIDWOOD-UFSAR 2.3-88 TABLE 2.3-33 (Cont'd)
CHI/Q RANGE DOWNWIND SECTOR

GT LE N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL                    4.44-06 TO 5.23-06 377 302 165 226 154 193 138 136 214 133 145 156 259 195 246 249 3288 18.5 20.9 14.6 19.2 17.4 15.7 18.5 17.0 17.4 15.3 17.7 31.8 37.1 29.5 26.5 13.7 20.4 

3.73-06 TO 4.44-06 371 326 875 169 145 191 225 183 272 128 178 182 269 362 314 286 4007 22.9 24.8 16.4 22.1 19.6 18.7 22.2 20.4 23.0 18.1 21.7 35.9 43.0 37.4 31.8 23.1 24.6 

3.21-06 TO 3.73-06 406 405 336 230 295 354 207 206 210 209 225 298 311 321 365 385 4992 28.6 30.3 23.6 23.6 24.1 24.9 25.5 24.2 27.3 22.7 26.5 42.7 49.9 44.4 36.5 29.9 29.8 

2.73-06 TO 3.21-06 521 469 384 269 303 244 318 219 152 236 288 142 305 268 251 438 4745 35.0 35.7 28.1 29.0 28.7 26.7 30.7 28.3 31.2 28.0 33.0 45.9 50.7 50.1 42.9 35.7 34.7 

2.32-06 TO 2.73-06 536 596 463 445 388 261 351 350 249 288 298 367 255 305 439 392 5369 41.3 42.7 34.1 35.6 34.7 32.6 36.4 34.8 36.3 33.0 39.6 54.3 62.3 56.7 50.3 41.6 41.0 1.97-06 TO 2.32-06 504 517 561 316 333 419 351 252 258 308 290 276 219 235 279 457 5392   47.5 48.6 36.7 40.3 36.7 36.4 42.1 39.5 41.6 40.7 45.8 60.5 67.2 61.9 55.8 48.6 46.6 

1.68-06 TO 1.97-06 504 444 476 352 318 411 292 243 258 259 204 129 127 223 331 324 4996 53.3 54.1 44.6 45.6 44.6 43.0 46.8 44.0 40.9 46.4 50.5 63.5 78.8 88.7 60.6 53.5 61.7 

1.42-06 TO 1.68-06 679 517 611 465 432 411 539 357 310 348 368 323 320 340 397 573 5839 61.5 60.2 51.4 32.4 51.2 52.3 53.6 50.6 53.2 64.1 56.6 70.8 77.1 74.2 67.4 62.3 58.9 

1.21-06 TO 1.42-06 401 373 606 329 245 231 211 226 214 226 134 95 73 119 173 206 3543 66.3 57.6 56.4 57.2 56.0 56.6 63.0 54.8 57.9 59.1 61.5 72.1 78.7 76.8 70.3 65.4 62.6 

1.03-06 TO 1.21-06 551 437 567 302 473 430 390 303 276 368 383 274 216 243 398 387 5928 72.9 58.6 61.4 61.7 62.2 63.0 65.4 60.4 63.3 67.7 70.0 78.3 83.5 82.1 77.1 71.3 68.8 

8.75-07 TO 1.03-06 367 353 356 316 311 316 308 310 316 140 134 171 92 142 204 245 4129   77.1 74.0 66.1 66.3 67.0 68.8 70.3 68.2 69.7 70.6 74.1 82.2 85.6 85.2 80.6 75.0 73.1 7.44-07 TO 8.75-07 348 476 358 337 336 423 267 335 246 226 222 259 186 157 223 337 4758 81.2 72.6 70.6 71.3 72.1 74.7 74.5 72.4 74.6 75.9 70.0 88.1 89.7 88.6 84.4 80.2 78.1 

6.32-07 TO 7.44-07 326 328 341 260 362 277 254 250 136 225 142 125 92 122 119 259 3639 85.1 83.6 76.2 75.2 77.9 76.1 78.8 77.0 77.6 80.9 82.1 90.9 91.3 91.3 86.4 84.1 81.9 

5.37-07 TO 6.32-07 188 203 220 235 132 171 133 161 61 74 95 10 34 30 98 154 2000 87.3 85.9 76.1 78.7 80.9 81.8 80.9 80.0 78.9 82.5 84.3 91.2 92.5 91.9 88.0 86.5 84.0 

0.00    TO 5.37-01 1071 1105 1099 1443 1314 1150 1175 1080 1032 791 712 388 337 369 703 889 15359 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 

a /Q values, expressed in (sec/m 3), are based on hourly onsite meteorological data    for the period of record January 1974 - December 1976.
Key:  44-06 x 4.44 x 10-6 BRAIDWOOD-UFSAR 2.3-89 TABLE 2.3-34 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR A 72-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (18 11 M), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    2.16-05 to  113 145 71 7 282035371156685429 298 142 28202107   .7 .9 .5 .0 2.0.0.3.31.0.6.84.0 2.7 1.2 2.1.01.01.84-05 to 2.16-05 2 84 73 66 490104312573152 50 2 1170729   .7 1.4 .9 .5 2.4.01.0.51.21.3.84.5 3.2 1.3 2.9.01.41.56-05 to 1.84-05 33 46 139 40 36071213130 176 2 980678   1.0 1.7 1.8 .8 2.6.01.5.61.21.3.84.8 4.8 1.3 3.6.01.71.33-05 to 1.56-05 12 106 2 34 1902331003116174 93 28 724852   1.0 2.4 1.8 1.0 2.8.03.21.41.22.4.85.5 5.6 1.5 3.7.22.11.13-05 to 1.33-05 95 103 39 13 3030596937547 172 86 37321097   1.6 3.0 2.1 1.1 4.9.03.61.91.33.0.95.5 7.2 2.3 4.0.42.69.59-06 to 1.13-05 82 86 33 26 111701693374741785 109 182 50141296   2.2 3.6 2.3 1.3 5.7.54.92.21.93.72.55.6 8.2 3.9 4.3.53.28.16-06 to 9.59-06 174 49 30 270 911101161949811020092 90 126 771764   3.3 3.9 2.5 3.2 6.41.35.73.72.74.74.46.4 9.0 5.0 4.4.54.16.93-06 to 8.16-06 133 181 94 146 831001383243167258182 132 76 3753432383   4.2 5.0 3.1 4.2 7.02.16.74.03.16.26.88.1 10.2 5.6 7.12.25.25.89-06 to 6.93-06 210 292 107 16 45135302117796610183 180 102 2912092344   5.5 6.8 3.8 4.3 7.33.18.94.93.86.86.99.8 11.8 6.5 9.33.66.35.01-06 to 5.89-06 236 231 193 119 1682071662418934161186 152 63 2161202465   7.0 8.3 5.0 5.1 8.54.610.15.15.47.18.311.6 13.2 7.1 10.84.57.54.76-06 to 5.01-06 325 490 134 330 1471802401912628984180 161 351 2851133562   9.1 11.4 5.9 7.4 9.55.911.86.77.78.09.113.3 14.7 10.1 12.95.29.23.62-06 to 4.26-06 364 376 265 377 231354107373173128158246 388 303 1492444236   11.5 13.7 7.6 10.0 11.28.612.69.79.29.110.615.5 18.2 12.8 14.06.911.23.08-06 to 3.62-06 436 616 534 454 280212184109180138104380 285 224 3664004902   14.3 17.6 11.0 13.2 13.210.113.910.510.710.411.619.1 20.8 14.7 16.79.713.52.61-06 to 3.08-06 588 741 314 507 361366425362226252350408 501 547 5036177068   18.1 22.2 13.0 16.7 15.812.817.013.412.612.714.822.9 25.4 19.5 20.413.916.9 BRAIDWOOD-UFSAR 2.3-90 TABLE 2.3-34 (Cont'd) CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    2.22-06 to 2.61-06 640 649 618 486 404463585178257348279844 283 645 4875097675   22.2 26.3 17.0 20.1 18.616.321.314.914.815.817.430.8 28.0 25.1 24.017.420.61.89-06 to 2.22-06 957 758 490 476 433672350536290168313454 616 393 5564217883   28.4 31.0 20.1 23.4 21.721.323.819.217.317.420.335.0 33.6 28.6 28.020.324.31.61-06 to 1.89-06 955 926 689 632 671579629597311218529456 825 426 101466110118   34.5 36.8 24.6 27.8 26.525.528.424.020.019.425.239.3 41.1 32.3 35.524.829.11.36-06 to 1.61-06 922 779 993 641 572764572538617586407725 639 1020 61997111365   40.5 41.7 30.9 32.3 30.631.232.528.325.324.729.046.0 46.9 41.2 40.031.534.61.16-06 to 1.36-06 872 927 1314 817 491529744515457472485422 446 355 72783210405   46.1 47.5 39.4 38.0 34.135.137.932.429.229.033.550.0 51.0 44.3 45.337.239.49.86-07 to 1.16-06 1075 906 920 653 617709554426779443659208 442 574 71181010486   53.0 53.2 45.3 42.5 38.540.441.935.935.933.039.651.9 55.0 49.3 50.642.844.58.38-07 to 9.86-07 777 824 1240 625 930825823699846491611417 747 1217 79984412715   58.0 58.4 53.2 46.9 45.246.547.941.543.237.545.355.8 61.8 5939 56.448.650.47.12-07 to 8.38-07 769 937 668 744 954800375716446604757642 703 587 550104811300   63.0 64.2 57.5 52.0 52.052.450.647.247.043.052.361.8 68.3 65.0 60.555.855.96.06-07 to 7.12-07 684 611 561 656 617788927537465496597364 590 628 584113610241   67.4 68.1 61.1 56.6 56.458.257.351.551.047.557.965.2 73.6 70.5 64.763.660.85.15-07 to 6.06-07 580 727 783 694 789639836895593821492783 334 560 106369411283   71.1 72.6 66.1 61.4 62.063.063.458.756.155.062.472.5 76.7 75.4 72.568.466.24.37-07 to 5.15-07 725 659 717 726 541527477578631582454326 324 384 4957738919   75.8 76.7 70.7 66.5 65.966.966.863.461.560.366.775.5 79.6 78.8 76.273.770.53.72-07 to 4.37-07 605 540 620 500 494683342516445419339109 236 290 5355797252   79.7 80.1 74.7 70.0 69.471.969.367.565.464.169.876.6 81.8 81.3 80.177.773.93.16-07 to 3.72-07 627 488 434 593 646632817448636860776552 598 364 4896499609   83.7 83.2 77.5 74.1 74.176.675.371.170.872.077.081.7 87.2 84.5 83.782.178.52.69-07 to 3.16-07 500 464 320 468 446463366417376569304108 228 235 3003155879   87.0 86.1 79.6 77.3 77.280.077.974.574.177.179.882.7 89.3 86.5 85.984.381.30.00 to 2.69-07 2022 2222 3184 3258 31852694304831813018250921711852 1173 1543 1929228439273   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0 a X/Q values, exp ressed in (sec/m 3), are based on hourly onsi te meteorological data for the period of record January 1974 - December 1976.
Key:  2.22-06 = 2.22 x 10
-6.
BRAIDWOOD-UFSAR 2.3-91 TABLE 2.3-35 CUMULATIVE FREQUENCY DISTRIBUTION OF /Q a FOR A 624-HOUR TIME PERIOD AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (18 11 M), BRAIDWOOD SITE CHI/Q RANGE        DOWNWIND SECTOR                             GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.49-06 to  0 204 96 0 83 4000000146 1490 381 83503986   .0 1.4 .7 .0 5.7.0.0.0.0.0.01.0 10.2 2.6 5.7.01.75.51-06 to 6.49-06 323 453 216 0 28900490390759 37 111 14902425   2.2 4.5 2.1 .0 7.7.0.0.3.0.3.06.2 10.5 3.4 6.7.02.74.69-06 to 5.51-06 298 169 170 93 130019017108036621 187 130 30502580   4.3 5.7 3.3 .6 8.6.01.31.5.0.8.210.5 11.7 4.3 8.8.03.93.98-06 to 4.69-06 74 439 224 85 2404281541575836912 367 355 48503798   4.8 8.7 4.8 1.2 8.7.04.22.61.11.2.516.7 14.3 6.7 12.2.05.53.39-06 to 3.98-06 491 508 87 616 8804481631782901453 323 428 295554424   8.1 12.1 5.4 5.4 9.4.07.33.72.33.2.519.8 16.5 9.6 14.2.47.42.88-06 to 3.39-06 638 558 123 671 64506377446820079420 527 283 4973716391   12.5 16.0 6.3 10.0 13.8.013.04.25.54.61.022.7 20.1 11.6 17.62.910.12.45-06 to 2.88-06 862 628 501 926 3865101119282146194134132 528 227 7301707475   18.4 20.3 9.7 16.4 16.43.520.76.16.55.92.023.6 23.7 13.1 22.64.113.32.08-06 to 2.45-06 1085 495 248 296 131136611982416334669661 395 1083 4372608581   25.8 23.7 11.4 18.4 25.46.028.97.86.98.36.724.0 26.4 20.5 25.65.917.01.77-06 to 2.08-06 1206 1192 730 640 1008112511841198067441120694 723 879 130276514237   34.1 31.8 16.4 22.8 32.313.737.08.612.513.414.428.8 31.4 26.6 34.511.123.11.50-06 to 1.77-06 989 2230 1271 583 45889110444347725029981558 984 1004 128185915858   40.9 47.1 25.1 26.8 35.419.844.211.617.716.821.239.4 38.1 33.4 43.317.029.91.28-06 to 1.50-06 1167 2138 1650 992 1233106442510465663359571706 1372 684 1889240819632   48.9 61.8 36.4 33.6 43.927.147.118.721.619.127.851.1 47.5 38.1 56.233.538.31.09-06 to 1.28-06 1589 1561 3186 1569 1090112365418703321045793724 992 684 1519149020221   59.8 72.5 58.3 44.3 51.434.851.631.523.926.333.256.1 54.3 42.8 66.643.746.99.23-07 to 1.09-06 1310 1246 2043 1643 88413012917461060465647645 1017 924 1240156517027   68.7 81.0 72.3 55.6 57.443.753.636.631.229.437.760.5 61.3 49.1 75.154.454.27.84-07 to 9.23-07 1224 1127 1353 1197 1145170894999014135271292718 927 1459 410146217901   77.1 88.7 81.5 63.8 65.355.460.143.440.833.146.565.4 67.6 59.1 77.964.461.9 BRAIDWOOD-UFSAR 2.3-92 TABLE 2.3-35 (Cont'd)
CHI/Q RANGE        DOWNWIND SECTOR                            GT  LE N NNE NE ENE EESESESSESSSWSWWSW W WNW NWNNWALL                    6.67-07 to 7.84-07 1512 625 911 1555 118811891021148912258006111014 874 1162 950186917995   87.5 93.0 87.8 7.5 73.463.667.153.649.238.550.772.4 73.6 67.1 84.477.269.65.67-07 to 6.67-07 493 475 434 819 1239115713699631126796530320 564 1281 875127213713   90.9 96.3 90.7 80.1 81.971.576.460.257.044.057.374.6 77.5 75.9 90.486.075.54.82-07 to 5.67-07 521 332 244 667 127112111366166911212246233312 486 1133 89076114463   94.4 98.5 92.4 84.6 90.679.885.871.764.659.455.976.7 80.8 83.6 96.591.281.74.09-07 to 4.82-07 233 27 239 544 38211305284561874955655567 375 742 3676829764   96.0 98.7 94.0 88.4 93.287.689.474.877.565.960.480.6 83.4 88.7 99.095.885.83.48-07 to 4.09-07 59 82 138 543 202560878642400719856522 206 605 1293886929   96.4 99.3 95.0 92.1 94.691.495.479.280.270.966.384.2 84.8 92.9 99.998.588.82.96-07 to 3.48-07 163 62 291 563 4593542737736608871004469 1020 360 10267374   97.5 99.7 97.0 95.9 97.793.897.384.584.776.973.287.4 91.8 95.3 100.098.792.02.51-07 to 2.96-07 287 44 213 185 2424351425737441131815169 213 445 005638   99.5 100.0 98.4 97.2 99.496.898.388.489.884.778.788.5 93.2 98.4 100.098.794.42.14-07 to 2.51-07 58 0 122 118 33322275368354091139455 253 232 01494598   99.9 100.0 99.3 98.0 99.697.099.892.195.687.586.691.7 95.0 100.0 100.099.796.41.82-07 to 2.14-07 6 0 105 271 1515824307269725382417 308 3 0433033   100.0 100.0 100.0 99.9 99.798.1100.094.297.492.489.294.5 97.1 100.0 100.0100.097.71.54-07 to 1.82-07 7 0 0 2 39710445168385176279 299 0 001871   100.0 100.0 100.0 99.9 100.098.6100.097.298.595.190.496.4 99.1 100.0 100.0100.098.51.31-07 to 1.54-07 0 0 0 17 062034211112720062 87 0 001008   100.0 100.0 100.0 100.0 100.099.0100.099.699.396.091.796.8 99.7 100.0 100.0100.098.91.12-07 to 1.31-07 0 0 0 0 02303531428721 1 0 00402   100.0 100.0 100.0 100.0 100.099.2100.099.699.796.193.797.0 99.7 100.0 100.0100.099.19.48-08 to 1.12-07 0 0  0 0 053058237912126 40 0 00400   100.0 100.0 100.0 100.0 100.099.6100.0100.099.896.694.597.2 100.0 100.0 100.0100.099.28.06-08 to 9.48-08 0 0 0 0 0420073759732 0 0 00553   100.0 100.0 100.0 100.0 100.099.8100.0100.099.999.295.297.4 100.0 100.0 100.0100.099.50.00 to 8.06-08 0 0 0 0 0220018122700381 0 0 001243   100.0 100.0 100.0 100.0 100.0100.0100.0100.0100.0100.0100.0100.0 100.0 100.0 100.0100.0100.0                       
*X/Q values, exp ressed in (sec/m 3), are based on hourly onsi te meteorological data for the period of record January 1974 - December 1976.
Key:  6.67-07 = 6.67 x 10
-7.
BRAIDWOOD-UFSAR 2.3-93  TABLE 2.3-36 MAXIMUM /Q AT THE OUTER BOU NDARY OF THE LOW POPULATION ZONE (1811 ME TERS), BRAIDWOOD SITE DOWNWIND /Q* SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS      N 9.5 1.3 .32 .063 NNE 13. 1.9 .50 .079 NE 11. 1.4 .31 .086 ENE 6.3 .94 .22 .057 E 18. 3.1 .70 .14 ESE 2.8 .45 .10 .029 SE 6.7 .94 .22 .055 SSE 5.7 .85 .23 .058 S 7.6 1.0 .25 .045 SSW 6.6 .94 .24 .059 SE 20. 2.7 .61 .049 WSW 19. 3.1 .70 .16 W 18. 2.4 .60 .17 WNW 12. 1.6 .41 .072 NW 15. 2.0 .46 .088 NNW 2.7 .48 .15 .035 All sectors 20. 3.3 1.4 .69 

 * /Q values, expressed in (sec/m
: 3) x 10-4 , are based on hourly onsite meteorological da ta for the period of record January 1974 - December 1976.
BRAIDWOOD-UFSAR 2.3-94 TABLE 2.3-37 FIVE % PROBABILITY LEVEL /Q AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (1811 ME TERS), BRAIDWOOD SITE DOWNWIND /Q* SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS      N 5.2 1.2 0.63 0.40 NNE 6.9 1.4 0.70 0.54 NE 5.0 0.96 0.50 0.38 ENE 6.6 1.3 0.52 0.35 E 7.2 1.4 1.1 0.73 ESE 5.0 1.1 0.48 0.23 SE 8.5 2.1 0.94 0.37 SSE 5.2 1.3 0.57 0.27 S 6.0 1.3 0.53 0.30 SSW 6.2 1.4 0.78 0.29 SW 7.2 1.4 0.77 0.22 WSW 10. 2.2 1.5 0.55 W 16. 3.3 1.5 0.94 WNW 9.0 1.5 0.80 0.41 NW 9.8 2.1 0.79 0.74 NNW 5.8 1.1 0.46 0.22 All sectors 7.1 1.4 0.71 0.41 

 * /Q values, expressed in (sec/m
: 3) x 10-5 , are based on hourly onsite meteorolog ical data for the period of record January 1974 -
December 1976.
BRAIDWOOD-UFSAR 2.3-95 TABLE 2.3-38 FIFTY % PROBABILITY LEVEL /Q AT THE OUTER BOUNDARY OF LOW POPULATION ZONE (1811 ME TERS), BRAIDWOOD SITE DOWNWIND /Q* SECTOR 8 HOURS 16 HOURS 72 HOURS 624 HOURS      N 6.8 1.9 1.1 1.3 NNE 6.6 1.9 1.1 1.5 NE 5.5 1.5 0.90 1.2 ENE 5.8 1.5 0.76 1.0 E 5.2 1.5 0.75 1.1 ESE 5.2 1.5 0.76 0.85 SE 5.7 1.6 0.74 1.2 SSE 5.4 1.5 0.64 0.71 S 5.4 1.6 0.63 0.66 SSW 5.6 1.6 0.58 0.53 SW 6.1 1.7 0.75 0.69 WSW 11. 2.5 1.2 1.3 W 14. 3.2 1.2 1.2 WNW 13. 2.7 0.98 0.91 NW 8.8 2.3 1.0 1.4 NNW 7.1 1.9 0.81 0.99 All sectors 6.6 1.8 0.85 1.0 

 * /Q values, expressed in (sec/m
: 3) x 10-6 , are based on hourly onsite meteorolog ical data for the period of record January 1974 -
December 1976.
BRAIDWOOD-UFSAR 2.3-96 TABLE 2.3-39 ANNUAL AVERAGE /Q AT THE ACTUAL BRAIDWOOD SITE BOUNDARY

DOWNWIND ACTUAL SITE  SECTOR BOUNDARY (km) /Q*    N 0.61 8.5 NNE 0.91 5.0 NE 0.79 4.1 ENE 0.70 4.9 E 1.04 2.3 ESE 2.71 0.86 SE 3.41 0.65 SSE 3.44 0.57 S 4.63 0.34 SSW 0.98 1.4 SW 0.63 2.8 WSW 0.53 6.3 W 0.52 12.
WNW 0.50 11. NW 0.50 7.8 NNW 0.51 6.7 

 * /Q values, expressed in (sec/m
: 3) x 10-7 , are based on hourly onsite meteorolog ical data for the period of record January 1974 -
December 1976.
BRAIDWOOD-UFSAR 2.3-97 TABLE 2.3-40 ANNUAL AVERAGE /Q AT VARIOUS DISTAN CES FROM THE BRAIDWOOD STATION
*  /Q DOWNWARD 0.5 1.5 2.5 3.5 4.5 7.5 15 25 35 45 SECTOR MILES MILES MILES MILES MILES MILES MILE S MILES MILES MILES            N 56. 14. 8.2 5.7 4.3 2.4 1.0 0.55 0.36 0.27 NNE 60. 15. 9.0 6.4 4.8 2.7 1.2 0.62 0.41 0.30 NE 40. 11. 6.7 4.8 3.6 2.0 0.89 0.48 0.32 0.23 ENE 40. 9.8 6.0 4.2 3.2 1.8 0.78 0.43 0.28 0.21 E 33. 8.9 5.6 4.0 3.1 1.8 0.79 0.43 0.29 0.22 ESE 34. 9.5 5.9 4.2 3.2 1.8 0.77 0.41 0.27 0.20 SE 31. 8.8 5.6 4.0 3.1 1.8 0.81 0.44 0.30 0.22 SSE 25. 7.6 5.0 3.6 2.8 1.6 0.72 0.39 0.26 0.19 S 19. 5.8 3.9 2.9 2.2 1.3 0.58 0.32 0.21 0.16 SSW 19. 6.0 3.9 2.9 2.2 1.2 0.55 0.29 0.19 0.14 SW 20. 6.5 4.1 2.9 2.2 1.3 0.54 0.29 0.19 0.14 WSW 33. 8.7 5.4 3.9 2.9 1.6 0.71 0.38 0.25 0.18 W 57. 13. 7.5 5.2 3.9 2.2 0.95 0.51 0.34 0.25 WNW 49. 11. 6.2 4.3 3.2 1.8 0.80 0.43 0.29 0.22 NW 36. 8.7 5.3 3.8 2.9 1.6 0.71 0.38 0.26 0.19 NNW 33. 8.6 5.3 3.7 2.8 1.6 0.70 0.38 0.25 0.18 

 * /Q values, expressed in (sec/m
: 3) x 10-8 , are based on hourly o nsite meteorolog ical data for the period of record Jan uary 1974 - December 1976.
BRAIDWOOD-UFSAR 2.3-98    REVISI ON 5 - DECEMBER 1994 

Table 2.3-41 has been deleted intentionally 

BRAIDWOOD-UFSAR 2.3-99     REVIS ION 2 - DECEMBER 1990 

TABLE 2.3-42 has been deleted intentionally. 

BRAIDWOOD-UFSAR 2.3-100 TABLE 2.3-43 A COMPARISON OF AVERAGE MONTHLY TEMPERATURES FROM BRAIDWOOD (1974-1976) AND SPRINGFIELD (1941-1970)
AVERAGE MONTH BRAIDWOOD SPRINGFIELD    January 24.1 26.7 

February 30.8 30.4 March 38.5 39.4 April 49.3 53.1 

May 59.9 63.4 

June 69.7 72.9 

July 74.1 76.1 August 71.7 74.4 September 60.9 67.2 

October 52.1 56.6 

November 38.6 41.9 

December 27.2 30.5 

Year 49.7 52.7 

BRAIDWOOD-UFSAR 2.3-101 TABLE 2.3-44 1977 - TOTAL SUSPENDED PARTICULATES (MICROGRAMS PER CUBIC METER)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            COOK COUNTY                      Arlington Heights 33 S. Arlington Heights Rd. 115 2 0 168 152 147 146 62 1.55            Bedford Park 6535 S. Central 60 2 0 254 155 146 127 73 1.50            Bedford Park 6700 S. 78th Ave. 60 0 0 133 126 125 117 64 1.49            Blue Island 12700 Sacramento 115 11 1 282 216 205 196 78 1.55 Blue Island (RASN) 12700 Sacramento 4 0 0 117 70 57 56 Calumet City 755 Pulaski Road 111 7 1 264 200 200 183 66 1.63 Chicago Heights 450 State Street 24 5 0 243 238 216 172 Chicago Heights Dixie Highway and 10th 108 3 0 191 178 175 147 56 1.65            Cicero 15th St. and 50th Avenue 101 4 0 210 172 160 155 76 1.54            Des Plaines 1755 S. Wolf Road 111 1 0 157 142 141 134 58 1.58 Evanston 1454 Elmwood 52 0 0 113 89 82 73 39 1.45 Flossmoor 999 Kedzie Avenue 107 1 0 174 144 144 138 55 1.57 Franklin Pk. 3400 N. Rose Street 113 3 0 179 160 156 138 59 1.58 BRAIDWOOD-UFSAR 2.3-102 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Glenview 1930 Prairie Street 30 1 0 176 125 124 120 Harvey 157th and Lexington 106 9 0 229 221 215 207 67 1.70 Hillside Wolf Road and Harrison 113 2 0 172 166 138 126 57 1.56 McCook 50th Street and Glencoe 56 15 0 209 187 181 179 110 1.53            McCook Route 66 and Lawndale 50 10 0 219 217 199 187 101 1.53 Midlothian 15202 Crawford Avenue 116 3 0 158 154 152 142 49 1.58 Morton Grove 9111 Waukegan 111 2 0 169 151 145 125 58 1.62 Niles 8955 Greenwood Avenue 106 1 0 201 141 140 127 56 1.62 Oak Park Lake and Grove St. 112 0 0 137 122 111 107 53 1.52 Orland Park 133rd and LaGrange 109 1 0 177 142 135 134 52 1.67 Palatine 1000 Quentin Road 114 3 0 162 156 152 138 49 1.64 Park Forest 100 Park Avenue 109 1 0 155 134 127 114 48 1.56 River Forest Lathrop and Oak Avenue 115 1 0 173 134 130 128 55 1.58            Skokie 4401 Dempster 54 1 0 208 125 109 93 48 1.82 Skokie 7701 Lincoln 56 0 0 140 113 110 106 55 1.57 Summit 60th and 74th Avenue 111 11 0 196 186 172 163 78 1.63  

BRAIDWOOD-UFSAR 2.3-103 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Wilmette 9th Street and Central Avenue 113 0 0 142 124 112 102 43 1.71 Winnetka 112 Willow 58 0 0 111 89 84 81 39 1.65 

Chicago:           

Addams Elementary School 10810 S. Avenue "H" 114 33 8 385 351 342 329 118 1.69 

Anthony Elementary School 9800 S. Torrence Ave. 109 17 1 313 248 232 230 88 1.65 Austin West High           School 118 North Central 114 10 0 238 187 173 170 80 1.70 

Calumet High Sch. 8131 South May St. 112 8 1 278 255 213 175 69 1.60 

Carver High Sch. 801 East 133rd Pl. 108 13 2 292 285 235 232 83 1.62 

CAMP 445 Plymouth Court 7 2 0 202 174 115 98   

Central Office Building 320 North Clark 4 0 0 101 78 74 44   

Chicago Vocational H.S. 2100 E. 87th Street 105 8 2 282 281 200 177 75 1.69 

BRAIDWOOD-UFSAR 2.3-104 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Cooley Vocational           H.S. 1225 North Sedgwick 114 19 1 373 245 235 234 95 1.57 Crib 68th St. and Lake           Michigan 67 1 0 152 148 145 136 50 1.99 Edgewater 5358 North Ashland           Avenue 101 4 0 218 208 167 157 65 1.62 Farr Dormitory 3300 S. Michigan Ave. 29 2 0 245 155 147 140 Fenger Junior           College 11220 South Wallace 106 12 2 291 277 245 233 72 1.66 G.S.A. Building 538 South Clark 111 6 0 225 221 183 163 78 1.59 Hale Elementary           School 6140 South Melvina Ave. 111 13 3 378 287 280 250 88 1.64            Kelly High School 4136 South California 113 10 1 374 241 233 213 81 1.60            Kenwood High           School 5015 Blackstone 110 9 3 309 300 261 215 66 1.76 Lakeview High           School 4015 North Ashland 113 7 0 251 204 178 175 66 1.71 Lindblom High           School 6130 S. Wolcott Ave. 106 6 2 288 261 230 175 77 1.58 

BRAIDWOOD-UFSAR 2.3-105 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Logan Square 2960 W. Cortland Ave. 56 1 0 160 142 140 138 73 1.51 Medical Center 1947 W. Polk 58 5 0 177 168 164 164 79 1.53 South Water Filt.           Plant 3300 E. Cheltenham 92 13 3 405 319 269 260 78 1.90 Steinmetz High           School 3030 N. Mobile Avenue 111 1 0 219 139 136 133 62 1.59 Stevenson Elem.           School 8010 S. Kostner Avenue 104 9 2 429 265 323 170 69 1.74 Sullivan High           School 6631 N. Bosworth 106 1 0 156 146 127 121 53 1.69 Taft High School 5625 N. Natoma 100 11 1 276 220 210 207 70 1.81            Von Steuben High           School 5039 N. Kimball Ave. 109 3 0 176 159 154 148 59 1.63 Washington High           School 3500 E. 114th St. 113 67 19 1106 688 617 601 170 1.72            DuPAGE COUNTY                      Addison 130 W. Army Trail Rd. 56 0 0 112 108 107 100 54 1.43 Bensenville Main and York 56 10 1 267 213 211 209 88 1.68 

BRAIDWOOD-UFSAR 2.3-106 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Bensenville 375 Meyer 59 2 0 159 154 146 143 63 1.63 Elmhurst 118 Schiller 58 2 0 235 160 147 130 71 1.53 Naperville 175 Jackson Street 57 1 0 165 135 125 123 58 1.52 West Chicago DuPage County Airport 55 0 0 127 119 118 109 48 1.51 West Chicago 128 W. McConnell 54 2 0 179 167 135 131 56 1.47 Wheaton 201 Reber Street 59 0 0 145 130 111 108 59 1.53 KANE COUNTY                      Elgin 1002 North Liberty 42 0 0 139 118 117 117 56 1.56 KANKAKEE COUNTY                      Bradley 610 East Liberty 51 4 1 281 206 167 166 70 1.72 KENDALL COUNTY                      Plano Main Street 24 0 0 135 122 114 109 LAKE COUNTY                      Island Lake Island Lake Grade School 56 1 0 155 101 99 95 47 1.59            Lake Bluff 121 E. Sheridan 55 0 0 124 88 86 75 40 1.52 

BRAIDWOOD-UFSAR 2.3-107 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            North Chicago           (RASN) 1850 Lewis Avenue 36 0 0 145 140 100 91 Waukegan 106 Utica 60 2 0 159 151 149 148 62 1.56 Waukegan Golf and Jackson 44 0 0 139 127 127 106 46 1.74 Waukegan 2200 Brookside 58 0 0 143 117 110 110 52 1.52 McHENRY COUNTY                      Cary 1st St. and Three Oaks Rd. 51 0 0 126 110 84 82 41 1.55            Crystal Lake Franklin and Caroline 45 0 0 108 99 98 80 44 1.49 WILL COUNTY                      Crete North and Elizabeth 39 0 0 108 99 98 80 -- ---
Joliet 5 East Van Buren 38 1 1 368 137 128 128 -- ---
Joliet Midland and Campbell 44 0 0 146 146 139 121 -- ---
Joliet 1425 North Broadway 30 2 0 163 154 139 120 -- ---
Joliet Copperfield and Briggs 29 0 0 142 81 61 59 -- ---
Joliet Joliet and Benton 56 6 0 210 200 171 163 80 1.69 

BRAIDWOOD-UFSAR 2.3-108 TABLE 2.3-44 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES ANNUAL STATISTICS    >150 >260     GEOMETRIC STD. GEO. STATION ADDRESS TOTAL UG M 3 UG M 3 1st 2nd 3rd 4th MEAN DEVIATION            Joliet 1216 Houbolt 49 0 0 127 95 87 86 48 1.57 Joliet 501 Ella 38 3 0 165 161 158 135 80 1.51 Lockport 5th and Madison 44 2 0 164 157 150 146 63 1.64 Mokena 10940 Front Street 52 3 0 207 177 162 143 62 1.56 Monee 432 E. Main Street 40 1 0 188 140 134 109 56 1.62 Plainfield 1005 Eastern 44 3 0 165 162 156 135 59 1.62 Rockdale Well #2 Pump Station 56 3 1 262 158 155 150 87 1.46 Romeoville Naperville Road 44 2 0 160 155 146 135 58 1.71 Wilmington South Joliet Street 44 0 0 123 111 110 105 54 1.51 

BRAIDWOOD-UFSAR 2.3-109 TABLE 2.3-45 1977 - SHORT-TERM TRENDS FOR TOTAL SUSPENDED PARTICULATES ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Arlington Heights 33 S. Arlington Heights Rd. - - - - 72 67 62 Bedford Park 6535 S. Central 99 105 93 104 104 78 73 Bedford Park 6700 S. 78th Ave. 83 85 88 93 79 69 64 Blue Island 12700 Sacramento 80 66 97 93 92 85 78 Calumet City 755 Pulaski Road 68 56 71 90 77 74 66 Chicago Heights 450 State Street - 80 71 - 139 - -          Chicago Heights Dixie Highway and 10th 61 47 60 72 63 63 56 Cicero 15th Street and 50th Avenue 77 74 88 89 90 75 76 Des Plaines 1755 South Wolf Road 53 44 59 57 61 54 58 Evanston 1454 Elmwood - 60 51 42 41 38 39 Flossmoor 999 Kedzie Avenue 45 50 60 63 58 66 55 Franklin Pk. 3400 North Rose Street 63 53 63 69 70 59 59 Glenview 1930 Prairie Street 65 68 61 54 - - -
Harvey 157th and Lexington 89 56 78 83 79 75 67 Hillside Wolf Road and Harrison 58 59 67 74 68 68 57 

BRAIDWOOD-UFSAR 2.3-110 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 McCook 50th Street and Glencoe 114 113 125 94 104 101 110 McCook Route 66 and Lawndale 135 120 107 96 99 91 101 Midlothian 15202 Crawford Avenue 54 42 57 68 62 59 49 Morton Grove 9111 Waukegan 70 51 61 57 - 54 58 Niles 8955 Greenwood Avenue 49 46 66 63 68 56 56 Oak Park Lake and Grove St. - - - 53 Orland Park 133rd and LaGrange 63 48 58 61 65 69 52 Palatine 1000 Quentin Road 47 33 43 52 51 57 49 Park Forest 100 Park Avenue 50 43 51 57 51 47 48 River Forest Lathrop and Oak Avenue 66 54 67 68 67 59 55 Skokie 4401 Dempster - 39 49 48 Skokie 7701 Lincoln - - - - 44 58 55 Summit 60th and 74th Avenue 57 62 86 87 89 88 78 Wilmette 9th Street and Central Avenue 44 38 41 54 48 42 43 Winnetka 112 Willow 53 61 36 39 38 42 39 

BRAIDWOOD-UFSAR 2.3-111 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Chicago:                  Addams Elementary School 10810 South Avenue "H" 132 115 122 129 105 131 118 Anthony Elementary School 9800 South Torrence Avenue 102 97 91 95 86 90 88 

Austin West High School 118 North Central - - - - - 89 80          Calumet High School 8131 South May Street 92 80 82 80 69 73 69 Carver High School 801 East 133rd Place 108 101 92 73 73 91 83 CAMP 445 Plymouth Court 173 155 156 120 121 122 -
Central Office Building 320 Clark 115 97 82 - - -
Chicago Vocational High School 2100 E. 87th Street 99 84 82 91 76 79 75 Cooley Vocational High School 1225 North Sedgwick 132 116 126 112 94 94 95 Crib 68th St. and Lake Michigan - - 62 52 - - 50          Edgewater 5358 North Ashland - - - - - 69 65 Farr Dormitory 3300 South Michigan Ave. 109 87 79 85 Fenger Junior College 11220 South Wallace 93 79 79 85 80 80   72 G.S.A. Building 538 South Clark 116 101 108 103 95 80   78 

BRAIDWOOD-UFSAR 2.3-112 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Hale Elementary School 6140 South Melvina 100 87 92 80 68 88 88 Kelly High School 4136 South California 96 96 88 90 85 83 81 Kenwood High School 5015 Blackstone 91 80 76 70 65 71 66 Lakeview High School 4015 North Ashland 93 80 83 75 70 72 66 Lindblom High School 6130 South Wolcott Ave. 83 89 80  63 75 77 Logan Square 2960 W. Cortland Ave. 104 85 78 81 72 66 73 Medical Center 1947 West Polk 122 103 127 86 90 72 79 South Water Filt. Plant 3300 E. Cheltenham 95 67 68 68 67 67 78 Steinmetz High School 3030 N. Mobile Ave. 72 67 72 65 67 64 62 Stevenson Elem. School 8010 S. Kostner Ave. 87 83 79 69 75 77 69 Sullivan High School 6631 N. Bosworth 84 71 65 63 57 58 53 Taft High School 5625 N. Natoma 76 70 76 76 60 64 70 Von Steuben High School 5039 N. Kimball Ave. 85 48 64 64 70  59          Washington High School 3500 E. 114th Street 168 134 163 153 148 175 170 

BRAIDWOOD-UFSAR 2.3-113 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 DuPAGE COUNTY Addison 130 W. Army Trail Rd. 72 91 81 66 68 53 54 Bensenville Main and York 160 114 110 100 93 109 88 Bensenville 375 Meyer - - -  55 57 63 Elmhurst 118 Schiller 94 95 69 73 69 69 71 Naperville 175 Jackson Street -  65 69 68 58 58 West Chicago DuPage County Airport -  51 51 68 51 48 West Chicago 128 W. McConnell - - 60 58 70 59 56 Wheaton 201 Reber Street 75 76 51 40  58 59 KANE COUNTY Elgin 1002 North Liberty 89 92 56 57 60 59 56 KANKAKEE COUNTY                  Bradley 610 East Liberty - - - -   70 KENDALL COUNTY                  Plano Main Street - - - -  62  

BRAIDWOOD-UFSAR 2.3-114 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 LAKE COUNTY Island Lake Island Lake Grade School 89 53 58 41 47 46 47 Lake Bluff 121 E. Sheridan 50 55 43 39 42 43 40 North Chicago 1850 Lewis Avenue 86 83 69 58 65 58 62 Waukegan Golf and Jackson - - - - -  46 Waukegan 2200 Brookside - - - - -  52 McHENRY COUNTY                  Cary 1st St. and Three Oaks Rd. 64  60   41          Crystal Lake Franklin and Caroline 44 53   46 49 44 WILL COUNTY Crete North and Elizabeth 96 84 56 65 60 72 Joliet 5 East Van Buren  105 81  77 91 Joliet Midland and Campbell 87 97 68 87 71 72 Joliet 1425 North Broadway 98 97 78 86 78 Joliet Copperfield and Briggs 97 84 66 72 72 71  

BRAIDWOOD-UFSAR 2.3-115 TABLE 2.3-45 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Joliet Joliet and Benton 114 95 83 78 94 83 80 

Joliet 1216 Houbolt - - 61 59 58 75 43 

Joliet 501 Ella - - 63 85 79 82 80 

Lockport 5th and Madison 87 79 62 74 70 68 63 

Mokena 10940 Front Street 87 72 61 73 61 73 62 

Monee 432 E. Main Street 61 49 41 63 48 64 56 

Plainfield 1005 Eastern - - -   86 59          Rockdale Well #2 Pump Station 112 104 80 112 97 104 87 

Romeoville Naperville Road 78 48 36 77 65 80 58 

Wilmington South Joliet Street - - - - -  54 

____________________ - Site not in operation during year shown. 

BRAIDWOOD-UFSAR 2.3-116 TABLE 2.3-46 1977 - SULFUR DIOXIDE PARTS PER MILLION NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION COOK COUNTY Bedford Park 6535 South Central 6647  0 0 .321 .110 .086 .046 .016 1.90 58 NA 0  NA  NA .017 .015 .005 2.50 Bedford Park 6700 South 78th  57 NA 0  NA  NA .017 .016 .004 1.78 Blue Island 12700 Sacramento  116 NA 1  NA  NA .158 .085 .007 3.65 Blue Island (RASN) 12700 Sacramento  6 NA 0  NA  NA .049 .029 Calumet City 755 Pulaski Road 7181  0 1 .21 .16 .15 .12 .02 2.61 

113 NA 0  NA  NA .027 .016 .003 2.32 Chicago Heights Dixie Highway           

and 10th 7504  0 0 .16 .12 .06 .06 .02 2.31 113 NA 0  NA  NA .030 .027 .003 2.64 Cicero 15th Street and           

50th Avenue  117 NA 0  NA  NA .063 .048 .007 3.62 Des Plaines 1755 South Wolf Road  112 NA 0  NA  NA .028 .027 .003 2.38 Flossmoor 999 Kedzie  117 NA 0  NA  NA .031 .025 .004 2.79 Harvey 157th and Lexington  108 NA 0  NA  NA .038 .034 .004 2.87 

BRAIDWOOD-UFSAR 2.3-117 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Hillside Wolf Road and            Harrison 7600  0 0 .17 .15 .08 .07 .02 2.31 116 NA 0  NA  NA .035 .033 .002 2.02 McCook 50th Street and            Glencoe 7591  0 0 .138 117 .058 .058 .014 2.20 

Morton Grove 9111 Waukegan  115 NA 0  NA  NA .027 .021 .003 2.53 

Oak Park 834 Lake Street  114 NA 0  NA  NA .043 .039 .007 3.49 

Park Forest 100 Park Ave. 113 NA 0  NA  NA .042 .025 .003 2.57 

Skokie 9800 Lawler 7216  0 0 .08 .08 .05 .04 .01 2.03 114 NA 0  NA  NA .042 .023 .003 2.26 

Summit 60th and 74th Ave. 111 NA 0  NA  NA .034 .027 .007 3.30 

Wilmette 9th Street and Central Avenue  115 NA 0  NA  NA .059 .040 .004 2.70             Chicago:            

Addams Elementary School 10810 South Ave. "H"  58 NA 0  NA  NA .051 .044 .013 3.58 

BRAIDWOOD-UFSAR 2.3-118 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Anthony Elementary            School 9800 South Torrence  53 NA 0  NA  NA .069 .049 .008 3.23 Austin West            High School 118 North Central 1377  0 0 .06 .05 .02 .02 60 NA 0  NA  NA .063 .044 .010 3.14 Calumet High            School 8131 South May  61 NA 0  NA  NA .023 .013 .004 2.64 Carver High Sch. 801 East 133rd Pl. 58 NA 0  NA  NA .052 .039 .008 3.19 

CAMP 445 Plymouth 7365  0 1 .207 .173 .142 .116 .017  -
7 NA 0  NA  NA .041 .030 Cermak Pump Station 735 W. Harrison 3204  0 0 .10 .10 .08 .06   

Central Office            Building 320 North Clark  0 - -  -  -  -  -
Chicago Vocational H.S. 2100 E. 87th St. 60 NA 0  NA  NA .053 .051 .010 3.13 Cooley Vocational H.S. 1225 N. Sedgwick  61 NA 0  NA  NA .083 .080 .013 4.24 

Crib 68th St. and Lake Michigan  36 NA 0  NA  NA .073 .024 .009 2.86 

BRAIDWOOD-UFSAR 2.3-119 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION Edgewater 5358 N. Ashland 1859  0 0 .07 .07 .04 .04      56 NA 0  NA  NA .049 .024 .007 3.09 

Fenger Junior            College 11220 S. Wallace 2102  0 0 .07 .06 .03 .03      60 NA 0  NA  NA .041 .037 .007 3.24 

G.S.A. Building 538 South Clark  56 NA 0  NA  NA .115 .092 .019 4.22 

Hale Elementary School 6140 S. Melvina  61 NA 0  NA  NA .082 .043 .013 2.96 

Kelly High School 4136 S. California  60 NA 0  NA  NA .031 .029 .006 2.91 

Kenwood High Sch. 5015 Blackstone 2077  0 0 .04 .04 .03 .03 61 NA 0  NA  NA .066 .064 .014 2.61 

Lakeview High Sch. 4015 N. Ashland  61 NA 0  NA  NA .078 .067 .011 3.25 Lindbloom High Sch. 6130 S. Wolcott 3777  0 0 .05 .05 .04 .04      60 NA 0  NA  NA .043 .038 .007 3.26 

Medical Center 1947 West Polk 7883  0 0 .214 .149 .076 .073 .012 2.13 

South Water Filt.
Plant 3300 E. Cheltenham  56 NA 0  NA  NA .022 .017 .005 2.63 

BRAIDWOOD-UFSAR 2.3-120 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION State Office            Building 160 North LaSalle 5854  0 0 .205 .200 .122 .120 Steinmetz High            School 3030 North Mobile  59 NA 0  NA  NA .049 .039 .010 3.14 Stevenson Elem.            School 8010 S. Kostner 2015  0 0 .05 .05 .02 .02 57 NA 0  NA  NA .032 .020 .006 2.94 Sullivan High            School 6631 N. Bosworth  60 NA 0  NA  NA .051 .047 .009 3.25 Taft High School 5625 N. Natoma 1813  0 0 .05 .05 .04 .04 56 NA 0  NA  NA .049 .037 .007 3.27 Washington High            School 3500 E. 114th St. 60 NA 0  NA  NA .056 .037 .010 3.40 DuPAGE COUNTY Bensenville 375 Meyer  44 NA 0  NA  NA .037 .024 .007 2.48 LAKE COUNTY Waukegan Golf and Jackson 6641  0 0 .100 .095 .087 .081 .012 2.07 Waukegan 3010 Grand Avenue  46 NA 0  NA  NA .042 .020 .006 2.35 

BRAIDWOOD-UFSAR 2.3-121 TABLE 2.3-46 (Cont'd)
NUMBER OF SAMPLES HIGHEST SAMPLES (PPM) ANNUAL STATISTICS     3-HR 24-HR 3-HR 24-HR       AVG. AVG. AVG. AVG. ARITH. STD. GEO. STATION ADDRESS 1 HR 24 HR >5 >14 1ST 2ND 1ST 2ND MEAN DEVIATION WILL COUNTY Joliet Midland and Campbell  32 NA 0  NA  NA .023 .018 Joliet Joliet and Benton 8062  0 0 .172 .082 .045 .038 .008 .174 Lockport 5th and Madison  30 NA 0  NA  NA .016 .011 Rockdale Well #2 Pump Station  32 NA 0  NA  NA .025 .021 Romeoville Naperville Road  13 NA 0  NA  NA .024 .013  

____________________
NA - Not Applicable. 

BRAIDWOOD-UFSAR 2.3-122 TABLE 2.3-47 1977 - SHORT-TERM TRENDS FOR SULFUR DIOXIDE ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 COOK COUNTY Bedford Park 6535 South Central .028 .017 .016 .021 .007 .018 .016 Bedford Park 6700 South 78th .026 .022 .016  .006 .005 .004 Blue Island 12700 Sacramento - .004 .006 .016 .029 .019 .007 Calumet City 755 Pulaski .013 .009 .009 .012 .010 .02  .02 Chicago Heights Dixie Highway and 10th .013 .012 .011 .012 .009 .02  .02 Cicero 15th Street and 50th Avenue .013 .012 .012 .010 .010 .007 .007 Des Plaines 1755 South Wolf Road - -  .001 .002 .004 .003 .003 Flossmoor 999 Kedzie - -  - -  .008 .004 Harvey 157th and Lexington .015 .007 .008 .009 .011 .005 .004 Hillside Wolf Road and Harrison .009 .008 .004 .006 .006 .003 .02 McCook 50th and Glencoe .037 .035 .035   .015 .014 Morton Grove 9111 Waukegan .023 .006 .004 .004  .004 .003 Oak Park 834 Lake Street - -  - - - - .007 Park Forest 100 Park Avenue .004 .004 .005 .004 .004 .002 .003 

BRAIDWOOD-UFSAR 2.3-123 TABLE 2.3-47 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Skokie 9800 Lawler - -  - -  .02 .01          Summit 60th and 74th Avenue .007 .007 .004 .015 .010 .007 .007 Wilmette 9th Street and Central Avenue .020 .005 .002 .003 .005 .003 .004 Chicago:                  Addams Elementary School 10810 South Avenue "H" - .020 .026 .021 .016 .015 .013 Anthony Elementary School 9800 South Torrence - .015 .011 .003 .007 .009 .008 Austin West High School 118 North Central - -  - -  .006 .010 Calumet High School 8131 South May .015 .023 .016 .013 .009 .007 .004 Carver High School 801 East 133rd Place .024 .022 .016 .013 .008 .010 .008 CAMP 445 Plymouth - -   .019 .019 .020 .017 Cermak Pump Station 735 West Harrison - -  - - - -           Central Office Building 320 North Clark - -  - .016  .010           Chicago Vocational High School 2100 E. 87th Street .007 .014 .014 .912 .009 .008 .010 Cooley Vocational High School 1225 North Sedgwick .030 .025 .022 .021 .016 .011 .013 Crib 68th and Lake Michigan - -  - - - -  .009  

BRAIDWOOD-UFSAR 2.3-124 TABLE 2.3-47 (Cont'd)
ANNUAL MEAN (UG M
: 3)          STATION ADDRESS 1971 1972 1973 1974 1975 1976 1977 Edgewater 5358 North Ashland - -  - - - - .007 Fenger Junior College 11220 South Wallace .017 .022 .016 .014 .011 .009 .007 G.S.A. Building 538 South Clark .027 .036 .030 .023 .019 .013 .019 Hale Elementary School 6140 South Melvina .017 .027 .021 .014 .011 .012 .013 Kelly High School 4136 South California .024 .020 .014 .011 .011 .007 .006 Kenwood High School 5015 Blackstone   - .025 .019 .014 .011 .007 .014 Lakeview High School 4015 North Ashland .029 .027 .019 .010 .013 .009 .011 Lindbloom High School 6130 South Wolcott .016 .018 .011 .013 .008 .007 .007 Medical Center 1947 West Polk - -   .031 .017 .015 .012 South Water Filt. Plant 3300 E. Cheltenham - .016 .015 .008 .006 .008 .005 Steinmetz High School 3030 North Mobile .018 .014 .009 .007 .007 .006 .010 Stevenson Elem. School 8010 South Kostner .012 .014 .019 .014 .011 .009 .006 Sullivan High School 6631 North Bosworth .019 .022 .016 .010 .006 .007 .009 Taft High School 5625 North Natoma .016 .017 .012 .010 .007 .006 .007 Washington High School 3500 East 114th Street - -  .021 .022 .013 .011 .010 

____________________ 
- Site not in operation during year shown. 

BRAIDWOOD-UFSAR 2.3-125 TABLE 2.3-48 PRECIPITATION FOR AU RORA AND KANKAKEE

PRECIPITATION   (inches) AURORA (1901-1962) KANKAKEE (1917-1962)    Monthly Maximum 14.86 (October 1954) 10.6 9 (October 1941)
Monthly Minimum  0.08 (January 1961)  0.1 0 (February 1947) 24-hour Maximum 10.48 (October 1954)  8.4 3 (July 1957)
SNOWFALL (inches) AURORA (1901-1962) KANKAKEE (1917-1962)    Monthly Maximum 36.4 (December 1951) 25.7 (January 1918) 

BRAIDWOOD-UFSAR 2.3-126   REVISI ON 5 - DECEMBER 1994 TABLE 2.3-49 MINIMUM EXCLUSION AREA BOUNDARY (MEAB) DISTA NCES FOR BRAIDWOOD

MINIMUM EXCLUSION AREA SECTOR BOUNDARY DISTANCE (feet)
N 1760   NNE 2000   NE 2165   ENE 2075   E 2075   ESE 2075   SE 2030   SSE 1875   S 1875   SSW 1875   SW 1840   WSW 1700   W 1700   WNW 1625   NW 1625   NNW 1625 BRAIDWOOD-UFSAR 2.3-127       REVISI ON 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-50 BRAIDWOOD STATION JOINT WIND-STABILITY CLASS FREQUENCY DISTRIBUTION (1994-1998) 34 FT METEOROLOGICAL TOWER LEVEL Wind Direction Category Stability Class Wind Speed Category(1) (2) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWTotal 2 0 0 2 3 0 1 3 2 0 3 0 0 1 0 0 0 15 3 32 29 99 71 78 37 52 74 63 38 27 42 51 34 39 27 793 4 71 77 67 12 16 20 19 35 62 108 61 71 76 82 108 106 991 5 2 6 0 0 0 1 9 16 30 38 21 7 16 45 19 18 228 6 0 0 0 0 0 0 0 4 9 5 1 0 0 1 0 0 20 1 (A) 7 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 4 2 0 1 5 6 6 1 1 3 4 0 0 0 1 1 1 2 32 3 31 29 51 53 53 43 48 53 30 30 30 30 62 42 42 35 662 4 32 45 37 18 15 7 13 27 48 61 49 54 47 86 74 66 679 5 5 4 3 0 0 0 5 14 19 26 27 12 20 30 12 15 192 6 0 0 0 0 0 0 0 1 5 3 0 0 1 3 0 0 13 2 (B) 7 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 2 1 3 3 12 11 6 6 2 4 2 1 3 3 1 2 0 60 3 42 46 77 68 77 59 57 67 42 43 44 51 82 76 62 45 938 4 41 44 47 9 16 7 23 47 54 74 81 79 78 104 106 70 880 5 9 9 2 0 0 1 7 22 26 49 22 20 19 34 15 16 251 6 1 0 0 0 0 0 0 2 2 11 0 1 1 5 0 0 23 3 (C) 7 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 2 40 72 105 167 151 50 28 23 15 13 25 32 49 81 87 55 993 3 293 348 507 601 397 294 295 326 178 164 241 364 482 464 534 436 5924 4 259 419 452 247 98 130 236 362 330 392 490 409 546 635 437 436 5878 5 57 129 67 5 2 20 74 176 278 361 235 142 298 309 73 148 2374 6 9 1 0 0 0 0 0 18 67 98 40 19 46 45 2 19 364 4 (D) 7 0 0 0 0 0 0 0 0 1 10 7 0 3 0 0 0 21 2 127 144 231 387 425 193 81 51 29 30 29 65 141 222 177 119 2451 3 325 405 394 531 390 489 575 633 380 295 363 646 547 558 402 356 7289 4 155 199 207 106 56 126 285 511 655 808 443 310 315 381 156 202 4915 5 47 101 100 12 1 12 47 136 290 362 98 76 101 119 30 37 1569 6 12 11 1 0 0 0 1 13 81 41 21 34 54 17 0 2 288 5 (E) 7 0 0 0 0 0 0 0 2 5 5 8 5 7 0 0 0 32 2 109 75 121 189 287 207 100 59 33 44 41 85 184 281 193 120 2128 3 66 33 14 15 34 200 151 126 73 102 96 383 303 132 54 40 1822 4 0 0 1 0 0 0 3 18 15 114 30 16 3 1 1 1 203 5 0 2 4 0 0 0 0 0 0 4 0 0 0 1 0 0 11 6 0 2 5 0 0 0 0 0 0 0 0 4 0 0 0 0 11 6 (F) 7 0 0 0 0 0 0 0 0 0 0 0 13 1 0 0 0 14 2 70 64 63 95 156 94 42 22 22 21 30 48 116 172 116 94 1225 3 9 4 0 4 25 36 16 4 6 15 8 143 69 22 7 10 378 4 1 0 0 0 0 0 0 1 2 6 1 1 0 0 0 0 12 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 (G) 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0  Notes:  1) Wind speed categories defined as follows:
Category Wind Speed (mph) 2 0.8 to <3.5 3 3.5 to <7.5 4 7.5 to <12.5 5 12.5 to <18.5 6 18.5 to <24 7 24    2) Wind speed Category 1 is assumed for calms occurrences.       Calm occurrences by stability class: A=0, B=0, C=0, D=0, E=3, F=20, G=19 2.3-128       REVISI ON 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-51 BRAIDWOOD STATION JOINT WIND-STABILITY CLASS FREQUENCY DISTRIBUTION (1994-1998) 203 FT METEOROLOGICAL TOWER LEVEL Wind Direction Category Stability Class Wind Speed Category(1) (2) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Total 2 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 2 3 14 15 34 42 32 24 24 25 27 21 8 16 19 8 9 8 326 4 54 40 71 49 50 30 30 67 56 43 45 52 77 43 61 58 826 5 40 34 44 16 13 19 10 9 57 84 35 26 49 54 97 63 650 6 1 2 1 2 5 4 4 6 14 38 11 5 5 34 32 9 173 1 (A) 7 0 0 0 0 0 1 4 9 19 20 4 0 0 8 10 0 75 2 0 0 2 1 3 1 1 0 1 0 0 0 0 0 1 1 11 3 14 14 14 37 33 29 25 21 18 16 11 20 39 18 20 14 343 4 44 32 38 28 28 23 28 31 30 39 35 42 46 52 53 51 600 5 17 19 29 11 18 10 8 18 36 44 39 21 25 48 60 36 439 6 1 0 3 4 4 1 0 9 12 23 14 5 12 26 17 9 140 2 (B) 7 0 0 0 0 0 0 5 5 9 9 4 0 6 5 3 0 46 2 0 1 1 5 6 2 3 1 1 2 0 0 2 0 1 1 26 3 30 35 29 32 44 36 46 33 28 21 27 29 48 41 24 25 528 4 40 35 48 40 44 32 30 37 41 43 48 67 63 78 76 58 780 5 23 16 36 13 15 10 11 22 34 50 58 46 40 66 75 39 554 6 3 4 5 4 1 3 8 14 25 32 12 12 9 26 18 8 184 3 (C) 7 1 0 0 0 0 0 6 4 9 30 2 2 3 18 2 3 80 2 17 28 40 51 38 17 10 14 13 10 12 17 18 28 31 25 369 3 168 126 188 202 225 108 135 109 97 75 119 143 170 178 251 229 2523 4 251 249 362 407 303 175 190 256 159 136 317 322 398 431 444 333 4733 5 168 278 419 300 178 134 150 213 270 260 360 303 410 492 400 320 4655 6 44 86 136 62 47 68 116 127 229 285 158 77 197 282 131 100 2145 4 (D) 7 10 6 10 3 4 26 51 68 144 311 74 33 105 169 38 49 1101 2 16 21 24 24 17 12 8 7 7 5 7 11 15 21 21 21 237 3 140 98 156 196 154 83 99 92 72 44 107 98 88 102 135 107 1771 4 292 253 408 534 553 254 364 362 283 225 308 411 370 421 372 380 5790 5 147 223 268 186 186 298 370 442 581 637 481 386 407 483 308 227 5630 6 30 61 76 31 28 73 106 187 345 520 142 67 106 161 76 36 2045 5 (E) 7 20 33 55 16 1 27 45 70 191 249 58 57 109 90 29 5 1055 2 8 7 9 11 9 9 7 6 7 11 12 12 9 7 9 4 137 3 57 35 39 59 44 29 49 57 48 33 55 39 32 42 50 53 721 4 131 84 66 79 127 122 146 105 86 88 77 83 161 197 202 172 1926 5 33 24 19 16 46 155 130 54 63 36 112 115 227 168 54 23 1275 6 0 0 0 0 0 2 2 5 9 18 42 2 5 1 0 0 86 6 (F) 7 0 1 12 0 0 0 0 0 0 6 3 9 9 1 0 0 41 2 9 11 12 13 7 7 11 7 10 10 15 12 9 10 9 10 162 3 38 27 26 19 20 17 30 49 46 46 34 32 18 20 22 23 467 4 71 34 26 20 47 49 52 34 10 12 25 26 42 69 66 69 652 5 9 10 5 2 7 32 32 9 1 3 6 24 74 95 30 14 353 6 0 0 0 0 0 0 2 1 0 0 4 2 7 0 0 0 16 7 (G) 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0  Notes:  1) Wind speed categories defined as follows:
: 2) Wind speed Category 1 is a ssumed for calm occurrences. Calm occurrences by stability class: A=0, B=0, C=0, D=0, E=1, F=0, G=
2 Category Wind Speed (mph) 2 0.8 to <3.5 3 3.5 to <7.5 4 7.5 to <12.5 5 12.5 to <18.5 6 18.5 to <24 7 24 2.3-129        R EVISION 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-52 ARCON96 INPUT PARAMETER 

==SUMMARY==
FOR BRAIDWOOD STATION Control Room Fresh Air Intake Turbine Building Emergency Air Intake ARCON96 INPUT PARAMETER Containment Wall Plant Vent PORVs/Safety Valves Main Steam Line Break Containment Wall Plant Vent PORVs/Safety Valves Main Steam Line Break Release Height (m) 29.7 61 9.8 7.9 29.7 61 9.8 7.9 Intake Height (m) 21.2 21.2 21.2 7.9 20.4 20.4 20.4 20.4 Horizontal Distance from Intake to Stack (m) 7.6 34.1 22.9 43.3 30.5 27.4 35.1 13.4 Elevation Difference between Stack Grade and Intake Grade (m) 0 0 0 0 0 0 0 0 Building Area (m
: 2) 2916.7 2227.6 2916.7 2850.7 2916.7 752.6 2916.7 752.6 Direction from Intake To Stack (&deg;)
75 217 12 240 82 176 51 176 Vertical Velocity (m/s) 0 0 0 0 0 0 0 0 Stack Flow (m 3/s) 0 0 0 0 0 0 0 0 Stack Radius (m) 0 0 0 0 0 0 0 0 Initial Value of y (m) 8.18 0 0 0 8.18 0 0 0 Initial Value of z (m) 9.9 0 0 0 9.9 0 0 0 Minimum Wind Speed (m/s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Surface Roughness Length (m) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 UNIT 1 Sector Averaging Constant 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 Release Height (m) 29.7 61 9.8 7.9 29.7 61 9.8 7.9 Intake Height (m) 21.2 21.2 21.2 7.9 20.4 20.4 20.4 20.4 Horizontal Distance from Intake to Stack (m) 7.6 34.1 22.9 43.3 30.5 27.4 35.1 13.4 Elevation Difference between Stack Grade and Intake Grade (m) 0 0 0 0 0 0 0 0 Building Area (m
: 2) 2916.7 2227.6 2916.7 2850.7 2916.7 752.6 2916.7 752.6 Direction from Intake To Stack (&deg;) 106 323 168 300 99 4 129 4 Vertical Velocity (m/s) 0 0 0 0 0 0 0 0 Stack Flow (m 3/s) 0 0 0 0 0 0 0 0 Stack Radius (m) 0 0 0 0 0 0 0 0 Initial value of y (m) 8.18 0 0 0 8.18 0 0 0 Initial value of z (m) 9.9 0 0 0 9.9 0 0 0 Minimum Wind Speed (m/s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Surface Roughness Length (m) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 UNIT 2 Sector Averaging Constant 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 2.3-130        R EVISION 12 - DECEMBER 2008 BRAIDWOOD - UFSAR TABLE 2.3-53 ARCON96 CONTROL ROOM INTAKE /Q RESULTS* (sec/m
: 3) FOR BRAIDWOOD STATION Control Room Fresh Air Intake Turbine Building Emergency Air Intake Containment Wall Plant Vent PORVs/ Safety Valves** Main Steam Line Break Containment Wall Plant Vent PORVs/ Safety Valves** Main Steam Line Break 0-2 hour 1.73E-03 2.05E-03 1.57E-03 3.17E-03 1.01E-03 2.32E-03 7.66E-04 1.67E-02 2-8 hour 1.24E-03 1.48E-03 1.30E-03 2.73E-03 7.25E-04 1.74E-03 6.86E-04 1.44E-02 8-24 hour 5.23E-04 5.89E-04 5.58E-04 1.19E-03 3.07E-04 7.23E-04 3.12E-04 5.99E-03 1-4 days 3.55E-04 4.44E-04 3.32E-04 8.20E-04 2.07E-04 4.57E-04 1.80E-04 4.07E-03 UNIT 1 4-30 days 2.62E-04 3.46E-04 2.14E-04 6.02E-04 1.46E-04 3.62E-04 1.21E-04 2.80E-03 0-2 hour 1.64E-03 2.22E-03 1.74E-03 2.98E-03 1.00E-03 2.46E-03 8.14E-04 1.49E-02 2-8 hour 1.15E-03 1.80E-03 1.49E-03 2.61E-03 7.10E-04 1.87E-03 6.84E-04 1.23E-02 8-24 hour 4.93E-04 7.20E-04 6.18E-04 1.19E-03 3.01E-04 7.41E-04 2.70E-04 5.16E-03 1-4 days 3.19E-04 4.75E-04 3.94E-04 7.65E-04 1.90E-04 4.60E-04 1.48E-04 3.06E-03 UNIT 2 4-30 days 2.41E-04 3.81E-04 2.82E-04 6.60E-04 1.39E-04 3.16E-04 1.11E-04 2.01E-03
* Bolding and shading indicates the maximum unit /Q value.  ** PORVs/Safety Valve /Q values contain a factor of 5 reduction for vertical uncapped releases per RG 1.194, Section 6. 

BRAIDWOOD-UFSAR 2.5-1 2.5 GEOLOGY, SEISMOLOGY, A ND GEOTECHNICAL ENGINEERING 2.5.1  Basic Geologic a nd Seismic Data

This section present s basic geologic and seismic data obtained for the Braidwood Station located in Will County, Illinois. The site is about 4.5 miles southwest of the Kan kakee River in the northeastern quarter of Section 19 (T.32 N., R.9E.). This location is about 1.5 miles southwes t of the town of Braidwood and about 22 miles sou thwest of Joliet.
The location of the site in relation to the s urrounding area is shown on Figure 2.5-1.
Basic geologic and seism ic data for the site were developed by a program of field explo rations, laboratory tests, and office studies. This program included the following: 
: a. research of both published and unpublish ed geologic and seismic data,  b. geologic reconnaissance of the site and surrounding area,  c. test borings,  d. geophysical explorations,  
: e. laboratory tests, and 
: f. excavation mapping.
The purpose of this program was to determine the geology and seismic design parameters for the site. A more detailed program of field explorations was conduc ted with the spe cific objective of obtaining fou ndation design data. 

As predicted in the PSAR, the Pennsylv anian age Carbondale Formation and the Pleistocene age Wedron Formati on provided a suitable foundation base. The stratigraphy enco untered in the plant excavations was the same as that encounter ed in the PSAR stage borings. No sig nificant unanticipated geologic conditions requiring design changes were en countered in construction.
2.5.1.1 Regional Geology

2.5.1.1.1 Regional Geologic History

2.5.1.1.1.1 General The study of geologi c history provides an insight as to the tectonic stability of a region a nd a better understanding of stratigraphic relationsh ips between various soil and rock units.
It also furnishes correlative data w hich assist in the interpretation of events in adjacent regions. 

BRAIDWOOD-UFSAR 2.5-2 REVISION 9 - DECEMBER 2002 An accurate interpretati on of geologic history is the result of years of cumulative effort.
It is based on nu merous examinations of soil and rock units in exposures and from b orings with regard to lithology and fos sil content. Compar isons are drawn with events observed in present-day envir onments under the assumption that natural processes have remained constan t throughout geologic time. The plant site is located in p art of the glaci ated Till Plains Section of the Centr al Lowland Physiog raphic Province (Reference 1). 

A generalized composite stratigraphic column for north central Illinois is presented on Figure 2.5-2. The en tire series of stratigraphic units may not be present at any given locality; however, it is a graphic illustr ation of the changing geologic history. Individual periods of geologic time are discussed in the following subsections.
The ages for the geologic periods are taken from Reference 2. 

2.5.1.1.1.2 Precambrian (Ear lier Than Approximately 600 Million Years B.P.)
The Precambrian is the oldest recognized divis ion of geologic time, and its history is obscu re. In northern Illinois, Precambrian rocks lie so me 2000 to 5000 feet below sea level.
Their nature and history must be based on boring samples and observations of exposures in more distant regions. In Illinois, 28 borings have reac hed the Precambrian base ment. The borings most commonly encountered medium-to coarse-gr ained granite.
Other rock types reported ar e quartz mon zonite, rhyolite porphyry, and felsite (Reference 3). 

In central and northern Wisconsi n, Precambrian r ocks are exposed at the surface.
Here they record alternating periods of sedimentary deposition and erosion, mo untain building, metamorphism, and igneous activity.
These events were followed by a long period of erosion which reduced the cores of Precambrian mountains and formed a gently sloping peneplain of regional extent. It is inferred that similar events took place throughout nor thern Illinois.
2.5.1.1.1.3 Cambrian (Approximat ely 500 to Appro ximately 600 Million Years B.P.)
Due to the absence of early and middle C ambrian rocks in both northern Illinois and Wisconsi n, it is assumed that the long period of erosion wh ich took place in late Precambrian time continued through early and midd le Cambrian time. By late Cambrian time, a crustal flexure began to form the Central Interior Basin, and the lowlands were submerged by shallow seas which advanced from the south. Several thousand feet of sediments, now comprising the Croixan Series, we re deposited in   

BRAIDWOOD-UFSAR 2.5-3 northern Illinois. Cond itions were variable f rom time to time, producing a wide variation of rock type. Cambrian time was ended by uplift of the region above sea level succeeded by a period of erosion.
The area of central Wisconsin was pr obably uplifted several times during the Paleozoic Era.
Initial movements may have taken place during Cambrian time to form the Wisconsin D ome, but evidence for time and spatial relations is scarce (Reference 4).
2.5.1.1.1.4 Ordo vician (430 
+/-10 to Approximately 500 Million Years B.P.)
The Ordovician perio d began with a readvance of the sea. Initial deposition consisted primarily of calcareous materials followed by alternating p eriods of clastic and ca lcareous deposition, all of which comprise the Canadi an Series. 

At the end of Canadi an time, regional up lifting occurred, and widespread erosion was initiated. A wel l-defined river system was developed in portions of nor thern Illinois.
Deep erosional valleys were produced, which possibly cut into the underlying Cambrian sediments. During this period, significant uplift of the Wisconsin Dome is recognized. 

Following the long period of erosion, Champlai nian time was initiated by an adva nce of the sea over existing erosional topography. Unconsoli dated soils were rewor ked, and sand was deposited under condit ions which remained stable over a vast area. The period of sand deposition was fol lowed by relatively brief emergence. Ag ain the sea advanced to initiate some reworking, after which a long period of calc areous deposition in clear seas with subseque nt emergence complet ed the Champlainian Series. 

Emergence was apparently brief, and the region was again submerged by a sea which advanced from the south.
Deposits of the Cincinnatian Series initia lly consisted of thick accumulations of silt and mud, probably in shallow, turbid seas.
Later, the seas cleared, and calcareous deposits were formed.
Finally, turbid conditio ns returned with the deposition of more silt and mud. 

The Kankakee Arch may have begun to form dur ing the Ordovician.
Structural relief is believed to have occurred by subsidence of the Illinois and Michigan Basins while the Arch remained stable, forming a boundary b etween them. This stability has been theoretically attributed to the presence of an underlying eroded core of a Precam brian mounta in range. 

Ordovician time was ended by elevation of th e region above sea level followed by long continued erosion. 

BRAIDWOOD-UFSAR 2.5-4 2.5.1.1.1.5 Silurian (400 
+/-10 to 430 
+/-10 Million Years B.P.)
After an erosional int erval of long duration , northern Illinois was again inundated during Alexa ndrian time by marin e waters that advanced from the Gulf of Mexico and eventually connected with seas to the north. De position began with clastic sediments in shallow seas whi ch became clear before t he end of Alexandrian time, as indicated by pure carbonates. 

Deposition during the following Niagaran time is represented by a thick carbonate sequence characterized by reef
: s. This period of deposition was f ollowed by uplift and th en erosion which began late in Silurian and con tinued into Devo nian time.
2.5.1.1.1.6 Devonian (340 
+/-10 to 400 
+/-10 Million Years B.P.)
Following the deposition of the Silurian beds, a second uplifting of the Wisconsin Dome is recognized. This time, an arch was 

formed that extended southeastward from Wisconsin into Illinois, almost to the city of Kankakee. This struct ure is called the Wisconsin Arch. 

Erosion in northern Il linois continued from Silurian through early Devonian time. The middle Devonian depo sition began with a major transgression of the sea. The Sangamon and Kankakee Arches acted as barriers for a time.
Sedimentation b egan with an accumulation of calcareo us materials and end ed with the emergence of the region ab ove sea level and subs equent erosion, which appears to have removed much of the Devo nian rocks in northern Illinois. 

2.5.1.1.1.7 Miss issippian (320 
+/-10 to 340 
+/-10 Million Years B.P.)  The events which took place in northern Illino is between the close of the Devonian and the beginning of the Pennsylvanian period are not clearly known. 

Mississippian-aged dep osits are generally not found in extreme northern Illinois. It is postul ated that Miss issippian seas never advanced completely over the region.
Where observed, however, the deposits consis ted predominantl y of marine carbonates. Initial d eposits, however, were silt and mud. A somewhat gradual transition is i ndicated in adjacent regions between early Mississi ppian and late Dev onian deposition. 

During this span of time, the major folding of the La Salle Anticline took place, probably during late M ississippian, along with additional move ment of the Kankakee Arch. The Sandwich Fault was probably formed as a result of subse quent relaxational movements. These tectonic m ovements were accompanied by widespread erosion which remov ed existing Mississippian- and Devonian-aged deposi ts throughout most of no rthern Illinois. In BRAIDWOOD-UFSAR 2.5-5 Wisconsin, the Wisconsin Dome had become prominent by the close of Mississippian time.
2.5.1.1.1.8 Penn sylvanian (270 
+/- 5 to 320 
+/- 10 Million Years B.P.)  In Pennsylvanian time, conditions controllin g sedimentation were considerably different f rom those in which earlier Paleozoic sediments were deposited. T hroughout Pennsylvanian time, highland areas existed a long the eastern and southern parts of North America. The inte rior part of the continent was a plain that was repeatedly submerged by the sea or lay a short distance above it. When the sea submerged the plain, streams from the highland areas carried rock debris into it. The resulting deposition accumulated in a marine envir onment. As the sea receded, deposition cont inued, but the depos its accumulated in a terrestrial environment. The ne wly emerged plain became covered by swamps which extended unbro ken for hundreds of miles.
Vegetation flourished and accumu lated in thick depos its to form the coal layers which ex ist today. Eventually the sea returned to initiate another cy cle of sedimentati on. Each cycle is therefore partly marine and part ly terrestrial in origin.
Numerous similar cycles of dep osition, many of which are separated by loc alized erosional uncon formities, have been recorded in the Pennsy lvanian stratigraphy. 

Pennsylvanian deposits thin over the La Salle Anticline, indicating some contin ued tectonic movement. Late or post-Pennsylvanian time marked the climax of the La Salle Anticlinal folding.
Probably all the st ructural units involved in the late Mississipp ian period of folding were again affected.
2.5.1.1.1.9 Permian (225 
+/-5 to 270 +/-5 Million Years B.P.)
No deposits of Permi an age have been found in the regional area.
The apparent absence of deposits indicates t hat the Permian was a period of nondeposition or that Permian deposits in the area were subsequently eroded. 

2.5.1.1.1.10 Triassic (190 
+/-5 to 225 +/-5 Million Years B.P.)
There are no deposits of Triassic age in the regional area. This is largely a period of erosion (Reference 5).
2.5.1.1.1.11 Jurassic (135 
+/-5 to 190 +/-5 Million Years B.P.)
There are no deposits of Jurassic age in the regional area. This was largely a period of erosion (Reference 5).
2.5.1.1.1.12 Cret aceous (65 
+/-2 to 135 +/-5 Million Years B.P.)
Cretaceous deposits are not encountered in nor thern Illinois. It seems likely that Cretaceous seas did not advance much beyond   

BRAIDWOOD-UFSAR 2.5-6 western central Illino is, where relative ly small areas of Cretaceous rocks are known to be present.
Geologic evidence suggests that northern Illinois existed as a low, stable land mass for about 200,000,000 year s, while the Appalachian Mountains, R ocky Mountains, and other structural features in North America were being formed or undergoing additional movements.
2.5.1.1.1.13 Quaterna ry (Present to 2 
+/- 1 Million Years B.P.)
Glaciation in northern Illinois began with t he Pleistocene some one million years ago. Four maj or glacial adv ances invaded the region as illustrated on Figure 2.5-3 (Reference 6). 

The ice fronts probably advanced and retreated several times during each of these gla cial periods, but the record is scant for the Kansan and absent for the Nebraskan, the o ldest advance. The areas covered by ice during each of the advances, even from the same sources, were not identical.
The result is a c omplex series of partially overlapping deposits and associated features, each of which was modified, to a greater or l esser degree, by subsequent events.
During each advance, t he glaciers eroded pre existing deposits.
Debris was also deposited from the ice in the form of till plains, moraines, and ou twash during the advan ce and retreat of the ice. Meltwater flowing away fro m the glacier front was also responsible for eroding, reworking, and redepo siting many of these materials. Windblown silt, derived from the outwash sediments in the valleys of the meltwater stream s, was widely distributed over the land surface well beyond the glacier front.
Sand dunes were also developed locally. 

Between glaciations, t he climate returned to more temperate conditions. Streams d eveloped their drainag e systems; at least initially, their positions were controlled largely by the character of the surface left by the retreating glaciers. As these materials were exposed, weathering processes began modifying them. The thickness and chara cter of the resulting soils are largely functions of climate, topogr aphic position, vegetation, and duration of the interglacial age. 

Deposits of the Wisconsi nan glacial advance are relatively well preserved, since the Wisconsinan was the last of the great ice 

sheets to invade northern Illinois. Many of the present-day land forms are attributable to this last advance.
2.5.1.1.2 Physiography The northern portion of the midwestern Unite d States is located in the Central Lowla nd Physiographic Province. This physiographic province has been divided into several physiographic sections.
Parts of northe rn Illinois (Figure 2.5-4) are located BRAIDWOOD-UFSAR 2.5-7 in the Wisconsin Driftle ss Section, the Till Plains Section, and the Great Lakes Section of the Central L owland Physiographic Province. 

The site is located near the eas tern margin of t he Till Plains Section. The Till Plains Section is character ized, in general, by the presence of g lacial deposits over lying the bedrock surface. Local outcrops of bedrock are present.
The Till Plains Section in Illinois is further subdivided in to the following physiographic subsection s:  the Rock River Hill Country, the Green River Lowland, t he Bloomington Ridged Plain, the Galesburg Plain, the Kankakee Plain, and the S pringfield Plain. 

The site area is located in the Kankakee Plain p hysiographic subsection. This subs ection is charac terized in the northeastern portion by gently roll ing topography for med by glacial deposits, and in the remaining portions by essen tially flat-lying topography repre senting former glaci al lakes. The northwest-trending Kan kakee River and the southwest-trending Illinois River pass thro ugh the subsection. B edrock is locally exposed througho ut the area.
2.5.1.1.3 Stratigraphy 2.5.1.1.3.1 Soil Units The soil in the region adjac ent to and within the plant site area consists of eolian deposits, lac ustrine deposits, outwash, and glacial till of the Wi sconsinan glacial stage, and some residual soil formed in the upper part of the Pennsyl vanian bedrock. In the borings at the sit e, the total thick ness of thes e deposits ranges from 26.0 to 62.0 feet (s ee Subsection 2.5.1.2.4.1).
Present locally in the region are deposi ts of alluvium, loess, and strip mine debris. 

The surficial eolian deposits of the Parkland Sand (see Subsection 2.5.1.2.4.1
.1.1) consist primarily of silty fine sands and occur as sand dunes and sh eet-like deposits (Reference 6).
The lacustrine deposits of the Dolton Member of the Equality Formation (see Subsection 2.5.1.
2.4.1.1.2) are m ainly sands with some silt. Some localized dep osits of gravel and pebbly sand occur, which are thought to be the result of wave erosion of till and ice front deltas. 

The till has been classi fied as part of the Wedron Formation (see Subsection 2.5.1.2.4
.1.1.3). The Wedron Formation is predominantly till, but also contain s interbedded outwash gravel, sand, and silt (Reference 6). 

Underlying the soil un its locally are ar eas of highly weathered Pennsylvanian bedrock or residual soil. 

BRAIDWOOD-UFSAR 2.5-8 2.5.1.1.3.2 Rock Units The distribution of the rock units which form the bedrock surface within a broad region is sho wn on Figure 2.5-5.
The rock units include a sedimentary sequence of Cretac eous-, Pennsylvanian-, Mississippian-, Devoni an-, Silurian-, Ordovician-, and Cambrian-aged strata and an igneous and metamorphic complex of Precambrian-aged rocks as shown on Figures 2.5-6 and 2.5-7. 

The sedimentary rock s equence of northern Illinois in the proximity of the site includ es Pennsylvanian
-, Silurian-, Ordovician-, and Cambr ian-aged strata. These strata consist of approximately 5000 feet of limestones, dolom ites, sandstones, coals, and shales which rest on the Precambr ian basement. The basement consists of granites and granodiorites (Reference 3).
The relationships of these rock units to each other are shown on Figure 2.5-2. 

2.5.1.1.4 Structures The plant site lies within a tec tonic province of North America called the Centr al Stable Region, which is characterized by a sequence of southward-thickening Pal eozoic strata overlying the Precambrian basement. D uring Paleozoic and early Mesozoic times, this area was subjected to a series of verti cal crustal movements which formed broad basins and intervening arch es. The basins and arches have been modified by local folding a nd faulting. Major geologic structures are shown on Figures 2.5-8 and 2.5-9.
2.5.1.1.4.1 Folding The distribution of major folds in the region is sho wn on Figure 2.5-8 and their charac teristics are presente d in Table 2.5-1.
The site area is located on the west side of the approximately northwest-southeast-trending Kankakee Arch; it is east of the 

northwest-southeast-tr ending La Salle An ticlinal Belt. The knowledge of these str uctural features is based on surface and/or subsurface geological da ta. The geologic age of the most recent movement associated with these m ajor structural features is considered to be pre-Cretaceou s, with the major movement occurring in Paleozoic time. 

The direction and amount of re gional dip of the strata in northern Illinois vary.
In the vicinity of the site area, the regional dip is gent ly toward the Il linois Basin.
2.5.1.1.4.1.1 Illinois Basin The Illinois Basin is oval shaped. It has a major axis which trends approxi mately N 25
&deg; W and is approximately 350 miles long, and a minor axis which is approx imately 250 miles long. The deepest part of the basin is in sout heastern Illinois. 

BRAIDWOOD-UFSAR 2.5-9 To the north, the Il linois Basin rises g ently to the Wisconsin Arch. To the northeas t, the Illinois Basin is separated from the Michigan Basin by the Ka nkakee Arch. To the east, the Illinois Basin rises gently to the Cincin nati Arch (which is outside of the regional area).
To the south, the Illinois Basin rises gently to the Pascola Ar ch (which is Out side of the regional area). To the southwe st, the Illinois Basin is bordered by the Ozark uplift (which is also outside of the r egional area). To the west, the Illinois B asin rises gently to the Mississippi River Arch (Reference 7). 

The Illinois Basin began to form in the Cambrian and continued to develop intermittently until the end of the Pennsylvanian (Reference 8). The de positional center of t he basin migrated throughout this time span.
2.5.1.1.4.1.2 Wisconsin Ar ch and Kankakee Arch The Wisconsin Arch is a south-southeast-trendi ng extension of the Wisconsin Dome (Figure 2
.5-8). It can be tr aced into Illinois to the vicinity of the ci ty of Kankakee, where it appears to connect with the Kankakee Arch of Illi nois and Indiana (Figure 2.5-8).
The Wisconsin Arch has a Precambrian core and is believed to be the result of crustal uplift, whereas the Ka nkakee Arch acquired its structural relief chiefly by greater subsidence of the structural basins which lie on either side of the arch (Reference 4). 2.5.1.1.4.1.3 LaSalle Anticlinal Belt The LaSalle Anticlinal Belt re presents a major Paleozoic structural feature in north central and eastern Illinois.
Included within the term "LaSalle An ticlinal Belt" are a number of subsidiary structures, incl uding the Ashton Arch, Oregon Anticline, Downs Anticline, etc. (Re ference 9). Whe ther all of these structures are genetically interrelated, howev er, remains a matter of some discu ssion among workers in the field. 

Movement on the LaSalle Anticlinal Belt took place over a significant portion of mid- to late Paleozoic time.
In general, earlier movement occurred in the northern part of the belt, with progressively younger mo vement occurring southwa rd along the belt (References 9 and 10). 

2.5.1.1.4.1.4 Ashton Arch The Ashton Arch is a bro ad anticline located on the southern side of the Sandwich Fault at the northern end of the LaSalle Anticline. McGinnis (Reference 11) and Green (Reference 12) interpreted the Ashton A rch as being a horst (uplifted fault block) and referred to it as the Ottawa Horst. 

Postulation of a relationshi p between the LaSalle Anticlinal Belt and the Ashton Arch appe ars to be reasonable in view of the   

BRAIDWOOD-UFSAR 2.5-10 similarity in the age of movement on the structu res involved as well as the en echelon relationship of the v arious structural elements of the La Salle Anticlinal Belt as suggested by Clegg (Reference 9). 

2.5.1.1.4.1.5 Herscher Dome The Herscher Dome is located approximately 10 miles southeast of the site (see Figures 2.
5-10 and 2.5-12). It is an asymmetrical anticlinal structure about 3 m iles wide east-w est and 5 miles long north-south, with over 150 feet of closure. As in other en echelon structures in the LaSalle Anticlinal Belt, the strata dip rather steeply on the southwest flank of the Herscher Dome and more gently on the northeast side (Reference 13). 

2.5.1.1.4.1.6 Downs Anticline About 60 miles to the southwest of the s ite is a small flexure trending parallel to the LaSalle Ant iclinal Belt and known as the Downs Anticline.
2.5.1.1.4.1.7 Mattoon Anticline The Mattoon Anticline tr ends roughly north-s outh and is located approximately 110 miles southeast of the site.
2.5.1.1.4.1.8 Tuscola Anticline The Tuscola Anticline is one of the many subsi diary structures of the LaSalle Anticlinal Belt (R eference 14).
It extends south-southeastward from north of Tuscola in Douglas County to near Charleston in Coles County, Illinois.
The anticline plunges southeastward and is b roader at the north th an at the south. At its closest point, it is approxi mately 90 miles south of the site.
2.5.1.1.4.1.9 Murdock Syncline The Murdock Syncline is east of the Tuscola Anticline and shares a common flank with it (Reference 14). The exact extent of the structure is unknown. It pr obably dies out to the north in Champaign County, Illi nois, approximately 100 miles from the site (Reference 14). To the south it can be traced only to the vicinity of Charleston, Coles County, Illino is (Reference 14).
2.5.1.1.4.1.10 Marshall Syncline The Marshall Syncline trends approximately north-south and is located approximately 100 miles from t he site. It is an asymmetrical fold wi th a comparatively s teep west flank (Reference 14). 

BRAIDWOOD-UFSAR 2.5-11 2.5.1.1.4.1.11 Fold ed Structures Associated with the Plum River Fault Zone Four minor structures are associ ated with the Plum River Fault Zone. Located successively from west and east along the fault zone, they are the U ptons Cave Syncline, the Forreston and Brookville Domes, and the Leaf River Anticline (Figure 2.5-11). 

The Forreston and Brookv ille Domes were prev iously considered to be a single domal structure call ed the Brookville Dome until subsequent drilling in dicated the presence of two domal structures. All four of these minor structu res are considered to be associated with the development of the Pl um River F ault Zone (Reference 15). 

2.5.1.1.4.1.12 Louden Anticline The Louden Anticline is located approximatel y 150 miles south of the site. It trends north-south and extends from the northern county line of Marion County through east-cent ral Fayette County, Illinois. It is appro ximately 19 miles long.
2.5.1.1.4.1.13 Salem Anticline The Salem Anticline trends appro ximately parallel to the Louden Anticline, and e xtends from central Jeff erson County, Illinois, to central Marion County, Illino is. It is appro ximately 25 miles long.
2.5.1.1.4.1.14 Clay City Anticline The Clay City Anticline is located approximate ly 150 miles from the site. It trends north-s outh from northeastern Hamilton County through Wayne County, Ill inois, where it bends and trends N 27&deg; E through Clay, Richla nd, and Jasper Cou nties, Illinois.
The axial trace of t he Clay City Anticline is approximately 57 miles long. The anticline is a semicontinuous series of 

anticlinal uplifts sep arated by saddles (Reference 16). Du Bois and Siever (Reference 
: 16) noted that the amplitude of the anticline increases with depth a nd decreases in the overlying Pennsylvanian strata.
They interpreted this to imply that the structure developed during pre-P ennsylvanian tim e; however, the presence of the fold in the Pennsylvanian st rata indicates some folding was Pennsylvanian and/or post-Pennsylvanian.
2.5.1.1.4.1.15 DuQuoin Monocline Located approximately 180 miles south of the site, the DuQuoin Monocline is a steep eastward-dipping monocl inal structure that trends north-south from northernmost J ackson County through Perry, Jefferson, and Marion Counties, Illin ois. The DuQuoin Monocline is 48 miles lo ng and separates the d eepest part of the Illinois Basin, the Fair field Basin, from th e shallower western portion of the b asin. Pennsylvanian str ata east of the monocline 

BRAIDWOOD-UFSAR 2.5-12 are thicker than equivalent beds to the west (Reference 17). The monocline is broken by subordinate faults (Reference 10).
Flexure of the D uQuoin Monocline is consider ed to have begun in the Late Mississippian and w as completed by the Middle Pennsylvanian (Reference 17).
2.5.1.1.4.1.16 Missis sippi River Arch The Mississippi River Arch is a broad ar ch trending roughly parallel to the Mississippi River ap proximately 150 miles west of the site (Figure 2.5-8). 

2.5.1.1.4.1.17 Pitt sfield and L incoln Anticlines Located approximately 180 to 210 miles south west of the site and near the Mississippi River are the Pittsfield and Lincoln Anticlines. These t wo folds parallel ea ch other and trend northwest-southeast. 

2.5.1.1.4.1.18 Mineral Point and Meekers Grove Anticlines The Mineral Point Anticline and Meekers Grove Anticline are located in south west Wisconsin, approximately 150 miles northwest of the site and tren d roughly east-west.
2.5.1.1.4.1.19 Baraboo, Fond du Lac, and Waterloo Synclines Also located in southern Wis consin are t hree synclinal structures, the Baraboo Syncline, Fond du La c Syncline, and Waterloo Syncline. These sy nclines trend east-west to northeast-southwest and are located about 140 to 170 miles north of the site.
2.5.1.1.4.1.20 Lees ville Anticline The Leesville Anticline is a structure that tr ends approximately N 15&deg; W and extends from southeastern Lawrence to northern Monroe Counties in south central Indiana (Figure 2.5-8). The Leesville Anticline is a major anticlinal structure co mposed of five domes in an approximate northwest-sout heast alignment. The anticlinal structure lies approxima tely 1 to 2 miles we st of, and parallel to, the Mt. Carmel Fault.
Between the fault and the anticline is a series of narrow s ynclines that close against the fault (Reference 18). 

Melhorn and Smith (Reference 18) consider the disturbance along the Leesville Anticline and Mt. Carmel Fault to be genetically related to the La Salle Anticlinal Belt.
Deformation along the Leesville Anticline is there fore Late Mississippian and pre-Mesozoic (Reference 18). 

BRAIDWOOD-UFSAR 2.5-13 2.5.1.1.4.1.21 Michigan Basin The Michigan Basin is a roughly circular struc tural basin located in Michigan, northwestern Oh io, western Ontari o, northeastern Illinois, and eastern Wisconsin. The basin is bordered on the southwest by the Kankakee Arch, on the south by the Indiana-Ohio Platform (not shown on F igure 2.5-8) on the so utheast and east by the Findlay Arch and Algonquin A rch (not shown on Figure 2.5-8), and on the west by the Wisconsin Arch. The northern portion of the basin rises gently to the Precambrian ro cks of the Canadian Shield. The basin is herein defined on the -1000-foot contour on top of the Trenton Limestone of Ordovician age (Reference 19).
Structure contours on the top of the Trenton L imestone indicate that the strata dip into the dee pest part of the basin at approximately 60 ft/mi (approximately 0.65
&deg;). The dee pest part of the basin is located just west of Saginaw Ba y, Michigan, where approximately 14,000 feet of s ediments overlie t he Precambrian basement rocks (Reference 19). The Michigan Basin began to develop during the Late Cambrian and con tinued as a negative structural feature until the M iddle Pennsylvania
: n. There was additional accumulation of some sediment in the Michigan Basin outside the regional a rea during Jurassic time (Reference 19).
2.5.1.1.4.1.22 Struct ural Contour Maps Regional structural contours on top of the Gal ena Group are shown on Figure 2.5-12.
This map shows the de tail of some of the structural features in n orthern Illinois. From this figure it is seen that the western end of t he Ashton Arch a nd the western flank of the Oregon Anticline dip into the Polo Basin. 

No published regiona l structure contour maps on top of the Prairie du Chien, Kank akee, or Carbondale fo rmations have been located. The Illinois S tate Geological Survey h as indicated that contouring the top of the Prairie du Chien, while possible, is of limited value because er osion cut deeply into the Prairie du Chien prior to deposition of the overlying St.
Peter Sandstone.
Therefore, since the surface of the Prairie du Chien is due to erosion, surface contours would not be represe ntative of its structure. 

Difficulty is encountered in i dentifying the top of the Kankakee and, as a result, at tempts to construct a structure contour map on top of the Kankak ee have not met with sig nificant success.
Furthermore, regional correlations have show n that efforts to contour the top of t he Kankakee have r esulted in maps very similar to structural contour maps drawn on top of the Galena Group.
Contouring the top of the Carbondale has not been productive because, with the exception of t he Colchester (No. 2 Coal) member, the Carbondale is not marked by any consistently mappable units.
BRAIDWOOD-UFSAR 2.5-14 REVISION 9 - DECEMBER 2002 2.5.1.1.4.2 Faulting The distribution of major faults in the region is sh own on Figure 2.5-9, and their chara cteristics are present ed in Table 2.5-2.
The Sandwich Fault Zone is the major fault closest to the site area. 2.5.1.1.4.2.1 Sandwich Fault Zone and Plum River Fault Zone The Sandwich Fault Zone trends northwe st through northern Illinois. It is mapped on the s urface and in the subsurface for a distance of approx imately 85 miles. It is an essentially vertical fault with a ma ximum displacement of approximately 900 feet (Reference 20).
The northeastern side has moved down relative to the southwes tern side. Move ments along the fault zone occurred in the interva l between post-S ilurian and pre-pleistocene time. No rocks of intervening ages are present, which prevents b etter definition of the movements. However, major movements alon g the fault zone may have been contemporaneous with f olding of the La Salle Anticlinal Belt (Reference 21) during the late Paleozoic. 

The Plum River Fault Zone (for merly the Savanna Fault and the Savanna Anticline), loca ted approximately 10 0 miles northwest of the site, is a generally east-west-trending zone of high-angle, possibly en echelon faults exten ding from Leaf River (Ogle County), Illinois, to southwest of Maquoketa (Jackson County), Iowa (Reference 15). The fault zone is less than 0.5 mile wide.
Vertical displacement al ong the fault is 100 to 400 feet, with the north side downthr own. The age of movem ent has been limited to post-middle S ilurian to post-Pennsylv anian (Reference 15).
The fault zone is overlain by unfaulted Pleistoc ene deposits.
Four minor structura l features are assoc iated with t he fault zone:  the Forreston Dome, the Brookville Dome, the Leaf River Anticline, and the U ptons Cave Syncline.
2.5.1.1.4.2.2 Chicago Area Faults

2.5.1.1.4.2.2.1 Chic ago Area Bas ement Fault Zone On the basis of gravity and seismic ge ophysical evidence, McGinnis (Reference 22) postulated a basemen t fault zone in the metropolitan Chicago area, north of and about parallel to the Sandwich Fault Zone. The presen ce of the fault has not been verified. 

2.5.1.1.4.2.2.2 Chicago Area Minor Faults As a result of a rec ent seismic survey in the metropolitan Chicago area, 25 faults were reported with i nferred displacement up to 50 feet (Reference 23). N one of these inv olves wide shear zones or detectable scarps on the ro ck surface. Fau lts that have been observed in natural outcrops and quarries in the Chicago area have displacements from a few inches to a few feet, but most BRAIDWOOD-UFSAR 2.5-15 are less than 1 foot (Reference 23). These faults are not the same as those in ferred from the geop hysical survey.
2.5.1.1.4.2.3 Oglesby and Tuscola Faults The Oglesby Fault and the Tusc ola Fault, postu lated by Green (Reference 12), occur on the western flank of the La Salle Anticline (Figure 2.5-9). S tudies by the Illinois State Geological Survey have indicated that the ar eas where the faults are postulated have dips steeper tha n the regional dip. No evidence has been found confir ming major faulting along the trends of the postulated Oglesby and Tuscola F aults (Reference 24).
2.5.1.1.4.2.4 Centralia Fault The Centralia Fault is a series of several n orth-south-trending faults in Marion and Jefferson Counties, Ill inois. The faults have no surface expression and a re known only from subsurface data, primarily mine rec ords (Reference 25). The faulted zone is approximately 20 miles l ong and displays a max imum displacement of 200 feet, dow nthrown to the west.
Faulting is believed to be post-Pennsylvanian b ut pre-Cretaceous in age (Reference 17).
2.5.1.1.4.2.5 Cap Au Gres Faulted Flexure Southwest of the plant site about 200 miles lies the Cap Au Gres 

Faulted Flexure, which extends continuously from western Pike County, Missouri, sout heastward toward Linco ln County, then east across southern Calhoun County, Illinois, and into southwestern Jersey County, where it disappears benea th the broad alluvial valley of the Mississippi River.
Throughout its length, the flexure is a narrow zone along w hich the rocks dip steeply, southward or southwe stward. The total u plift or "structural relief" along the flexure averages about 1000 feet, but it varies from place to place (Reference 26). Deep faulting has been inferred on the basis of steep dips, a lthough the surface strata do not appear to be faul ted. The principal fo lding of the Cap Au Gres Faulted Flexure was pos t-St. Louis (Mis sissippian) and pre-Pottsville (Pennsylv anian) (Reference 26
). Later periods of movement may have occurred; ho wever, no rock s younger than Paleozoic are present with which to date possible displacements.
2.5.1.1.4.2.6 Mifflin Fault The Mifflin Fault is l ocated in Iowa and Lafayette Counties, Wisconsin, approximately 160 miles northwest of the site. The fault trace is approxima tely 10 miles long w ith a strike of N 40
&deg; W (Reference 27). T he southwest side of the fault is downdropped at least 65 feet, and there is a bout 1000 feet of strike-slip displacement (Reference 28). The last movement on the fault is believed to be late Pale ozoic (Reference 28). 

BRAIDWOOD-UFSAR 2.5-16 2.5.1.1.4.2.7 Postulated Wisconsin Faults Thwaites' map of the buried Pr ecambrian surface in Wisconsin (Reference 29) p ostulated the existence of four faults in the southern and eastern sections of the state. F or convenience, these have been named the Janesville, Ap pleton, Waukesha, and Madison Faults.
Ostrom (Reference 
: 30) stated that Thwaites' map is diagrammatic and do es not represent d etailed study of each fault. He reported that differe nces in elevation of the basement, interpreted by Thwaites to be the resu lt of faulting, are now believed to be d ue to topographic re lief on the erosional basement surface.
The Green Bay Fault, also desc ribed by Thwaites (Reference 29), is located about 250 miles nor th of the site. T he trend of the fault is northeast-south west. It is b elieved to be a reef structure in Siluria n rocks (Reference 30).
2.5.1.1.4.2.8 Mt. Carmel Fault The Mt. Carmel Fault t rends north-northwest for a distance of about 50 miles in south central Indiana. It is a normal dip-slip fault that dips about 69
&deg; west and h as about 80 to 175 feet of vertical displacement.
Movement of the fault may have begun in late Mississippian and p robably was conc luded by early Pennsylvanian time (Reference 18).
2.5.1.1.4.2.9 Royal Center Fault The Royal Center Fault, which is located in northern Indiana (Figure 2.5-9), trends n ortheast-southwest f or about 47 miles, with the southeast side downthrown about 100 feet relative to the 

northwest side (Reference 31).
2.5.1.1.4.2.10 Fortville Fault The Fortville Fault tren ds north-northeast to south-southwest for about 55 miles through central Indiana (Figure 2.5-9). The southeast side of the fault is downthrown ab out 60 feet relative to the northwest (Reference 31).
2.5.1.1.4.2.11 Crypto volcanic or Astr obleme Structures In addition to the areas of faulting, th ere are four cryptovolcanic or astr obleme structures with in the regional area and its immediate periphery (Fig ure 2.5-9). The se structures include:  the Des Plaines Dist urbance, the Ken tland Disturbance, the Glovers Bluff Disturbance, a nd the Glasford Disturbance.
These four structures, w hich range from about 0.5 mile to 5 miles in diameter (References 4, 32, and 33), are all probably of Late Paleozoic or Mesozoic Age. 

BRAIDWOOD-UFSAR 2.5-17 2.5.1.1.4.2.12 Faults B eyond 200 Miles from the Braidwood Site Beyond 200 miles, but of importa nce to the regio nal geology, are the fault zones in the southern Illinois area.
2.5.1.1.4.2.12.1 Rough Creek Fault Zone The Rough Creek Fault Zone trends east-w est across southern Illinois into Kentucky.
The western portion of this fault zone has previously been referred to in the literat ure as the Cottage Grove Fault Zone, and the eastern portion has previously been referred to as the Shawn eetown Fault Zone.
Good exposures along the fault zone are rar e, and most interp retations are based on subsurface data. Acco rding to Bristol and B uschbach (Reference 
: 7) and Sutton (R eference 34), the fault zone consists at some localities of a series of high-a ngle reverse faults with the south side being the upthrown si de, and at other localities of a series of normal, block faults. Summerson (Reference 35) and Heyl (Reference 36) su ggest strike-slip or w rench-type movement for this system. Heyl states that the numer ous horsts and grabens are typical of wrench-ty pe faults.
Details of the faulting in the Rough Cr eek area are shown in Weller et al.  (Reference 37); Stonehouse and Wilson (Reference 38); Heyl (Reference 36); and in R eferences 39 and 40.
2.5.1.1.4.2.12.2 Structural Relat ions of Faults N orth and South of the Rough Creek F ault Zone (Including the Wabash Valley Fault Zone)
Faulting is present both north and south of the Rough Creek Fault Zone. The faults on the north side strike northeast and those along the Illinois-Indiana border are collectively referred to as the Wabash Valley Fault Zone. Those nor theast-trending faults, including the Wabash Valley Fault Zone, are high angle faults with maximum displacem ents within the magnit ude of 200 to 300 feet. The location and northern extent of t hese faults is well defined on the basis of boring data.
These faults terminate at the Rough Creek Fault Zone and are offset from the traces of the faults on the south side of the Rough Creek Fault Zone. 

The faults on the south side of the Rough Cr eek Fault Zone trend northeast to southwest and east to w est (Reference 41). The number of faults and the amount of their displacement is much greater on the south side than on the no rth side. Displacements in excess of 1500 feet have been reported by Ear dley (Reference 4). The faults on the south side which intersect the Rough Creek Fault Zone also terminate at this zone, as do the faults on the north side.
A fault zone alo ng the Mississippi Valley is loc ated in southern Illinois and in adjoining states, approximately 250 miles south of the plant site.
In southern Illinois, th is structure consists of a series of northeast-striking faults.
The geological and geophysical evidence sug gests that the Mississip pi Valley Fault   

BRAIDWOOD-UFSAR 2.5-18 REVISION 9 - DECEMBER 2002 Zone is associated w ith the Mississippi Embayment tectonic element. 2.5.1.1.4.2.12.3 Ste. G enevieve Fault Zone At the western end of the Rough Creek Fa ult Zone there is a series of northwest-tr ending faults along the border between southern Illinois and so uthwest Missouri, seve ral of which are grouped as the Ste. Ge nevieve Fault Zone (Figu re 2.5-9). These faults are generally high-angle faults along which t he north side has moved down relative to the south side. Di splacements of 1000 to 2000 feet have been reported (Ref erence 21).
2.5.1.1.4.2.12.4 Aqe of Faulting in Southern Illinois and Adjacent Areas The age of the faulting in southern Illinois , southern Indiana, northern Kentucky, a nd southeastern Mi ssouri is post-Pennsylvanian-pre-Plei stocene (Reference 21). In southern Illinois and northern Kentucky the Cretaceous-aged deposits are not generally cut by faults, and it is p ossible that all the faulting in this area is pre-Cre taceous in age. Willman (Reference 42) and References 39 and 40 show unfaulted Cretaceous deposits overlying the faults on the south side of the Rough Creek Fault Zone. 

Ross (Reference 43) st ates that faults in the upper portion of the Gulf Coastal Embayment area may still be active. This was discussed at great length wi th members of th e Illinois State Gelogical Survey, Indiana Geolog ical Survey, and U. S. Geological Survey. The conclus ions are that there is no evidence of displacement of Pleistocene deposits associa ted with the Rough Creek Fault Zone or with the faults on either side of this zone and that there is no evidence of displacement of the Cretaceous sediments in southern Illinois or northern Kentucky. It was further stated that in I llinois, the term "active" has been loosely applied to faults indicating areas of seismic activity rather than surface mo vements along a fault plane. Grohskopf (Reference 44) state s that faulting of Pliocene gravels and Pleistocene loess is p resent in southeastern Missouri. However, the upper Cretaceous rocks of the Gulf Coastal Embayment area clearly overlap the inte nsely faulted area in southern Illinois, and only a few minor f aults, possibly the re sult of slumping or solution collapse, have been found cutti ng the Cretaceous, Tertiary, or Pleistoce ne rocks (Reference 5).
2.5.1.1.5 Gravity and Magnetic Anomalies Measurements of the ea rth's gravitational and magnetic fields have been made both on the ground and from the air in Illinois and surrounding areas. 

BRAIDWOOD-UFSAR 2.5-19 Gravity anomalies are usually caused by some combination of the following three major factors: 
: a. structure, nonco nformities, and lithol ogic changes in the sedimentary rocks; 
: b. relief on the crystalline base ment surface; and 
: c. lateral density chan ges in the crystal line portion of the earth's crust and up per mantles (Reference 45).
The gravity field in the region of the site is r epresentative of that in the continen tal interior, where the tectonics and structural development of the Precambrian crust have been inactive since late Pr ecambrian time. G ravity anomalies are caused primarily by mass differe nces below t he Precambrian surface, although a minor portion of the field is contributed by structures within th e Paleozoic section. 

Precambrian anomalies are caused by plut ons of batholithic proportions, the tops of which are truncated at the Precambrian surface. The bottoms of the plutons are located near the base of the crust at a depth of nearly 35 kilo meters (Reference 46). 

Figure 2.5-13 repres ents the Bouguer gravity anomaly map of the region surrounding t he site. Some of the anomalies appear to be associated with some of the regional g eological structures. 

An anomalous trend in east cen tral Illinois appe ars to follow the trend of the LaSalle A nticlinal Belt. In so uth central Illinois, a gravity anomaly appears to coincide with the position of the Illinois Basin. In no rthwest Illinois, a ge neral east-west-trending anomaly appears to follow the trend of the Plum River Fault Zone; and in nor th central Illinois, an anomaly appears to 

coincide with the position of the Ashton Arch, on the southwest side of the Sandwich Fau lt. The relation of gravity anomalies to other geologic structures is not apparent on the regional basis. 

The regional aeromagnetic map is shown in Figure 2.5-14. It shows a magnetic anomaly on the south side of the Sandwich Fault, suggesting the b asement rock is closer to the surface than in adjacent areas or th at there is a ch ange in the magnetic susceptibility of the ro cks. The trends of the Wisconsin Arch, the La Salle Anticlinal Belt, and the Ka nkakee Arch are weakly delineated.
On the basis of gravimetric and seismic geophysical evidence, McGinnis (Reference 22) postulated a basemen t fault zone in the metropolitan Chicago area, north of and about parallel to the Sandwich Fault Zone. The presen ce of the fault has not been verified. 

BRAIDWOOD-UFSAR 2.5-20 REVISION 5 - DECEMBER 1994 2.5.1.1.6 Man's Activities For a discussion of man's activities in the site are a, refer to Subsection 2.5.1.2.7. 

2.5.1.2 Site Geology

2.5.1.2.1 General The site is located within a fla t-lying, glacial lake plain area in southwestern Will County near the tow ns of Braidwood and Godley, Illinois. Ele vations of the natural land surface within the site area range from approximate ly 580 to 610 feet. Strip mining for coal has significantly altered the topography over large areas (see Figure 2.5-15), with vertical c uts approaching 100 feet. In addition, low moun ds have been f ormed at various localities by refuse d umps from underground coal-mining activity. 

During this period of in vestigation, 117 borings and 13 test pits were made throughout the site ar ea at the locations indicated on Figure 2.5-16. A maximum of 15,460 feet of soil and rock were logged and sampled.
The maximum depth penet rated was 345.8 feet in Boring L-4. It w as completed at an eleva tion 234.8 feet above sea level, the lowest horizon reached. A wa ter well was drilled in September 1974 to provide g roundwater for construction supply (see Figure 2.5-16, Sh eet 3, and FSAR At tachment 2.5C). Final depth of the water well was 1753 feet. 

In addition to drilling and sampling the var ious soil and rock units which underlie t he site, geophysical l ogging of several borings was accomplished to verify the position of stratigraphic horizons. The site was inspected by geo technical staff from Sargent & Lundy and Dames
 & Moore. Exposures of soil and bedrock were examined as to lithology, weathering characteristics, stratigraphy, and structure.
Available geol ogic literature concerning the site area was researched, and various recognized authorities from the Illinois State Geological Survey were consulted personally and by telephone.
Geologists from Sargent
 & Lundy mapped a nd photographed the exposed soil and rock in the exc avation for Units 1 and 2 (see Subsection 2.5.4.3.1.1). Memb ers of the Illinois State Geological Survey visited the site to check the stratigraphic descriptions and interpretations delineated duri ng the mapping program (see FSAR Atta chment 2.5A). The mai n excavation was also inspected by a geologist from the NRC (see FSAR Attachment 2.5B).
The inspection and mappi ng of the excavation confirmed the data obtained from the test borings taken in the site area (Figure 2.5-17). The excavation map ping program is discussed in Subsection 2.5.4.3.1.1. 

BRAIDWOOD-UFSAR 2.5-21 REVISION 9 - DECEMBER 2002 2.5.1.2.2 Physiographic Setting The site is located within a phy siographic divis ion of Illinois named the Kankakee Plain (Reference 
: 47) as shown on Figure 2.5-4.
The Kankakee Plain o ccupies a relatively small portion of a larger physiographic div ision called the Till Plains Section of the Central Lowland Physiographic Province (Reference 1). 

The Till Plains Section is characterized by widespread and variable deposits of glacial till, outwash, and lacustrine sediments assigned primarily to the Wisconsinan and Illinoian glacial stages. The pre-glacial bedrock sur face is irregular. A number of completely a nd partially buried be drock valleys exist throughout the secti on. Overburden th ickness is locally dependent on a combina tion of bedrock condit ions and the amount of post-glacial erosion. 

The Kankakee Plain is characterized by relat ively low-lying and flat topography, except where it has been deeply incised by such major streams as the I llinois, Kankakee, Des Plaines, Du Page, and Mazon Rivers and their tributaries.
This distinct physiographic division o riginated during a t ime when runoff of glacial melt-water flood ed low areas b etween arch-shaped moraines and formed extensive g lacial lakes such as Lakes Wauponsee and Watseka, as shown on Figure 2.5-4.
Deposits of sand and gravel accumulated in this lacustrine environment.
When the waters subsided, the major ri vers became entr enched, terraces were formed, and large areas of lacustrine sand w ere exposed to wind action. Dunes were form ed by prevailing weste rly winds in some areas. They are not evident within the site area; however, strong cross-bedding suggestive of wind action is characteristic of the near-surface sand deposits throughout the site. Gradients of the natural g round surface within the site area are generally less than 1%. A phy siographic map of the site area is shown on Figure 2.5-18. 

2.5.1.2.3 Geologic History 2.5.1.2.3.1 General A study of geolo gy reveals the e arth to be in a constant state of change. The lowest ro cks in the stratig raphic sequence contain the oldest records of geologic histo ry, and successively higher rocks provide an orderly record of the changing conditions at any given geographic location. The stratigraphic columns shown on Figures 2.5-2 and 2.5-19 provide a graphic illus tration of the earth's changing history.
The geologic hist ory of the site area is derived partly fr om exposures of soils and rock a nd partly from nearby wells an d borings. In addit ion, these data are supplemented by knowle dge derived from a djacent regions. A surficial geologic m ap of the site area is shown on Figure 2.5-20. The ages for the geolog ic periods discu ssed below are taken from Reference 2.
BRAIDWOOD-UFSAR 2.5-22 2.5.1.2.3.2 Precambrian (Greater Than Appr oximately 600 Million Years B.P.)
In the site area, Pr ecambrian rocks of undet ermined composition lie at a depth of 4400 to 4500 feet below sea level. Since no borings at or near the site have reached Preca mbrian rocks, their nature and history m ust be inferred from observations in other areas. Data suggest that it is largely a granitic surface, with 

occasional dikes and patches of volcanic flow rock. The surface appears to be dipping southerly at appro ximately 60 ft/mi.  

Precambrian events dis cussed in Subsecti on 2.5.1.1.1.2 are assumed also to have occurred within the site area. 

2.5.1.2.3.3 Cambrian (Approximat ely 500 to Appro ximately 600 Million Years B.P.)
No onsite boring has penetrated Cambrian-aged de posits; however, limited data are avail able from onsi te water wel ls and deep borings located 2 to 10 miles fr om the site.
Indications are that the site area was submerged during late Cambrian time. The first deposits in the advancing sea were coa rse sand and fine pebbles, followed by finer san d, dolomite, and shale, with an increasing amount of calcareous material.
Before the close of Cambrian time, the seas cleared, and chemica l and/or organic precipitates which formed dolomite were deposited.
At the close of Cambrian time, the s ite area was uplifted. Minor advances and retreats of the sea deposited alter nating layers of clastic and calcareous s ediments, followed by a brief period of erosion. 2.5.1.2.3.4 Ordo vician (430 
+/- 10 to Approxim ately 500 Million Years B.P.)
The Ordovician period began with a readv ance of the sea.
Initially, the d eposition was predominan tly medium-grained sand with minor calcareous zones. Later, general conditions favored the accumulation of calc areous deposits. Fi nally, there were alternating periods of accumul ation of sand and calcareous materials. 

Eventually the sea reced ed and a prolonged per iod of erosion was initiated. It appea rs, however, that the site area was not eroded as extensively as in adjacent localities.
Following the period of widespread erosion, the sea advanced over the existing erosion al site topography, reworking the unconsolidated soils, th en depositing a consid erable quantity of fine to medium s and. Gradually the sea became clearer, and a thick sequence of ca lcareous sediments was deposited. 

Onsite boring data indicate that a brief period of emergence followed the calcareous deposition. The sit e area was again submerged by the sea, and early conditions favored the deposition 

BRAIDWOOD-UFSAR 2.5-23 of silt and clay with minor amounts of calca reous material.
Later the seas again became clear, and c alcareous deposits dominated. Finally, c onditions again favored the accumulation of silt and clay. The Ordovician p eriod ended by e levation of the region above sea level followed by long, continued erosion.
2.5.1.2.3.5 Silurian (400 
+/- 10 to 430 
+/- 10 Million Years B.P.)
Silurian-aged deposits a re rare at t he site; how ever, regional geology indicates that t hey completely blanketed the site at one time. Data from adjacent areas reveal t hat, following the period of erosion at the end of Ordovic ian time, Silurian seas deposited a sequence that began with cla stic sediments and ended with a thick carbonate accumula tion. This period of deposition was followed by uplift and t hen erosion which prob ably removed most of the Silurian deposits in the site a rea except for an occasional outlier.
2.5.1.2.3.6 Devonian (340 
+/- 10 to 400 
+/- 10 Million Years B.P.)
Devonian sediments are n ot present within th e site area; however, some marine deposition is believed to ha ve taken place during late Devonian time.
The character of th ese deposits is not definitely known. H owever, regional data suggest that they may have been primarily silty in n ature. Uplift of the site area terminated the D evonian deposition. Sub sequent erosion removed all traces of the Devonian d eposits and perh aps additional Silurian rocks as well.
2.5.1.2.3.7 Miss issippian (320 
+/- 10 to 340 
+/- 10 Million Years B.P.)  No Mississippian-aged de posits are present at the site. It is possible that a period of erosion, initiated during the close of Devonian time, persisted through Mis sissippian time.
Erosion did penetrate well into the Ordovician depos its throughout most of the site area, as indicated by the pre-P ennsylvanian unconformable surface. 

2.5.1.2.3.8 Penn sylvanian (270 
+/- 5 to 320 
+/- 10 Million Years B.P.)  During Pennsylvanian time at the sit e, sediments initially accumulated in a terrest rial environment.
Lithologies indicate the occurrence of periods of rap id accumulations of alluvial silt and very slow accumulations of c lay under probably stagnant conditions. Abundan t vegetation flouris hed and accumulated in significant quantities.
Many of these chang es in environment were locally separated by periods of non deposition or erosion. 

After the period during which va st stretches of vegetation flourished and a ccumulated, the environment changed. A shallow sea encroached on the si te area. Near-shore deltaic deposits of fine-grained materials a ccumulated as streams emptied into the   

BRAIDWOOD-UFSAR 2.5-24 sea. Limestone was de posited locally. As t he delta prograded, laminated siltstones were deposited in d istributary and interdistributary bays (Reference 48).
Distributary stream channels cut into the existing delta and depos ited beds of silty sand. Some of these deposits may have b een reworked to form delta front sands. Cr oss-cutting of cha nnels formed complex arrangements of bedding and litholog y in some places.
It is not definitely known if sediments youn ger than the Pennsylvanian were ever deposited in the site area until Pleistocene time.
2.5.1.2.3.9 Quaterna ry (Present to 2 
+/- 1 Million Years B.P.)
Beginning with Pleistoce ne time, the site ar ea is believed to have been invaded by a number of glacial adv ances; however, only deposits from the midpart of t he Woodfordian substage of the Wisconsinan glacial advance are present within t he site area. It is likely that deposits of previous glacial ad vances were removed by subsequent advances.
Radiocarbon dat es place the basal Woodfordian at approxima tely 22,000 radiocarbon years B.P. The probable radiocarbon age for the top is about 12,500 B.P.  (Reference 6). Radiocar bon dates for the middle Woodfordian are few. 

The Valparaiso glacier attained its maximum ex tent during the Woodfordian Substage of the Wisconsinan Stage and deposited the Valparaiso moraine as shown on Figure 2.5-6.
As the glacier receded, meltwater from a va st area escaped through the Des Plaines, Du Page, Kankakee, Fo x, and Illinoi s valleys. The abundance of Valpara iso outwash along hu ndreds of miles of icefront is evidence that unusua lly large volumes of meltwater issued from the ice. In the Kankakee valley, the water constituted a torrent which transported and deposited slabs of limestone. The volume of the Kankakee t orrent supplemented by glacial water from other valleys was so great that it could not escape along the Illinois valley and consequently formed several glacial lakes which in undated low-lying area s between various glacial moraines. T he site area was occ upied by glacial Lake Wauponsee, which rose temporarily to an elevation of about 650 feet above sea l evel. The major currents eroded a wide gap in the Minooka moraine and carried a large quantity of sand and silt into Lake Wauponsee. The lake plain south of Coal City is generally underlain by sand. To the nor th the deposits are essentially silt with some thin beds of sand and clay. 

Following the Kankakee t orrent and the lowering of g lacial Lake Wauponsee, the l acustrine silts and sa nds were exposed to erosion. Wind-blown s ands were deposited in the site area in sheet-like deposits and occasional dunes.
After most of these wind-blown deposits we re stabilized by vegetat ion, modern soils slowly developed. 

BRAIDWOOD-UFSAR 2.5-25 2.5.1.2.4 Stratigraphy The stratigraphy at the Braidwood si te is well known , both from published material and from numerous borings completed during the course of this investi gation. The excav ation mapping program confirmed the interpre tation of the subsurfa ce geology discussed in the Braidwood PSAR.
During the excavatio n mapping program it was found that the Parkland Sand could be differentiated from the Equality Formation (see Subs ections 2.5.1.2.4.1.1.1 and 2.5.4.3.1.1). W hile the ability to differen tiate these units has increased knowledge of t he site geology, it has no effect on the design or construction of the Braidwood Station.
In general, the site is underlain by a regul ar sequence of units marked by a remarkable u niformity and continuity. Units such as the Colchester (No. 2 Co al) member horizon of Pennsylvanian age are extremely persistent and ser ve as excellent marker beds.
Detailed examination of borings and other subsurface data indicate a lack of fau lting in the Col chester (No. 2 Coal) member and provide strong suppo rt for the concept t hat faulting is not a significant structural e lement at the Braidwood site. A detailed discussion of the stratigraphy follows.
2.5.1.2.4.1 Soil Deposits Overburden deposits with in the plant site ar ea consist of eolian deposits, lacustrine deposits, outwash, and glacial till.
Borings at the site vi cinity encountered soil deposits which 

ranged in thickness from 26.0 feet in Boring M P-46 to 62.0 feet in Boring P-10. The average soil thic kness encounte red in the site borings was approximately 42.0 feet. T he sequence and nature of the soil and rock units within the site area are shown in a composite stratig raphic column, Fig ure 2.5-19, in a fence diagram of the site area, Figure 2.5-21, and in subsurface cross sections, Figures 2.5-22 through 2.5-26.
2.5.1.2.4.1.1 Pleistocene Deposits of Pleistocene age within the site ar ea consist of soils which are associated either directly or indirectly with Pleistocene glaciation.
They can be divided into upper and lower units on the basis of origin and distinct sedimentary characteristics. These have been classi fied by Pleistocene stratigraphers as the Parkland, Equality, an d Wedron Formations.
2.5.1.2.4.1.1.1 Parkland Sand The Parkland Sand consists of wind-blown sand wh ich blankets the site vicinity in sheet-like deposits except in strip-mined areas and areas where wind e rosion has exposed the underlying Equality Formation (blowouts).
Some small stabilized dunes of Parkland Sand are also found in the site vicinity. 

BRAIDWOOD-UFSAR 2.5-26 REVISION 5 - DECEMBER 1994 At the site, the Parkl and Sand is typica lly a light brown to reddish-brown, silty, ve ry fine to fine sand which has been derived from the underlying silts and sands of the Equality Formation. 

This formation was p robably present in many of the site borings and can be distinguish ed in the boring logs by the silty, light brown to reddish-brown f ine sand in the upper few feet of the Equality Formation. 

The Parkland Sand was determined to be present at the site as a separate unit from the Equality Formation du ring the excavation mapping program. This interpretation was la ter confirmed by members of the Illin ois State Geological Survey (see FSAR  .5A). 

In geologic sections of the main plant excav ation, the Parkland Sand ranged in thickness from 5.7 to 9.5 fee t, with an average of 7.4 feet in those areas wher e it was undisturbed.
The Parkland Sand and the Eq uality Formation are not differentiated on the bo ring logs and the te st pit logs (Figures 2.5-123 through 2.5-260) and the geologic cr oss sections derived from these logs (Fig ures 2.5-22 through 2.5-26). The Parkland Sand is shown separately from the Equality F ormation on the site stratigraphic column (Figure 2.5-19) and the geologic sections made during excavation mapping (see Subsecti on 2.5.4.3.1.1 and Figure 2.5-50).
2.5.1.2.4.1.1.2 Equality Formation The Equality Formation consists of lacustrine sands and silts and is subdivided into the Dolton and Carmi Memb ers (Reference 6).
Only the Dolton Member is present at the site, and it blankets the entire site vicini ty except where it has subsequently been strip-mined.
The Dolton Member within the s ite area consists primarily of yellowish-brown to gra y, fine sand which was deposited primarily in beaches and bars of glacial Lake Wauponse e as discussed in Subsection 2.5.1.2.3
.9 (Reference 6).
The Dolton lacustrine sand was penetrated by 114 borings throughout the site area.
The upper few feet of the deposit is a fine sand which typically is oxi dized to a yellowish-brown color, generally contains l ess than 15% silt, a nd has a consistency ranging from loose to medium dense. Below a depth of 15 feet, the sand grades from brown to a grayish-brown and a light gray color, generally conta ins less than 5% s ilt, and has a consistency ranging from medium dense to dense.
Lag gravels are found locally at the base of this sand. The ove rall consistency of the Dolton Me mber is medium d ense. Ground su rface elevations at the site for areas not strip-mined range from 591.7 to 603.6 feet. The average elevation at the ma in plant site is 600.4 

BRAIDWOOD-UFSAR 2.5-27 REVISION 5 - DECEMBER 1994 feet. Based on the results of borings drill ed at the site, the Dolton Member ra nges in thickness from approximately 14.0 feet to 31.2 feet and averages a pproximately 23.0 feet.
The lacustrine sand is permeable and water-bearing. The groundwater, which originates chiefly from surface infiltration, is perched on the underlying g lacial till deposits of low permeability.
An examination of lacu strine sand exposu res along a vertical strip-mining cut adjacent to the plant site re vealed strong cross-bedding. Most of the groundwater has drained naturally from the exposed permeable sand.
The basal 3 to 4 feet continue to dewater, forming a continuous line of seepa ge along the top of the underlying glacial t ill deposits. Dewater ing sand exposures with slopes which approach 70
&deg; to 80&deg; from horizontal were observed. 

2.5.1.2.4.1.1.3 Wedron Formation The Wedron Formation a ppears to underlie the entire site wherever the Dolton lacustrine sand was encountered.
Based on field identification and laboratory analysis by the Illino is State Geological Survey, two members of the Wedron Formation have been identified in the main plant area. These are the Yorkville and Tiskilwa Till Members. 

Underlying the T iskilwa Till Member are several feet of glacial deposits which may be as old as the Wedron For mation or which may be older (see FSAR Attachment 2.5A).
For ease of discussion, the Yorkvill e and Tiskilwa Till Members and the underlying gla cial deposits will be referred to as the Wedron Formation. 

The Wedron Formation w as penetrated by 111 bor ings throughout the site area. It frequently consists of three un its:  an upper till consisting predominantly of dark gray clayey silt to silty clay with interspersed sand and dolomitic gra vels, underlain by an outwash layer of grayish-brown sandy gravel to gravelly sand with numerous cobbles and some boulde rs, and a lower till consisting predominantly of a brownish-gray to gray, very sandy silt with some interspersed clay and gravel. These three basic units, however, are extremely v ariable in thickness, and any combination of them, in their proper seque nce, constitutes the Wedron Formation within the site area. 

As a whole, the Wedron Formation was observe d in onsite borings to vary in thickness from 4.5 feet in Boring M P-6 to 29.5 feet in Boring MP-57; it has an average thickness of 1 7.8 feet. The top of the formation lies between elevations of 56 8.9 feet and 583.7 feet, with an average elevation of 576.4 feet. Figure 2.5-29 shows the contoured su rface of the Wedron Formation for the site area and the main plant area. 

BRAIDWOOD-UFSAR 2.5-28 REVISION 5 - DECEMBER 1994 In addition to t he three units within the Wedron Formation, minor amounts of reworked so ils were encountered along the lower formation contacts. For the p urpose of this report, these reworked soils are con sidered to be part of the Wedron Formation.
These soils appear to be somewhat sporadic in occurrence and may be encountered at an y location within the site area. The reworked soils are com posed of gray silt with a trace of clay and gray, sandy, and micaceous silt with some sandstone gravels.
Outwash exposures along the strip-mine cut w ere water-bearing and formed a continuous line of seepage with conspicuous iron stains.
Cuts through the till and outw ash were at ve rtical slopes.
2.5.1.2.4.2 Bedr ock Deposits The bedrock deposits in the vici nity of the site range in age from Pennsylvanian to Precambrian as shown in Figures 2.5-2 and 2.5-19. The ele vation of the be drock surface ranges from 551.9 feet to 567.0 fe et and averages 558.3 feet. Fig ures 2.5-30 and 2.5-31 are contour maps of the b edrock surface which is formed in the upper Pennsylvanian deposits. 

The deepest borings drilled at the site were ext ended into the upper portion of the Ord ovician-age Galena Group.
The site water well penetrated into the Cambrian-age Ironto n and Galesville Sandstones. Descripti ons and estimated stra tigraphic thicknesses of deeper units were obtained from the following sources: 
: a. a deep well in the town of Bra idwood, Illinois, illustrated in Figure 2.
5-32 (Reference 49); 
: b. a composite of w ells in Sections 28, 29, and 32 in T.30N., R.10E. (Reference 13); 
: c. the log of a well in Sec tion 25 in T.34N., R.9E.  (Reference 13); and 
: d. the log of the site water well in Section 19, T.32N., R.9E. (see Figure 2.5-16, Sheet 3, and FSAR Attachment 2.5C). Rock quality designati on (RQD) has been used as an indication of the general quality of the roc
: k. This procedure employs a modified core recovery p ercentage in which only the pieces of sound core 4 inches or longer are counted as recovery. The cumulative length of pieces 4 inches or long er is then expressed as a percentage of the total length of the core run.
The core from the initial 30 borings (the A, P, L, and H series) was obtained using NX and HQ-wir eline double-tube core barrels.
The main plant location borings (the MP seri es) used mainly NX double-tube core barrel for rock coring. RQD is a function of   

BRAIDWOOD-UFSAR 2.5-29 drilling techniques. Therefore, as the largest number of borings were drilled using t he NX double-tube co re barrel, only the borings drilled by this method in the ma in plant area will be used to compare rock quality and recovery.
2.5.1.2.4.2.1 Pennsylvanian Deposits of Pennsylvanian age wh ich underlie the site consist of bedrock. Some residual soil was encountered in several borings, although none was found at the main plant site.
The soil was formed as a result of inplace weathering of Pe nnsylvanian bedrock and ranges somewhat in character from gray to bluish-gray silt with various amounts of clay and fine sand, to light gray, silty, fine or fine-to-medium sand. Mica flakes are conspicuous throughout. Although bedding generally is n ot evident in the silty sand layers, t he silts are without exception thinly laminated. The residual soil, an inplace weat hering product of the underlying Carbondale Formation bedrock, res ts in most places on a siltstone of the Franci s Creek Shale Member of the Carbondale Formation.
It was, however, locally encountered on the channel sandstone or limestone which overl ie the siltstone in the Francis Creek Shale Member. Where e ncountered in the borings, the residual soil has a hard consistency.
All the Pennsylvanian be drock is included within the Kewanee Group, which is subd ivided into the Ca rbondale and Spoon Formations. The Penns ylvanian deposition in the site area is characterized by rapid vertical changes in rock type and by lateral persistence of the Colchester (No. 2) Coal Member of the Carbondale Formation. Sandstone, siltstone, and most shale units are also persistent over wide ar eas when viewed as composite units. However, they show noticeable variation in thickness over relatively short hor izontal distances.
2.5.1.2.4.2.1.1 Kewanee Group

2.5.1.2.4.2.1.1.1 Carb ondale Formation

2.5.1.2.4.2.1.1.1.1 Limestone A light gray to buff, very silty limestone was encount ered near the top of bedrock in two boring
: s. It is thinly bedded, highly fractured, and moderately weathered. No evi dence of solution activity was observe
: d. Thicknesses vari ed from 2.0 feet in Boring A-10 to 5.0 feet in Boring A-7. 

Where limestone was enco untered, the RQD ranges from 0% to 8%,
and the percentage of co re recovery ranged f rom 60% to 90%. The low values of RQD may be attribu ted to weathering of the upper bedrock layers. 

BRAIDWOOD-UFSAR 2.5-30 2.5.1.2.4.2.1.1.1.2 Fran cis Creek Shale Member 2.5.1.2.4.2.1.1.1.2.1 Channel Sandstone Deposits A thin to locally thick sandstone unit was enc ountered at or near the top of bedrock at many locations, partic ularly in the main plant area. Stratigra phically it lies below the locally present silty limestone and above the siltstone of the Francis Creek Shale Member. T he sandstone unit has been classified by the Illinois State Geological Surv ey as part of the Francis Creek 

Shale Member on the basis of both spore anal yses and on the coal within the sands tone (Reference 50). The channel deposits consist of light gra y, silty, fine- or f ine-to-medium-grained sandstone with occasional interb edded shale layers. The unit as a whole is micaceous and thin-bedded. Congl omeratic sandstone, with clasts (angular f ragments) and stringers of coal and pebbles (probably concretions) of siderite, is local ly well developed at or near the base. T he contact with the underl ying siltstone is disconformable. 

Where the sandstone is present, thicknesses va ry from 3.0 feet in Boring A-9 to 27.3 f eet in Boring A-3.
The average thickness from a total of 62 b orings is 7.4 feet. 

The RQD ranged from 0% to 100%
and averaged 48.1%. The percentage of core rec overy averaged 82.2% a nd ranged from 8% to 100%. Low values of both RQD and recove ry are due to various degrees of weathering which have taken place along the upper zones of bedrock. In many cases, due to poor cementation or lack of cementation of the sa ndstone, the initial c ore was washed away in the drilling process. 

2.5.1.2.4.2.1.1.1.2.2 Siltstone Deposits The siltstone of the F rancis Creek Shale Member is present throughout the site ar ea except where it has been removed by strip-mining the underly ing No. 2 Coal. It represents a wedge of clastic sediments from a northern or eastern source which was deposited rapidly soon after the No. 2 Coal deposition. It can essentially be described as a gr ay, micaceous si ltstone which grades from sandy at t he top to a finely mic aceous, silty shale near the base. It is thinly laminated t hroughout. Siderite concretions are common but are only occa sionally fossiliferous. 

Within the siltstone is a zone of conglo meratic sandstone. This zone is marked by large clasts and occasiona l beds of coal and pebbles of siderite.
The matrix is frequent ly calcareous, though in most places it is a fine- to medi um-grained sands tone. The top of the conglomerat ic zones ranges in eleva tion from 511.6 to 553.3 feet and r anges in thickness from 1.2 feet in Boring MP-47 to 36.9 feet in Boring A-14. 

The overall thickness of the s iltstone deposits averages 51.8 feet. The thickness ranges from 28.5 to 65.5 feet. RQD values 

BRAIDWOOD-UFSAR 2.5-31 for the siltstone ranged from 0% to 100% and averaged 77.1%. The percentage of core rec overy averaged 96.3% a nd ranged from 33% to 100%. RQD values in the plant area are vari ed due to irregular amounts of weathering in the upper porti ons and the more fissile nature of the rock as it gra des to shale near the base.
Laboratory test results indicate unconfined co mpressive strengths ranging from 2420 to 7286 psi for seven of eight samples. One low strength of 980 psi was due to a concealed s hear break in the sample (see Table 2.5-3). R esults of resona nt column tests performed on four samples from the siltstone d eposts are given in Table 2.5-4. 

Visual observations were made of the exposed siltstone deposits along vertical s trip-mine cuts adjacent to the site.
Differential weathering of the thinly lamina ted silty shale (less resistant) and siltstone (more resistant) laye rs had developed an irregular surface wi th numerous horizontally oriented knife edge projections. In addition, numer ous irregular short fractures had developed across bedding planes.
In general, weathering had not penetrated more than 3 or 4 inches. The exposures were, on the whole, very stable along vertical cuts and d id not display the slaking tendency so common to sh ales with a high clay content. 

2.5.1.2.4.2.1.1.1.3 Colchest er (No. 2 Coal) Member The Colchester, one of the most continuo us beds in the Pennsylvanian of Illinois, consi sts of thinly be dded to thinly laminated layers of dull to bright black coal but contains no persistent partings.
Numerous verti cal fractures are present which contain thin vei nlets of pyrite and cl ay. Elevations at the top of the coal ra nged from 486.1 to 518.3 feet averaging 501.0 feet. Figure 2.
5-33 is a contour map at the main plant site of the top of t he Colchester Member and indicates the thickness of coal present at each boring location.
Stratigraphically, the base of the No. 2 Coa l forms the base of the Carbondale Formation. 

Observed thicknessses va ry from 1.5 feet in Bo ring MP-25 to 4.7 feet in Boring A
-5. The average thickness from a total of 83 borings is 3.3 feet. 

RQD averaged 53.6% and ranged from 0% to 100
%. The percentage of core recovery averaged 9 1.4% and ranged from 59% to 100%. Low RQD values for the c oal are attributed to breakage during drilling and probably do not represent true in situ conditions.
2.5.1.2.4.2.1.1.2 Spoon Formation The Spoon Formation is t he lowest recognized Pennsylvanian unit which underlies the site.
Its basal c ontact with the underlying Ordovician deposits is locally sharp and easily recognized.
Several distinct sedimentary units have been d istinguished within the Spoon Formation as o bserved in onsite bori ngs. These consist 

BRAIDWOOD-UFSAR 2.5-32 essentially of interbedd ed clayey shales, silty shales with carbonaceous zones, and siltstones or silty sandstones. Abrupt vertical changes in lithology and rapid lateral variations in thickness are characte ristics of these units.
The clayey shale units within the Spoon Form ation are generally carbonaceous and brownis h-gray to dark gray in c olor. The shales are massive and highly fragm ented in nature.
The fractures are small, extremely numerou s, irregular, slickens ided, and have no definite pattern of orientation.
The fractures are believed to be related to desiccation an d compaction subse quent to burial rather than to tectonic activity. Siltstone layers both above and below the fragmented units are rarely fractured or slickensided.
The silty shale intervals are generally dark gray to black in color. They grade car bonaceous in zones with well-developed coal layers in some locatio ns. A maximum of 6.8 feet of coal was observed in Boring A-5 below the No. 2 c oal layer. The silty shale layers are thinly laminated to mas sive. Zones with randomly oriented fragmentation and slickensides are typical.
The fragmentation and formation of slickensi des in the silty shale is also believed to be the result of desiccation and compaction subsequent to burial rather than the result of tectonic activity. 

Three light gray and greenish-gr ay sandy siltsto ne and silty sandstone beds are prese nt in the main plant area. These layers are micaceous, slightly carbonaceous, and contain sand-size grains of siderite t hroughout. Bedding is thin but grades indistinct in zones give a decep tively massive appea rance to the fresh cores. Fractures are rare. The t hickness of the three layers represents about 6 to 10 feet of the total Spoon Formation at the site. 

The lower portion of the Spoon consists of dark gray, sandy, carbonaceous siltstone.
The siltstone is hi ghly fissile near the base and parts on laminae of carbonized plant fossils. 

The Spoon Formation as a whole was observed to range in thickness from 11.7 feet in Boring A-5 to 48.5 feet in Boring A-15. An average thickness from a total of 57 bor ings is 33.8 feet. 

Core recovery for th e Spoon Formation ranged from 31% to 100%, averaging 93%. RQD aver aged 67% and ranged fr om 5% to 100%. The shales in this formati on tend to swell in th e core barrels.
Breakage occurs when the rock is ext racted from the core barrels, and RQD values are undou btedly lower than in situ conditions.
Although the gray to greenish-gr ay siltstone has relatively high RQD values, the dark g ray basal siltstone may exhibit frequent bedding plane partin g, yielding lower RQD values. 

Laboratory testing could not be performed on the fragmented shales, but the ligh t gray and green ish-gray siltsto ne units were BRAIDWOOD-UFSAR 2.5-33 utilized. Unconfined compressive strengths ranged from 4020 to 8600 psi for five samples of s iltstone tested (see Table 2.5-3).
Other rock types within this formation are anticipated to have much lower unc onfined strengths.
2.5.1.2.4.2.2 Silurian

2.5.1.2.4.2.2.1 Alex andrian Series Silurian deposits were n ot anticipated to unde rlie the site area; the general outcrop edge is mapp ed a few miles to the east (Figure 2.5-5). However, it appears that sm all scattered patches of Silurian sediments exist as outliers west of the main body.
That these patches were preserved in pre-Pennsylvanian topographic lows is suggested by a thin layer of reworked Ordovician shale which overlies the Silurian in Boring L-4. The reworked shale appears to have been transported from Ordovician exposures at some higher eleva tion and deposit ed during initial stages of the Pennsylv anian period. Reg ional unconformities occur at the upper a nd lower contacts of Silurian rocks. 

Silurian deposits were encounter ed in two borings. Total thickness varied from 31 feet in Bor ing L-3 to 33 feet in Boring L-4. Deposits consisted of 17 to 25 feet of light brown to greenish-gray dolomite.
It is fine- to medium-grained, silty, and thinly bedded, with numerous thin irregular green shale partings. The dolomite is underlain by 7.5 to 14.0 feet of light greenish-gray to dark gray dolom itic siltstone w hich is thinly laminated.
Fractures are generally tight and widely spaced. The RQD ranges from 83% to 93%. The percent of core recovery range s from 98% to 100%. Porous zones are limited to small vugs (1-inch maximum) and pinpoint openings. 

2.5.1.2.4.2.3 Ordovician 2.5.1.2.4.2.3.1 Maquok eta Shale Group

2.5.1.2.4.2.3.1.1 Brainard Shale The Brainard Shale, where present within the site area, forms the top of Ordovician depo sits and rests con formably on the Fort Atkinson Limestone. At some locations, the Brai nard is very thin to absent due to the ero sional unconform ity between the Pennsylvanian and Ordovician sed iments. The f ormation consists of greenish-gray silty a nd dolomitic shale w ith occasional marine fossils. Bedding is thinly la minated. The shale is generally well indurated w ith few fractures. 

The Brainard Shale is variable in thickness over short horizontal distances. It was o bserved to vary from a few inches in Boring A-8 to 78.5 feet in Bori ng L-2. An average thickness from a   

BRAIDWOOD-UFSAR 2.5-34 REVISION 9 - DECEMBER 2002 total of 21 borings is 14.1 feet.
The Brainard Shale was not encountered in any of the main plant borings.
The RQD ranges from 46% to 98%. The percent of core recovery ranges from 92% to 100
%. These figures are taken from borings drilled with var ious drilling techniques, but due to the small number of borings wh ere Brainard was enc ountered, a single drilling technique was not isolated for eval uation of RQD and recovery. 

Laboratory test resu lts indicate an unco nfined compressive strength of 7142 psi from one sample taken f rom the basal calcareous zone. Stre ngths of the upper Brain ard are anticipated to be somewhat less, but suitable samples are diffic ult to obtain because of the t endency of the upper Brainard to part along bedding planes upon expo sure to the atmosphere.
2.5.1.2.4.2.3.1.2 Fort Atkinson Limestone This formation is pres ent throughout the sit e area. Where the Brainard has been removed, the u pper contact of the Fort Atkinson is unconformable with Pennsylvanian deposits.
The elevations of the Fort Atkinson range from 434
.2 to 475.1 feet and average 

451.0 feet (see Figu re 2.5-34). The contact with the underlying Scales Shale app ears to be con formable. The Fort Atkinson consists essentially of gray, silty limestone which grades from light gray to buff downward.
The silty limestone is thinly bedded and contains nu merous irregular parti ngs and gradational zones of dark gray, ca lcareous shale. N umerous fossils occur throughout. The light gray to buff limeston e grades coarsely calcarenitic and free of silt. It is thin- to medium-bedded with occasional thin shale partings and stylolite
: s. Minor oil-stained vugs and porous zones occur in basal zon es. The pores are generally very small, rarely larger than 1 inch in diameter. 

Observed thicknesses of the Fort Atkinson Limestone range from 29.9 feet in Boring L-3 to 41.4 feet in Boring A-15.
The average thickness from a total of 28 borings is 38.2 feet. 

The RQD ranged from 21%
to 100% and averaged 92.3%. The percent of core recovery ranged from 50% to 100%
and averaged 98.4%.
Laboratory test results indicate unconfined co mpressive strengths ranging from 3,121 to 14
,333 psi for eight of nine samples (see Table 2.5-3). One low strength of 1 878 psi was due to a concealed shear break in the sam ple. Results of resonant column tests performed on four samples from the Fort Atkinson Limestone are given in Table 2.5-4. 

2.5.1.2.4.2.3.1.3 Scales Shale The Scales Shale is the basal formation with in the Maquoketa Shale Group. It rests u nconformably on sediments assigned to the Galena Group and is pres ent throughout the site area. The upper 

BRAIDWOOD-UFSAR 2.5-35 6.5 to 19.0 feet is a light gray, ca lcareous siltsto ne which is extremely fossiliferous. This grades downward to gray, silty, calcareous shale with interbedded zones of silty limestone, and finally to dark gray, dolomitic shal e with occasional thin layers of calcareous siltstone. In general, bedding is thickly laminated and somewhat i rregular. Upon exposu re, the shale parts readily along beddin g planes. Fract ures are rare.
Observed thicknesses ran ge from 86.2 feet in Boring A-2 to 90.9 feet in Boring L-2.
The average thickness from eight borings is 88.4 feet. 

The RQD varies from 96%
to 100% and averages 98.3%. The percent of core recovery ranges from 96% to 100%
and averages 98.5%.
Laboratory test results indicate unconfined co mpressive strengths of 5918, 6660, and 8469 psi (see Table 2.5-3).
2.5.1.2.4.2.3.2 Galena Group 2.5.1.2.4.2.3.2.1 Wise Lake and Dunleith Formations The Wise Lake and Dunleith For mations in north eastern Illinois are so similar that they cannot be readily s eparated in boring samples. This combined unit is the lowest stratigraphic horizon reached by onsite bori ngs. A maximum of 27 feet was cored in Boring L-2; however, t he unit was not entire ly penetrated. The upper contact with t he overlying Scales Shale is easily distinguished even though an u nconformity is indicated.
Irregular small voids in the top of the Wise Lak e-Dunleith are filled with fossiliferou s, silty limestone which grade upward into the basal Scales Shale. The cored portions of the Wise Lake-Dunleith Formations consist of mottled, l ight gray to buff, fine- to medium-crystall ine, dolomitic limestone. Bedding is thin with numerous v ery thin and irregul ar shale partings.
Fractures are not common. Vugs and localized po rous zones are present at some localities and e ntirely absent in others.
Solution activity is not a s ignificant facto r in this unit. 

Total thickness with in the site area is estimated to be between 165 and 245 feet on the basis of dee p boring data in adjacent areas. A structural contour map on top of the Galena is presented in Figure 2.5-35. 

The RQD varies from 97%
to 100%. The pe rcent of core recovery varies from 99% to 100%. 

Laboratory test results from one sample indicate an unconfined compressive strength of 9591 psi.
2.5.1.2.4.2.3.2.2 Gutt enburq Formation The Guttenburg Formation is a light buff to gr ayish-brown, fine to medium-crystalline, medium- to massive-be dded dolomite with 

BRAIDWOOD-UFSAR 2.5-36 REVISION 9 - DECEMBER 2002 thin, typically reddish-brown shale partings.
Thickness in the site area is estimated to be 10 to 20 feet on the basis of deep boring data in a djacent areas.
2.5.1.2.4.2.3.3 Platteville Group 2.5.1.2.4.2.3.3.1 Nachusa Formation The formation is a buff to grayish-brown, fine- to medium crystalline, medium-to massive-bedded dolom ite with thin gray shale partings and occasional chert nodules.
Thickness in the site area is estimated to be 34 to 48 feet on the basis of deep boring data. 

2.5.1.2.4.2.3.3.2 Gran d Detour Formation The Grand Detour Formation is a brownish-gray, finely 

crystalline, fossilife rous, medium- to m assive-bedded dolomite with gray and reddish-brown shale partings. This formation commonly has gray mottling and s mall amounts of chert nodules.
Thickness on the site area is estimated to ran ge between 21 and 40 feet on the basis of deep boring data.
2.5.1.2.4.2.3.3.3 Mifflin Formation The Mifflin Formation is a finely crystalline, t hin- to medium-bedded, light gray or buff dolomite and lime stone with bluish-gray, gray, green, or brown shale partings, rare chert nodules, and zones of orange sp eckling. Thickness in the site area is estimated to range between 35 and 50 feet on the basis of deep boring data. 

2.5.1.2.4.2.3.3.4 Peca tonica Formation The Pecatonica Formation is light grayish brown, finely crystalline dolomite, wi th medium to mas sive bedding. This formation contains thin brown shale partings a nd may contain some brown to brownish-gray dolomite and dolomiti c limestones.
Thickness in the site area is estimated to be 34 to 48 feet on the basis of deep boring data. 

2.5.1.2.4.2.3.4 Ancell Group

2.5.1.2.4.2.3.4.1 Glenwood Formati on and St. Peter Sandstone The Glenwood Formati on and St. Peter Sandstone are not differentiated in the si te area. In general, the Glenwood is a fine- to coarse-grained dolomitic sandstone wi th some light green shale, while the St. P eter is a fine- to med ium-grained quartzose sandstone, poorly ceme nted and friable.
Total thickness of these combined formations in the site area is estima ted to be between 157 to 540 feet on the basis of deep boring data. 

BRAIDWOOD-UFSAR 2.5-37 2.5.1.2.4.2.3.5 Prairie du Chien Group 2.5.1.2.4.2.3.5.1 Shakopee Dolomite The Shakopee Dolomite is primari ly a very finely crystalline, light gray to light brown dolo mite. It contai ns oolitic chert and some light gray to g reen shale. It may contain lenses of massive algal structures up to 10 feet high.
Where present in the site area, it may range up to about 67 feet in thickness.
2.5.1.2.4.2.3.5.2 New Richmond Sandstone This formation is a bu ff, moderately sor ted, rounded, friable, medium-grained sandsto ne with some inter bedded, light-colored, sandy dolomite.
Where present in the si te area, it may range up to 10 feet in thickness. 

2.5.1.2.4.2.3.5.3 Oneota Dolomite The Oneota Dolomite is estimated to be from 8 to 250 feet thick within the site area. It is divided i nto two members chiefly on the basis of chert c ontent. The upper or Blodgett Member consists of noncherty to slightly cherty dolomite. The lower Arsenal Member consists of cherty to very cherty dolomite. The dolomite in both units is light gray to pink , coarse-grained, and has minor amounts of sand. 

2.5.1.2.4.2.3.5.4 Gunter Sandstone The Gunter Sandstone consists of medium-grained, friable, subrounded sandstone that co ntains beds of light gray, fine-grained dolomite and minor amounts of green shale. Where present in the site area, it may range up to about 7 feet in thickness.
2.5.1.2.4.2.4 Cambrian 2.5.1.2.4.2.4.1 Eminence Formation The Eminence Formation is a light gray to light brown, sandy, fine- to medium-grained dolo mite with some oolitic chert and thin 

beds of sandstone.
The thickness within the site area is thought to be about 82 to 93 feet on t he basis of deep b oring data. The name Momence Sandstone Member has been proposed (Reference 13) for the 5 to 15 foot-thick discontinuous sandstone, which is sometimes found at the base of the E minence Formation.
2.5.1.2.4.2.4.2 Potosi Dolomite This formation is a finely crystalline, slightly argillaceous, brown to light gray do lomite. It is generally slightly glauconitic near the top and glaucon itic and sandy near its base.
Its thickness is estimated to be bet ween 162 and 212 feet within the site area. 

BRAIDWOOD-UFSAR 2.5-38 2.5.1.2.4.2.4.3 Fran conia Formation This formation c onsists of a light gray to pink, fine-grained, dolomitic sandstone that is us ually glauconitic, silty, and argillaceous. Its thickness is estimated to be between 88 and 142 feet within the site area.
2.5.1.2.4.2.4.4 Ironton Sandstone The Ironton Sandstone is a mediu m- to coarse-grained, partly dolomitic, poorly sorted sandsto ne. The approxi mate thickness within the site area is estimated to be between 130 and 215 feet on the basis of deep boring data from adjacent areas. Four distinct members are rec ognized on the basis of lithology. From top to bottom, these a re the Mooseheart, Mar ywood, Fox Valley, and Buelter Members. 

The Mooseheart Member consists of poorly sorted dolomitic sandstone that is medium- to coarse-grained.
Thickness within the site area is estimated to be between 45 and 60 feet.
The Marywood Member co nsists of fine-gra ined sandstone with little dolomite. Thic kness within the site area is estimated to be between 5 and 50 feet. 

The Fox Valley Member consists of poorly sorted, medium- to coarse-grained, dolomitic sandstone. Thickn ess within t he site area is estimated to be between 20 a nd 25 feet.
The Buelter Member consists larg ely of medium-graine d sandstone.
It is moderately sorted and rarely dolomitic. Thickness within the site area is estimated to be between 60 and 80 feet.
2.5.1.2.4.2.4.5 Gale sville Sandstone The Galesville Sandstone is a wh ite, fine-grained, friable sandstone which grades medium-grained and do lomitic in the basal portion. Thickness within t he site area is estimated to be between 82 and 100 f eet on the basis of deep boring data.
2.5.1.2.4.2.4.6 Eau Claire Formation This formation consi sts of a variety of lith ologies. In the site area, the primary lithologies are silty shale and siltstone which are dolomitic and glauco nitic, underlain by appr oximately 80 feet of silty dolomite. The estimated thickness within the site area is approximately 562 feet on the basis of de ep boring data.
2.5.1.2.4.2.4.7 Mt.
Simon Sandstone This formation is a fine- to coarse-gr ained, poorly sorted, friable sandstone wh ich contains occasio nal fine pebbles.
Coarse-grained beds are often cross-bedded.
Red and green 

BRAIDWOOD-UFSAR 2.5-39 micaceous shales occur in beds from a few inches to 15 feet thick. The thickness wi thin the site area is estimated to be somewhat in excess of 24 60 feet on the basis of deep boring data.
2.5.1.2.4.2.5 Precambrian No wells have reached the Prec ambrian in the site area.
Available data indicate that the basement rocks consist largely of medium- to coarse-grained granite. Other rock types reported are quartz monzonite, rhyolite, porphyry, an d felsite (Reference 51). Estimated depth to the top of the Precambrian is 4400 to 4500 feet below sea le vel (Reference 13).
2.5.1.2.5 Structure

2.5.1.2.5.1 Jointinq Joints are bedrock f ractures along whi ch no displacement has occurred parallel to the joint s urface. They us ually cut across bedding at a high angle but may vary from near horizontal to vertical. Lateral spacing b etween parallel fractures or joint sets varies considerab ly, and intersecti ons of different joint sets are common. 

Joints are present in the be drock of the site area. A determination of their spacing and trend is not possible from surface observations due to a substantial thickness of unconsolidated deposits.
Also, it is not po ssible to determine their trend or exact spacing from ro ck core samples. An examination of Pennsylva nian exposures above the No. 2 coal in the strip-mine area adja cent to the site indic ates two distinct sets of joints.
One set is spaced 1 inch to 16 inches, trends from due north to N 21
&deg; W, and dips from 80
&deg; to vertical. The second set is spaced 2 to 8 inches, trends N 73
&deg; E to N 99
&deg; E, and dips from 70
&deg; to 89&deg;. All trends are from true north and dips are measured prependicular to the trends.
All joints are tight, with no evidence of solution acti vity. During the excavation mapping, th ose joints observed were generally tight with no apparent movement along the joint surface.
2.5.1.2.5.2 Folding Contour maps for the site area have been constru cted on various stratigraphic horizo ns. These are illustrated on Figures 2.5-29 through 2.5-35. Contours on top of unconfor mable surfaces of erosion do not necessari ly reflect site stru cture related to tectonic movement, as there is d ifficulty in determining the configuration of the e rosional and/or depositional surface prior to deformation. Such unconforma ble surfaces are represented by the top of the Wedro n Formation, by the top of bedrock and, to some extent, the tops of the Galena, Fort Atkinson, and Colchester units. 

BRAIDWOOD-UFSAR 2.5-40 The period of erosion at the e nd of the Galena t ime is believed to have been brief.
Since it is likely that erosion did not produce significant topo graphic relief on th e Galena surface, present-day relief on this surface could conceivably be the result of tectonic m ovement which has ta ken place since Galena deposition. 

The top of the Fort At kinson Limestone is a comformable surface over portions of the site; h owever, pre-Pennsy lvanian erosion cuts through the Brainard and into the Fort At kinson in some locations. 

Although structure con tours on the top of the Fort Atkinson Limestone (Figure 2.5-34) indica te a local northeastward dip in the plant area, contou rs on the top of the G alena Group (Figure 2.5-35) in the broad er site area closely conform to the southwestward dip of the sit e region (Figure 2.5-12). 

Contours on top of the G alena indicate an anti clinal high which centers at or near Boring A-1 and appears to trend northwest -
southeast across the site ar ea. Sufficient data are not presently available to delineate this apparent s tructure in more detail. Regional da ta within the area suggest anticlinal structures which also trend in a northwest-s outheast direction (Figure 2.5-12). 

Irregular deposition al and/or erosional surfaces within Pennsylvanian deposits at the site each display some relief independent of one anoth er which should not be interpreted as due to tectonic movements.
The surfaces do not reflect the structure observed within the Ordo vician, such as the top of the Galena as previously discussed. Also, minor warping configuration shown on tops of both the Col chester No. 2 Coal M ember and the Ft.
Atkinson Limestone may be due as much to ero sion as to tectonic activity and the fact that structures shown on one unit are similar to structures shown on another unit may be coincidental.
However, it is possible that minor warping of the two geologic units may be due to tectonic f orces acting on the LaSalle Anticlinal Belt. Clegg (1965, Page 93) indica tes that structural and stratigraphic relati onships in northern Il linois show that a second phase of deformat ion of the LaSalle A nticlinal Belt began after the deposition of the Colchester No.
2 Coal and possibly continued to the end of or after Penns ylvanian time. 

Detailed correlations within t he Pennsylvanian and younger deposits do not indicate any site movement over the past 200 million years. Major re ported folds in the mid-continent are tabulated in Table 2.5-1 and are shown on Figure 2.5-8.
2.5.1.2.5.3 Faulting Inspection of bedrock exposures in t he strip-mining and the site excavations and detailed correla tions of stratig raphic horizons penetrated by onsite borings h ave shown no e vidence of faulting 

BRAIDWOOD-UFSAR 2.5-41 within the site area. The stratigraphic variations that do exist can be accounted for by local and region al unconformities.
The site is located in the tecto nically stable inter ior region of the continent wherein faulting is not a major structural element. Extensive geologic wor k, both surface and subsurface, has been done; regional and local stratigraphy a re well known; and, accurate stratigr aphic correlations are possible throughout the area, owing primarily to the presence of the Colchester (No.
2 Coal) member horizon. These s tudies have shown no evidence of faulting in the area. M ajor reported faults in the mid-continent are tabulated in Table 2
.5-2 and are shown on Figure 2.5-9. 

The Colchester (No. 2 Co al) member, though a very narrow horizon, is extremely consistent and constitutes an e xcellent marker bed in the area. Subsurface mapping, based on a lar ge number of site borings and numerous e xposures in the ar ea, shows very good stratigraphic continuity thr oughout the site area. 

While it is theoretically possib le that "minor" faults could remain undetected in t he plant area, it can be stated, b ased on the extremely close stra tigraphic control provided by the Colchester horizon, that no faul ts exist within the plant site 

area. In addition, no evidence of surface faulting was observed during excavation mapp ing. All geologic evi dence indicates that there has not been a ny fault movement in the area during Pleistocene or recent time. Further, av ailable information points to the inactivity of faul ts in the region of the site which extends well i nto the Paleozoic Er
: a. Therefore, even assuming that faulting might exist in the vicinity of the site, it would present no hazard to Seismic Category I structures at the site owing to the fact that all geologic evidence suggests that any faults which may exist in the site area or environs are inactive. 

Several faults have been inferred in the Galena Group in the Chicago metropolitan area (Reference 23).
The original evidence upon which these fau lts were inferred to exist consisted of a number of seismic re flection lines run in conjunction with geotechnical studies for the C hicago Metropolitan Sanitary District. 

Seismic studies provide indirect evidence of subsurface structure, and b orings were done in several ar eas to attempt to confirm the existence of the these faults. These borings provided mixed results.
In some cases, faults inferred from seismic data were not encountered or showed substantially smaller displacement than had been indic ated. However, in a few cases, faults of small displa cement were encoun tered in borings which had not been indicated in the seismic su rvey (Reference 52). 

The faults in the Galena Group w hich are known to exist in the Chicago area can be dated as being post-Silurian and pre-Pleistocene in a ge. Though not present in the immediate area 

BRAIDWOOD-UFSAR 2.5-42 of the faults, t he presence of Mississip pian and Pennsylvanian blocks preserved in the nearby Des Plaines D isturbance (Reference 
: 23) clearly indicates that similar deposits we re laid down in the Chicago metropolitan a rea and subsequently eroded. Faulting caused by normal tectonic mechan isms very probably occurred during this extended period of deposition and erosion. The present bedrock surface is planed off and, owing to a lack of scarp development, does not suggest post-Pleis tocene movement on the faults. Further, th ere is no evidence wit hin the Pleistocene deposits to suggest recent movement.
Surface subsidence ass ociated with undergrou nd mining oc curs in localities above underground coa l-mining activity. This may be reflected by only minor distortions or v ertical displacements in the sediments above the No. 2 Coal. The pos sibility of future movements along these zo nes is extremely remote.
2.5.1.2.6 Solution Activity The cores of bedrock rec overed from 86 test borings were inspected in detail for evidence of rock solut ion activity which may be related to the development of voi ds. The boring logs illustrated in Figures 2.5-123 through 2
.5-253 include the descriptions and distr ibutions of voids observed in the rock cores. In this discus sion, all openings in the rock described as vugs or porous zones have been combined into one category called rock voids. No soluti on channels were noted. 

The rock voids observed in the cores were generally less than 1 inch in their lo ngest dimension. Only a few 2-inch and 3-inch rock voids were observed. In all cases, the zones of core 

indicated as being porous were limited to isolat ed areas of less than 2 lineal feet of core, and the rock voi ds constituted 5% or less of the total rock volume within those zones. 

Small rock voids were observed to some e xtent in many of the calcareous units pen etrated by onsite bo rings. These units include the Silurian dolomite and the Ordovician-aged Fort Atkinson Limestone, the Scales Shale, and the Wise Lake-Dunleith Formations. 

The Silurian dolomite was cored in Borings L
-3 and L-4. Some porous zones with pi npoint to 0.1-inch o penings were observed having a percent of voids estimated to be on t he order of 1% to 2% of the total rock volume. 

The basal Fort Atkinson contains scattered v ugs with crystal deposits and numerous porous z ones. In many instances, the porous zones con tain small quantities of oil. Open spaces are confined to relatively n arrow zones and never exceed 5% of the total rock volume, g enerally much less.
Single openings in excess of 2 inches in diameter are rare. 

BRAIDWOOD-UFSAR 2.5-43 The uppermost horizon of the Scales Shale co nsists of calcareous siltstone which is highly fo ssiliferous. Porous zones and cavities were observed in this unit at s ome locations. Most openings are lined w ith drusy crystalline surfaces and rarely exceed 0.5 inch in d iameter. Open spa ces are confined to relatively narrow zones having less than 5% voids.
In the Wise Lake-Dunle ith Formations, local voids were observed at some localities, wh ile none whatsoever had occurred at others. The highest percent of voids observ ed was approximately 5%. Individual openin gs rarely exceed 1 inch in diameter. This is stratigraphically the lowest unit penetrated by onsite borings. The top of this unit was encountered in the borings at elevations ranging f rom 267.1 to 343.4 feet. 

In general, deep bedrock units c ontain a higher percentage of voids than the s hallow units. T he observed maxi mum percentage of voids at any location is 5%. Th is percentage is not considered significant from the s tandpoint of bedrock stability. No foundation problems are anticipated with regard to bedrock solution. 

2.5.1.2.7 Man's Activities There are no known instances of, or potential possibilities for, surface or subsurface su bsidence, uplift, or collapse resulting from the activities of man within the site area. Former activities within the site vicin ity have included underground and strip mining of coal. A detailed discus sion of the coal mining is presented in Subs ections 2.5.1.2.7.1 thro ugh 2.5.1.2.7.5.
There are no large uses of groundwater nor any industrial disposal wells in th is area. No surfa ce subsidence due to groundwater withdrawals has been reported near the site.
The Natural Gas Pipeline Compa ny of America operates two underground natural gas storage areas approx imately 9 and 13 miles from the s ite. Both of the ga s storage fields are associated with the He rscher Dome (see F igure 2.5-10). There have been no instances of up lift, subsidence, or collapse associated with these gas storage fields; th erefore, no hazard is posed to the plant site due to the operation of these gas storage projects.
2.5.1.2.7.1 History of Coal Mininq Coal was first discovered in Illinois on 167 9 by Father Hennepin, a missionary, who reported a "cole" mine on the Illinois River near the present-day town of O ttawa, approximate ly 34 miles west of the site. In 181 0, coal was first mined in Jackson County in southern Illinois and shipped to New Orleans; sustained production was not achieved until 1833, when 6000 tons of coal were mined from the same locality and shipped to St. Louis.
Coal was accidentally discovered near Braidwood in 1854 on the farm of Thomas Byron (Reference 53). A coal bed 3.5 feet thick 

BRAIDWOOD-UFSAR 2.5-44 was encountered at a depth of 65 feet in a well which was being drilled for water. A co mpany was formed, th e well was enlarged to a shaft, and mining was begun the same winter. By the early 1880's, mining activity in the Braidwood area involved seven companies employing 2,180 men and producing 700,000 tons of coal annually. Within the area of interest surrounding the plant site (Figures 2.5-36 and 2.5-37), coal-mining development was closely related to activity in a nd near Braidwood.
Mining of coal in this area can be divided int o two distinct periods.
The first period, one of underground mining, began in the 1870's with the activities of t he Eureka Mining Compa ny and ended with the closing of the Wil mington Coal Mining and Manufacturing Company's Mine No. 6 at Torino in 1920.
Production from underground mines declin ed from this time on , with the exception of the Number 3 Coal Corporation located in Section 23, T.31N., R.8E., which ope rated from 1927 through 1954. U pon abandonment of this long-liv ed producer, underground production in the area came to an end. 

A second period of mining was begun in the 192 0's with the development of large-sca le earth-moving equipm ent which allowed strip-mining methods to supplant under ground methods economically. Strip mining was begun near Braidwood in 1927, although it was not begun in the vic inity of the site until 1940, when the Wilmington Coal Mining Company began pr oducing from a large pit centered in Section 28, T.32., R.8E. In 1947, the Northern Illinois Coal C ompany began o peration in its nearby Pit No. 11 in Section 8, T.31N., R.9E., and prod uced until its interests were acquired by the Peabody Coal Company in 1956.
From that time to 19 74, coal was produced continuously from the Northern Mine (Figure 2.5-36 , Numbers 24-30). T he rate of mining was approximately 1 million tons per year, and t his operation was the last producer in the area. 

Total production of coal from the area shown in Figure 2.5-36 is estimated at over 26 million tons. Approximat ely 6.2 million tons was produced from undergrou nd mines, and about 20.5 million from strip mines. Details of the mines and their estimated production are shown in Table 2.5-5.
2.5.1.2.7.2 Coal Seams The coal in the area of interest has been produced principally from the Illinois No. 2 Coal s eam. The No. 2 seam is normally overlain by 30 or more feet of the Francis Creek Shale Member of the Pennsylvanian Carb ondale Formation (Figu re 2.5-19). This seam is also known as the Colche ster Coal and in old reports as the "Third Vein." In the vicinity of the site, the No. 2 seam has a persistent thickness a veraging very close to 3 feet. 

A secondary producing seam, the No. 4, has b een mined by Peabody Coal Company in its Pit No. 14 (Number 28 on Figure 2.5-36). In this area, the No. 4 s eam lies approximately 57 to 64 feet above 

BRAIDWOOD-UFSAR 2.5-45 the top of the No. 2 s eam and has an approximate thickness of 3 feet 8 inches. The No. 4 seam has been correlated with the Lowell Coal. 

In the southwestern pa rt of the area, thin seams of coal lie closely above and below the No. 2 seam.
The upper seam is known as the "Cardiff Coal" (References 54 thr ough 56) and has been mined together with the No. 2 seam in some of the underground operations. The geologic relati onships of the m inor coals in this area are not clear. The old records refer to various seams labeled as the No. 2A and the No. 2B, as well as an unidentified No. 3. 

The eastern limit of the No. 2 c oal in the vicin ity of the site has been delineated by minin g and drilling and is shown on Figure 2.5-36. 

The coals in this area are classified as High Volatile C (Reference 57). Typ ical analyses are sh own in Table 2.5-6.
2.5.1.2.7.3 Coal Mining Methods Coal has been mined in the area of inter est by two principal methods:  underground by the "longwall" meth od, and on the surface by the v ariety of open-cut mining known as "stripping."
The area of interest surrounding the plant site lies within the First Mining District for coal mining as was promulgated by the State of Illinois. This area, s hown on Figure 2
.5-37, includes portions of Bureau, Grundy, Ka nkakee, Kendall, La Salle, Marshall, Will, Putn am, and Woodward C ounties. Underground mining in this district utilized the "longwa ll advance system."
Since this was the only domestic coal field during its period to produce any significant tonn age using the system, it was referred to and still remains known as the "Longwall District."  Underground longwall mining practice w ithin the district consisted of sinking two shafts to the coal bed, one for hoisting and the other for vent ilation. In Will Coun ty, depths of these shafts ranged from 70 to 125 fee
: t. The shafts w ere protected by a "shaft pillar" ranging in size from a circular pillar with a 225-foot radius to a square pill ar with a 60-f oot side.
Examination of the few u nderground maps available for the area of interest shows that local practice called for a shaft pillar some 400 feet long by 200 feet wide.
Mining was adva nced radially outward from the central pillar. Al l the coal was extracted, and no other pillars were left. Coal removed from each working face was transported along ro adways which were supported by "pack walls."  The pack wa lls were constructed of shale, siltstone, and clay mining wastes and were built 10 to 12 feet apart to allow for squeezing by roof pressu res to permit an ultimate open width of about 9 feet. The roadways led to individual working faces having typical lengths of 42 feet (s ee Figure 2.5-38). 

BRAIDWOOD-UFSAR 2.5-46 Each working face acco mmodated one or two mi ners. The coal was usually underlain by a bed of clay, which, when undercut from 8 to 12 inches, allowed the coal to fall under the influence of its own weight. Wedges were used to force any coal which did not fall freely. The broken coal was removed by shoveling or "mucking," placed in mine cars, trammed to the shaft , and finally hoisted to the surfa ce. As the seams were generally about 3 feet thick, overhead rock was scaled off or "brus hed" so as to provide a minimum head room of 4 feet for men and haulage mules. Excess rock and clay were either plac ed in the openings created by the removal of coal (referred to as "gob")
or transported to the surface and placed in du mps known locally as "Red Dog Piles," the name derived from the red co lor which was ge nerated from the oxidation of pyrite. Generall y, 1 ton of du mp material was hauled to the surface for each 3 tons of coal mined.
As the underground w orking faces were ad vanced, the partially supported ground left behind w as allowed to subside gradually (Reference 58). Con trolled subsidence trans mitted the weight of the overlying ground onto the working face, which forced the coal to break when undercut.
It was therefore impo rtant that the face be advanced uniformly so as not to create dangerously imbalanced ground pressures. Thu s, in the longwall system, the roof of the mine was designed to subside to the floor in a controlled manner. 

Past strip-mining practice in the vicinity of the site has entailed deep excavation with po wer shovels, d raglines, and bucket-wheel excavat ors on a large scale.
From 40 to 100 feet of overburden were remo ved to extract 3 feet of coal. As seen in the Peabody Coal Company's North ern Mine, Pit No. 11, (Figure 2.5-36), the overburden was removed in benches ranging in width from 50 to 200 feet and for lengths ra nging from 2000 to 9000 feet. The overburde n from each advance was placed upon the ground where coal had already been removed.
A new area of coal was continually exposed and mined with the adv ance of the fresh face, or "highwall."
2.5.1.2.7.4 Coal Mine Lo cations and Prod uction Data Detailed investigation was made of available records from the Illinois Department of M ines and Minerals, the Illinois State Geological Survey, t he Illinois Department of Highways, and the Peabody Coal Company.
Land records in Will, G rundy, and Kankakee Counties were examined f or ownership by mini ng companies. A field reconnaissance was made of the site area, and agricultural soil survey maps were examined for any e vidence of mining activity. The resul ts of the studies sh owing all known mines within approximately 1 mile surrounding the plant site and cooling pond areas a re shown on figures 2.5-36 and 2.5-36A. 

In the plant site ar ea, borings were spa ced on 100-foot centers in the area of Seismic C ategory I structures (Figures 2.5-16 and 2.5-33). The Colchester (No. 2 Coal) member was encountered in all the borings drilled, indicat ing that underground mining 

BRAIDWOOD-UFSAR 2.5-47 activity does not exist at the plant site. Also, coal development drill holes on approximately 330-foot centers (Reference 59) indicate that no underground coal mining underlies any portion of the NE1
/4 and the SE1/4 of Section 19, T.32N., R.9E. Since the longwall mini ng system which was used in the district did not involve the use of isolated tun nels and drifts and allowed for complete extraction of the coa l, the results of the development drill holes can be consi dered as a reliable indication that no mining has been pursu ed in the previously described parcels of Section 1
: 9. In the NW1/4 of this same Section 19, although l and records indica te that in 1867 the Kankakee Coal Company held an intere st in the E1/2 of the NW1/4, examination of the surfa ce reveals that no m ine shafts or dumps exist in this parcel, and that consequently no evidence exists that coal was ever mined in this quarter-section.
The detailed topographic map presen ted in Figure 2.
5-39 supports this conclusion. 

The closest underground mine that exerts any influence upon the plant site is the Chicago, Wil mington and Vermillion Coal Company's "M" shaft in the SW1/4 of Section 19, T.32N., R.9E.  (Figures 2.5-36 and 2.5-36a). This mine produced 277,845 tons of coal from the No. 2 seam between 1889 and 1891.
Approximately 3 feet of coal was min ed at a depth of 95 feet, or at about elevation 500. The calculated area of the u nderground mine workings computed from these pro duction data is approximately 72 acres. This area is considerably less t han the mine outline indicated in the mined-o ut coal area maps fr om the Illinois State Geological Survey, shown on Figu res 2.5-36 and 2
.5-36a. This undocumented outline is disproved by the development drilling; the alternative outline is the preferr ed interpretation.
In the E1/2 of t he NW1/4 of Section 20, T.32 N., R.9E., the Joliet Wilmington Coal Company mined a total of 150
,363 tons from its No. 2 mine during the pe riod 1905 to 1909.
Drilling data have revealed the presence of a mined-out area of 31 acres. The published production data agree with tonnage com puted from this area within 1%. The se workings do not endanger the site.
In Section 17, T.32N
., R.9E., record s suggest that the Braidwood Coal Company may have mined coal underground at some time about 1879. An examination of Will County land re cords indicates that this company's involveme nt was limited to th e NE1/4 of the SW1/4 of that section; it is therefore doubtful th at any underground workings extend beyo nd this parcel. A strip mine was operated in the E1/2 of the NW1/4 of this same section a bout 1940, but the old workings as shown in the aerial photogra phs are not extensive and are estimated to have prod uced about 138,0 00 tons. These mines are not considered to pose any problems to the plant site.
In Section 18, T.32N
., R.9E., records in dicate that the Eureka Coal Company mined c oal underground from two shafts and may have produced 180,000 tons of coal during the period 1872-1884. An examination of the Will County land records indicated that the 

BRAIDWOOD-UFSAR 2.5-48 interests of the Eureka Coal Company were limi ted to the NW1/4 of the section. As the mines in the area usually were mined on the basis of quarter-section land parcels, it is not likely that the underground workings of the Eureka mines ext ended south of the east-west center line of the section. T wo mine dumps (Reference 60) occur in the N1/2 of this sec tion and are believed to be the Eureka mines. As these two mines are more than 0.5 mile beyond the plant si te boundary, they are considered to pose no problem to the inte grity of the site. Th e only other evidence for mining in this section is a reference in the land records of Will County that the Kan kakee Coal Company had an interest in the SE1/4 and in the E1/2 of the S W1/4 in 1869; however, a close examination of the surfa ce of these lands did not reveal any mine dumps or any other evidence of mining. Cons equently, it is considered that no mining was ever pur sued in that parcel.
2.5.1.2.7.5 Surface Subsiden ce Due to Coal Mininq The extraction of coal from the old underground mines in the area outside of the p lant site and cooling po nd areas resulted in subsidence of the overlying land sur face. Since the subsidence occurred directly over the old workings with a very limited lateral effect, the in tegrity of the pla nt site is not jeopardized. 

Subsidence characteristics of lo ngwall mines in this district have been studied in detail by the U.S. Bure au of Mines in cooperation with the Illinois St ate Geological S urvey (Reference 61). Although t he test mines st udied lie some d istance from the site, characteristics are so sim ilar to those ne ar the site that the same observations may be applied. 

Surface indications of s ubsidence resulting from longwall mining are subtle and are frequently not vi sually perceptible (References 58 and 62).
Longwall mining permits the complete extraction of the coal seam, which results in uniform subsidence over the entire mine a rea. The rates and ma gnitude of subsidence were partially c ontrolled during mining by packwall construction and gob filling methods (References 58 and 62). 

Maximum subsidence to be expected over mined-out areas near the site is largely a function of seam thickness removed and the depth of mining. For the No. 2 seam in the area of interest, a 3-foot thickness at a de pth of burial of from 90 to 125 feet may be expected to produce a surface subsidence of less than 2 feet (Reference 62).
Subsidence of the small magnitude is difficult to differentiate from natural va riations in topograp hic relief.
Some indications of subsidence can be observ ed in areas where rain-saturated soil on f lat-lying farmland m ay delineate shallow sag ponds. Such indications are not sufficiently conclusive to identify the extent of underground workings. 

BRAIDWOOD-UFSAR 2.5-49 The local characteristics of sub sidence due to under ground mining have been observed as follows (References 58, 61 and 63): 
: a. Uniform settling occurred ov er the extent of the mine workings. 
: b. The amount of ve rtical subsidence aver aged 55% of the thickness of the coal seam to depths of about 200 feet (Reference 62). 
: c. The "angle of draw" (d iscussed in th e following material) has been measu red in the district at 8
&deg; from the vertical, sloping outward and away from the mine workings (Reference 61). This agrees with the typical angles of draw between 8
&deg; and 12&deg; which have been observed worldw ide in coal mine s less than 300 feet deep (Reference 63). 

D. Subsidence began immediately upon removal of the coal and ended within 2 or 4 years (Reference 61). 
: e. Where the coal seam was overlain by shale (as is typical in the area), abandoned mine openings became filled through progres sive failure of the overlying shale. f. Where the coal s eam was underlain by "underclay" (as is also typical in the area), ar tifical supports, such as timbers and packwalls, were forced downward into the underclays by the weight of the burden. The underclay also would flow plastically up wards, tending to fill availa ble openings.
Thus, for the typical underground mi ne in the area having a depth of 100 feet and a co al seam 3 feet thick, subsidence at the surface would be outside the v ertical projecti on of the outer limits of the mine worki ngs for a distance of less than 13 feet.
Active subsidence would have come into e quilibrium with the static ground load within about 4 years afte r mining ceased.
Most openings can be considered either as having been "squeezed" together through plastic compression of packwalls and gob, or as having been filled throu gh flowage of shale and clay. However, it can be expected that some unusually well supported mine workings may yet remain open.
The "angle of draw" is here defi ned to mean the angle between a vertical line from the edge of the mine work ings and a line to the point where subsid ence becomes negli gible. The "limit of subsidence" on the ground surface is defined as the point where subsidence is less than 0.01 foot (Reference 63). 

Based upon a review of worldwide coal-mine subsidence studies, the most severe angle of draw on record is 40.5
&deg;, which resulted from mining a series of 12 superimposed coal seams at depths to 

BRAIDWOOD-UFSAR 2.5-50 5800 feet (Reference 63). For mines less than 200 feet deep, an angle of draw of 45
&deg; is considered safe and conservative.
Assuming a maximum depth of mini ng adjacent to t he plant of 118 feet, the closest sa fe distance of appro ach for any structure on the surface to the outer limit of the mine w orkings is 118 feet.
2.5.2  Vibratory Ground Motion This subsection presen ts a discussion and evaluation of the seismic and tectonic c haracteristics of the Braidwood Station and the surrounding region. 

The purpose of this section is to pr esent the ration ale used to develop the seismic de sign criteria for the Braidwood Station.
2.5.2.1 Seismicity 2.5.2.1.1 Seismicity Within 200 Miles of the Site The North Central United States is among the areas of least seismic activity in the United States. Since this area has been populated for almost 2 00 years, it is likely that all earthquake events of Intensity VI or greater on the Modified Mercalli (MM)
Scale (Table 2.5-7) wh ich have occurred during this time span have been reported.
Table 2.5-8 is a list of all known reported events which have oc curred between 38
&deg; to 46&deg; north latitude and 84&deg; to 94&deg; west longitude.
The locations of t hese events and their spatial relationship to the area within a 200-mile radius of the site are shown on Figure 2.5-40.
Within 200 miles of the site, 106 earthquakes ha ve been known to occur.
The largest were three events of Modified Mercalli Inte nsity (MMI) VII which occurred in 1909. 

The locations of the eve nts listed in Table 2.5-8 shown on Figure 2.5-40 which were loca ted instrumentally are probably accurate to about +/- 0.1&deg;. The location of older events, not determined instrumentally, may have occ urred as much as 
+/- 0.5&deg; from the stated location, as the reported epicentral lo cations for these events normally correspo nd to the locati ons of the nearest reporting population center. 

There is no record of any event larger than MMI VII occurring within 200 miles of the site. If such an event had occurred, it is almost certain that it wo uld either have be en recorded in private journals or diar ies or preserved in Indi an legends as has been the case for other regions.
The lack of such documentation indicates the absence of signifi cant earthquake activity for a long period of time. 

The most important earthquakes occurring within 100 miles of the 

site are as follows: 
: a. 1804, Fort 

==Dearborn,==
Illinois, MMI VI - VII; 

BRAIDWOOD-UFSAR 2.5-51 b. 1909, S. Beloit, Illinois, MMI VII; 
: c. 1912, northeastern Illinois, MMI VI; 
: d. 1972, northern I llinois, MMI VI.
Isoseismal maps of t he above earthquakes have been constructed for all but the 1804 Fort Dearborn event. Those for the 1909 and 1912 events, which o ccurred approximately 55 and 25 miles from the site respectively, were prepared by J.A. U dden (References 64 and 65) and A.D. Udden (Reference 
: 66) based on t he Rossi-Forel scale of intensities whi ch was in use at the time. These maps are reproduced here on F igure 2.5-41. The conversion to the Modified Mercalli Scale can be made using Table 2.5-7.
Little is known about the Fort Dearborn earthqua ke of 1804 beyond a report of "quite a strong shock" (Reference 67) because most of Chicago's early records were destroyed in the Great Fire. 

The 1972 northern Illinois earth quake had an I ntensity of VI, with its epicenter 35 miles south of the site (Figure 2.5-42).
The shock was widely felt but did little damage (Reference 68). 

Two other significant events occurred within 200 miles of the site:  the July 18, 1909, central Illinois event and the 

September 27, 1909, sout hern Illinois event.
The July 18 event was felt over an area of 35,000 mi 2 and was probably felt at the Braidwood site (Refere nce 69). The Septembe r 27 event occurred within the Wabash Va lley and was probably felt at the site (References 69 and 70).
2.5.2.1.2 Distant Events

2.5.2.1.2.1 Central Stable Region Within the Central S table Region only one other event was recorded which may h ave been felt at the Bra idwood site. This is the 1968 Intensity V II southern Illinois event (Figure 2.5-43) which occurred near Brou ghton, Illinois, appro ximately 225 miles from the site (Reference 69 and 70). This e vent occurred within the Wabash Valley area, an a rea noted for a relatively high frequency of events, the largest of which has been Intensity VII (Reference 71). 

2.5.2.1.2.2 Mississi ppi Embayment Area The largest recorded earthquakes which h ave occurred in the central part of the Unit ed States were the N ew Madrid ev ents of 1811-1812. These events occurred in the Mississippi Embayment area of the Gulf Coast Tectonic Province (Refe rences 4, 71, and 
: 72) at a distance of over 330 miles from the site (Table 2.5-9 and Figure 2.5-44). 

BRAIDWOOD-UFSAR 2.5-52 Over a period of 3 mon ths during 1811-1812, three large separate shocks occurred, the lar gest of which had an Intensity of XI-XII, as well as at least 250 minor events (Re ferences 73 and 74).
There has been no recu rrence of such a major earthqu ake in this zone, but there is e vidence of activity prio r to the New Madrid events. There is a re port of a very large shock on December 25, 1699, with its epice nter in western Tenn essee, which shook approximately the same area as the 1811-1812 events. Written records also indicate that "notably vigorous" shocks occurred in 1776, 1791 or 1792, 1795, and 1804. Indian traditions also record a previous eart hquake which devas tated the same area (Reference 73). 

In addition to these events, an Intensity VIII event occurred in 1895 in Charleston, Mi ssouri, also within the Mississippi Embayment area, which was probab ly felt at the Braidwood site.
2.5.2.1.2.3 Other Events Two other events may have been felt at the Bra idwood Station site:  the 1886 Inte nsity X Charleston, South Carolina, event, which occurred in the Atlantic Coastal Provi nce, and the 1935 Intensity VI Timiskaming, Cana da event, which oc curred on the Canadian Shield. Details of the se and other dis tant events are presented in Table 2.5-9. 

2.5.2.2 Geologic Structu res and Tectonic Activity The Braidwood site and t he entire 200-mile r adius site region lie within the Central S table Region of the North American Continent (Reference 4). This r egion is character ized by a relatively thin veneer of sedimentary rocks overlying a crys talline basement.
These areas were deformed principally by movem ents which occurred as a result of tecto nic activity culmina ting in the late Paleozoic into a series of gentle basins, domes, and other structures. Since t he end of the Paleozoic, the area has remained generally quiescent. 

The site is located on the flank of the Illinois Basin near the Kankakee Arch. The most significant nearby stru ctures are the Sandwich Fault Zone and the La S alle Anticlinal Belt. A description of these a nd other tectonic featur es in the area is presented in Sub section 2.5.1.1.4.
2.5.2.3 Correlation of Earthquake Activi ty with Geologic Structures or Te ctonic Provinces The Central Stable Region Tect onic Province is generally noted for its lack of signif icant seismic activity.
To evaluate the earthquake potential of the Braidwood site, two different approaches were utiliz ed to correlate earthq uake activity with geologic structures and/or  tect onic provinces.
By the first approach, the 200-mile radius site region was subdivided into seismotectonic regions utilizing methods similar to those of 

BRAIDWOOD-UFSAR 2.5-53 Reference 75. In the second approach, the site and its relationship to the Cent ral Stable Region Te ctonic Province and the Gulf Coastal Plain T ectonic Province was a ssessed, along with the relationship of the seismogenic structures of these provinces with the site.
2.5.2.3.1 Seismogenic Regions Within 200 miles of the Braidwood Station, eight seismogenic regions can be delineated, primarily on the basis of structure.
These subdivisions are also indicative of th e differing geologic histories of the seismogenic regions and of their varying seismic histories. 

The following is a des cription of the eight seismogenic regions within the 200-mile ra dius site area and other regions pertinent to the site. Each region is out lined on Figure 2.5-40.
2.5.2.3.1.1 Illinois Bas in Seismogenic Region The site is located on the north flank of the Illinois Basin Seismogenic Region. The northern and northeastern boundaries of this region correspond to and are defined by the limits of the Plum River and S andwich Fault Zones. 

The Braidwood Station li es just south of the Sandwich Fault Zone and just east of the Kankakee Arch, just within the Illinois Basin Seismogenic Region. 

This region has experi enced 60 recorded earthq uakes, the largest of which were Intensity VI and Intensity VII. Some tentative correlation of events has been proposed by various authors, notably McGinnis and E rvin (Reference 76), who have postulated a correlation of earthquake events with areas of steep gradients in the earth's gravitational field which they i nterpret to indicate boundaries of crustal blocks.
However, based on the present state of knowledge, these even ts are conside red random.
Therefore, the possibili ty of an Intensity V II event anywhere in the basin must be considered.
2.5.2.3.1.2 Ste.
Genevieve Region The Ste. Genevieve Region lies a pproximately 230 miles southwest of the site and is related to and defined by the imbricated Ste.
Genevieve Fault Zone.
This region exhib its a characteristic maximum intensity eart hquake of MMI VI.
While there is no evidence that this region and the included Ste.
Genevieve Fault Zone are capable, fault plane so lutions coincide wit h the trace of the fault (Refere nces 77 and 78). The boundary with the Illinois Basin is based on both a change in structure and by a contrast in seismicity. 

BRAIDWOOD-UFSAR 2.5-54 2.5.2.3.1.3 Cheste r-Dupo Region The Chester-Dupo Region, proposed by Nuttli (R eference 79), is defined by an area of fa ulting and folding in the vicinity of St.
Louis. This region, a pproximately 175 miles southwest of the site, is one of moderate seismic ity, with maximum events characteristic of MMI VI-VII. The bound ary between this region and the Illinois Basin is marked by the transi tion from the folds and faults of this region to the deeper, structurally less complex Illinois Basin.
This region marks a hinge line between the Illinois Basin and the front elements of the Ozark Uplift.
2.5.2.3.1.4 Wabash Valle y Seismogenic Region This seismogenic region is defined by the li mits of the Fairfield Basin, the deepest p art of the Illinois Basin, and by the northwest-trending faults of t he Wabash Valley.
The closest approach of this region to the site is approxi mately 155 miles.
This area has modera te seismicity, with maximum events of MMI VII. Events occur m ore frequently in this region than events in the adjoining parts of the Illinois Basin (Ref erence 71). The boundaries of the Wabash Valley Seismogenic Region can be well defined by structure and geologic history as well as by its seismic pattern. 

2.5.2.3.1.5 Iowa-Min nesota Stable Region This region is one of extremely low seismici ty, with a general maximum intensity of MMI V. The boundary between this region and the Illinois Basin is approximately 130 mile s from the site and is marked by a gentl e zone of flexure, t he Mississippi River Arch. 2.5.2.3.1.6 Missou ri Random Region The Missouri Random Region is bo unded by the Chester-Dupo Region to the east, and its contact with the Il linois Basin Region is marked by the Lincoln Fold. This region lies approximately 175 miles southwest of the site. Th is area is cha racterized by the occurrence of random seismic e vents of maximum M MI V which are not associated with any known structure.
2.5.2.3.1.7 Michig an Basin Region The Michigan Basin Region is an area of extr emely low seismicity, with a total of 10 r ecorded events, the largest an MMI VI. This area is separated from the Illinois Basin by the Kankakee Arch and lies approximately 80 miles northeast of the site.
2.5.2.3.1.8 Eastern Interior Arc h System Seismogenic Reqion This region is composed of a series of g entle Paleozoic arches and domes within the eastern part of the Central Stable Region.
Structurally, this area is composed of the Wisconsin, Kankakee, Findlay, and Cincinnati Arches and the Wisco nsin and Jessamine 

BRAIDWOOD-UFSAR 2.5-55 Domes. While this sys tem can be subdivided into the various structures, the geologic al history of the structures and lithologies as well as general p atterns of seismicity are similar. Since the boun daries between any of the structures are rather nebulous, divisions w ould be rather arbitrary.
The Wisconsin Dome in the northe rn part of the Central Stable Region consists of P recambrian rocks a nd is therefore more reflective of the Laurentian S hield subdivision of the Central Stable Region than the Interior Lowlands, the subdivision within the United States (Ref erences 4 and 72). Th e Wisconsin Dome is an extremely stable part of the Central Stab le Region and represents the most se ismically stable part of this region, with maximum seismic acti vity of MMI V. 

The Wisconsin Arch is defined structurally by the low, northsouth-trending, u plifted area extending south from the Wisconsin Dome and is herein defined as including the east-west-trending cro sscutting folds and faults of southern Wisconsin. 

The boundary between the Wiscons in Arch and the Kankakee Arch is extremely hard to define. T he name changes fr om the Wisconsin Arch to the Kankakee A rch northeast of Kanka kee, Illinois. The Wisconsin Dome and Arch have a Precambrian core and are believed to have acquired their relief primarily by u plift, whereas the relief on the Kankakee Arch is due primarily to more rapid subsidence of the bordering basins. 

The arch system continues southe astward to join the Cincinnati Arch and the Jessamine D ome. The Findlay ar ch is a northeastward splay off the Cincinnati Arch and separates the Michigan Basin from the Appalachian Basin. 

Seismicity within this region is generally of MMI V. However, isolated events of MMI VII have occurred whi ch cannot be related to specific structures.
Therefore, the enti re region must be assigned a maximum potential random event of MMI VII.
2.5.2.3.1.9 Anna Seismogenic Reqion The Anna Region is at the inters ection of the Ka nkakee, Findlay, and Cincinnati Arches in western Ohio. This a rea has experienced continued and moderately severe seismic activity.
The largest historic earthquakes com monly have been of Intensity VII, with a single event of a maximum Intensity VII-VIII. This region is defined as lying within a basement structural zone bounded on the south by a northwest-trending ba nd of basement f aulting, on the east by a zone of struct ural weakness marked by a north-south-trending band of magnetic highs and lows, on the north by a change fr om igneous extrusive to igneous intrusive rock, and on the west by the c hange from acidic extrusive to basic extrusive rocks (Reference 80). T he combination of geological features wi thin this area is unique. There is no 

BRAIDWOOD-UFSAR 2.5-56 other area within the central Un ited States with the combination of factors similar to this regio
: n. The earthquake events which have occurred in this region are not random but rath er the result of the unique combination of geological phenom ena (Reference 80).
2.5.2.3.1.10 New Madrid Seismogenic Region One of the most impo rtant seismogenic zones for determining maximum possible ground motion within the cent ral United States is the New Madrid Se ismogenic Region. This zone can be defined approximately on any tectonic map as corresponding to the 

northern portion of the Mississi ppi Embayment, w hich is the northern portion of the Gulf Coa stal Plain Tec tonic Province (Figures 2.5-40 and 2.5-45; Re ferences 4, 71 and 72). 

The New Madrid events of 1811-1812 were the largest earthquakes ever experienced in the central and eastern United States.
Chimneys were knocked down as far north as St. L ouis, Missouri, and the aftershocks from these events continued for 2 years (Reference 67).
These events oc curred more than 330 miles from the Braidwood site. E xtensive studies have been conducted to determine the northernmost region in which t hese events could occur.
This has been document ed in a Sargent & Lundy and Dames & Moore report dated May 23, 1975 (Reference 81).
Further discussion on this matter took place at a me eting held on January 26, 1976, in the offices of the Illinois State Geological Sur vey, Urbana, Illinois at the request of Public Service of Indiana.
Representatives were present from th e Nuclear Regulatory Commission, the Illinois State Geological Su rvey, the Indiana Geological Survey, t he Kentucky Geological Survey, St. Louis University, Sargent &
Lundy, Dames & M oore, and Seismograph Service Corporation (B irdwell Division).
The scientific data presented clearly indicated th at the New Madrid area, at the intersection of the Pascola Arch and t he Ozark Dome, is tectonically unique and that the norther nmost extent of the structurally complex N ew Madrid area is cons ervatively taken as 37.3&deg; N and 89.2
&deg; W, or 275 miles from the site.
It remains the applicant's interpretation, based on tectonic, g eophysical and seismic data, that New Madrid-type events should not extend across tectonic provin ce boundaries and up the Wabash Valley Fault System. 

More recent geophysical and seismological da ta also support the applicant's position. Interpretations of gr avity and magnetic data in Illinois (Refe rences 82 and 83) and others support the view that the Rough Creek Fault Zone separates distinct crustal provinces. 

A regional microearthq uake network h as recently been installed in this area. Analysis of data obtained from this network indicates that the New Madrid re gion and the Wabash Valley Region are two distinct seismic regimes (Reference 84). 

BRAIDWOOD-UFSAR 2.5-57 2.5.2.3.2 Tectonic Provinces 2.5.2.3.2.1 Central Stable Region Tectonic Province The Central Stable Region is noted for i ts general lack of significant seismic acti vity, with the large st events generally of MMI VII. 

Within this tectonic province there are several zones of relatively high activity.
These are (1) nea r Attica, New York, (2) near Anna, Ohio, (3) the W abash River Valley of southern Illinois and Indiana, (4) in e astern Kansas and Nebraska along the midcontinent gravity and magneti c high in the area of the 

Nemaha Anticline, and (5) near St. Louis, Missouri (Figure 2.5-45). 

The Attica events ar e associated with the Clarindon-Lindon Structure, and t he August 12, 1929, event has been assigned an Intensity of VIII by Coffman a nd von Hake. Ho wever, the amount of damage and estimated magnitude of this event indicate that it was probably Intensity VII-VIII, and that the assigned intensity of VIII is extremely con servative (Reference 85).
The area around Anna, Ohio, has experienced a relatively large amount of seismic activi ty compared to o ther areas of the Central Stable Region. As descr ibed previously, the a rea of earthquake activity corresponds to a highly complex Pre cambrian structural zone. In addition, the March 8, 1937, e vent, which has been assigned an Intensity VII-VI II by Coffman and von Hake (Reference 69), has been analyzed, and all indications are that this event had a maximum epicentral intensity of VII (Reference 80).
The Wabash Valley Fa ult Zone was descr ibed in Subsection 2.5.2.3.1.4 and has had maximum recorded sei smic activity of Intensity VII.
The area along the midco ntinent gravity and magn etic high (in the area of the Nemaha Ant icline) has had several events of Intensity VII, and the relationship of earthquake activity to the midcontinent gravity and magnetic high has been documented in Subsection 2.5.2 of the Wolf Creek P SAR (Reference 86). 

The activity near St.
Louis, Missouri, has been assigned to the Chester-Dupo Region as defined by Nutt li (Reference 79) and documented in the PS AR for the C allaway Plant (R eference 87).
Historical activity in this area has had a maximum Intensity VI-VII. In addition to t hese areas of the Cent ral Stable Region which have had relatively high seismic activity, an Intensity VIII event was reported in the Keween aw Peninsula of Michigan in 1906 (Reference 69).
The area of the epicent er is highly faulted, and the areas of damage and preceptibility correspond to areas of   

BRAIDWOOD-UFSAR 2.5-58 mining activity. Smal ler events which occur red earlier in the year as well as the larger event of 1906 all appear directly attributable to mining a ctivity (Reference 88). The felt area of the 1906 event was app roximately equal to th at for an average Intensity III-IV eve nt (Reference 69).
2.5.2.3.2.2 Gulf Coastal Plain Tectonic Province The New Madrid events of 1811-1812 did not o ccur in the Central Stable Region Te ctonic Province, but in the Gulf Coastal Plain Tectonic Province. These events are associated with a highly complex structural zone near the crest of the Pascola Arch (see Subsection 2.5.2.3.1.10). 

If these events are tr anslated to the closes t approach of this tectonic province to the site, they could be expected to occur no closer than 275 miles fr om the site or 55 mi les closer to the site than the 1811-1 812 events occurred.
2.5.2.3.3 Earthquake Events Siqnificant to the Site By both methods of a nalyzing the tectonic association of earthquake events with structure, as des cribed previou sly, the most significant earthqu akes in the region are the 1909 Intensity VII Beloit earthquake, the 1972 Intensity VI northern Illinois earthquake, the 1912 Intensity VI nort heastern Illinois earthquake, the 1804 Fort

==Dearborn earthquake,==
and the New Madrid earthquakes of 1811-1812.
This evaluation is based on epicentral intensity, felt area , distance from the site, and tectonic association. 

2.5.2.4 Maximum Eart hquake Potential Based on the discussion in Subsection 2.
5.2.3, the maximum earthquake which could be expected would be an Intensity VII event equivalent to the occurrence of an eve nt similar to the 1909 Beloit Intensity VII event near t he site. This is equivalent also to the occurrence of the largest event which has ever been recorded within the Central Stable R egion, and which cannot yet be associated with a specific structure or structural region; it is theref ore described as random.
The level of ground motion experienced from a near f ield Intensity V II event would envelope the motion expected from a re currence of a New Madrid-type event at the closest approach of the Mississippi Embayment, a distance of 275 miles from the site.
2.5.2.5 Seismic Wave T ransmission Characteri stics of the Site The engineering properties of the soils and be drock units at the site were evaluated using fi eld geophysical me asurements and laboratory testing; the properties det ermined by laboratory testing are discussed in Subsection 2.5.4.2.2. 

BRAIDWOOD-UFSAR 2.5-59 REVISION 5 - DECEMBER 1994 Geophysical investigatio ns performed at the plant site are presented in Subsection 2.5.4.4. The veloci ty of compressional and surface wave propagation and oth er dynamic propert ies of the natural subsurface con ditions were evalu ated from these investigations, and the data were used in analyzing the response of the materials to earthquake loading.
Dynamic moduli for the subsurface soil and rock at the site were calculated based on me asured properties.
The in situ field measurements were co mpared with laborato ry tests on the same materials. These analyses a re presented in Su bsection 2.5.4.7. 

Seismic wave vel ocities and densities for th e deeper rock strata in the region have been measured by others (Reference 85). These data confirmed field measurements and were used in studies of site dynamic behavior. 

2.5.2.6 Safe Shu tdown Earthquake The recommended safe shu tdown earthquake (SSE) w as defined as the occurrence of an Intensi ty VII event near th e site. This near field event may generate a maximum horizontal ground acceleration of 0.13g (Reference 89). However, at the time of the review of the construction permit applicat ion, the NRC considered the occurrence of an earthquake of Intensity MM VIII to be equally probable (a low order of pro bability) at any place in the eastern Central Stable Region.
The NRC also took the position that, based on the postulated occurrence of an intensity MM VIII at the 

site, a safe shutdow n earthquake of 0.20 at the bedrock-till interface was adequately conservativ e for the Braidwood Station.
For purposes of licens ing, this value was applied at the foundation level. Utilizing the subsurface pr operties presented in Subsection 2.5.4.
7, the correspondi ng ground surface acceleration was found to be 0.26g. T his would be the controlling seismic event even if a New Madrid-t ype event were postulated to occur at Vincennes, Indiana, more than 155 miles from the site. This c onclusion is based on information presented in Reference 80. 

The ground response sp ectra prepared followi ng the guidelines of Regulatory Guide 1.60 for a ho rizontal ground ac celeration of 0.26g are presented on Figure 2.5-47.
2.5.2.7 Operating-Ba sis Earthquake The operating-basis earthquake (OBE) is intend ed to indicate those levels of ground motion which could reasonably be expected to occur at the plant site during the plant operating life. 

On the basis of the seismic history of t he area, it appears very unlikely that the site will be subjected to any ground motion of significant levels during the life of the nu clear power station.
It is probable t hat the maximum leve l of ground motion experienced at the site during histo ric time was Intensity VI and 

BRAIDWOOD-UFSAR 2.5-60 REVISION 5 - DECEMBER 1994 was due to the 1909, Intensity VII, Beloit earthquake. For this intensity, the m aximum horizontal ground acc eleration at the site can be postulated to be on the order of 0.06g. Therefore, the OBE acceleration at the bedrock surface was conservatively recommended to be 0.06g for horizontal g round motion. 

A probability analysis (Reference 90) of the occurrence of earthquakes at the sta tion was also performe d using the data on past earthquak es in the area. 

In performing this ana lysis, epicenters were assumed to occur at random in a 195,000-mi 2 area around the stat ion. The results of this probability analysis show t hat a site Inten sity of MMI VI has an average return period of 2150 y ears. Because of this long return period, the s ite intensity of VI was selected conservatively as the OBE. For purposes of licensing of the plant, however, the acce leration level for the OBE was selected at 0.09g. It should be pointed out that thi s acceleration level is higher than the level of acceleration expected for an Intensity VI event a nd corresponds appro ximately to acceleration levels expected for an Intensity VI-VII even t (Figure 2.5-4; Reference 89). Addition al conservatism was th en used as the 0.09 g acceleration l evel was applied at foun dation levels utilizing the subsurface properties presented in Subsect ion 2.5.4.7. The resulting maximum horizontal ground accelerati on at the ground surface was 0.13g.
The response spectra for 0.13g horizontal ground acceleration prepared following the guidelines of Reg ulatory Guide 1.60 are presented as Figure 2.5-48. 

2.5.3  Surface Faulting No evidence for surface faulting was noted at the site or the area surrounding the site. The nearest known ma jor surface fault in the region is the S andwich Fault Zone; it s nearest approach is approximately 10 miles n orth of the site. 

Based on the data contained in S ubsections 2.5.1 and 2.5.2, and the interpretation and conclusions from thos e data, there are no capable faults within 5 miles of the site, as defined in Appendix A to 10 CFR 100, January 1977.
There are no known capable faults in the regional area (200-mile radius around the plant site).
2.5.3.1 Geologic Condi tions of the Site A discussion of the lithologic, stratigraphi c, and structural conditions of the site and t he area surrounding the site, including its geologic h istory, is conta ined in Subsection 2.5.1. 

BRAIDWOOD-UFSAR 2.5-61 2.5.3.2 Evidence of Fault Offset There is no evidence of fault offset at or near the ground surface at the s ite. The structural g eology at the site and surrounding region is discussed in Subse ctions 2.5.1.1.4 and 2.5.1.2.5.
2.5.3.3 Earthquakes Associat ed with Capable Faults There have been no h istorically reported ear thquakes within 5 miles of the site. No capable faulting is k nown to exist within 200 miles of the site. 

2.5.3.4 Investigatio n of Capable Faults No capable faulting is known to exist within 200 miles of the site. 2.5.3.5 Correlation of Epicenters wi th Capable Faults No capable faulting is known to exist within 200 miles of the site, and no earthquake epicenter is kno wn within 5 miles.
2.5.3.6 Description of Capable Faults No capable faulting is known to exist within 200 miles of the site.
2.5.3.7 Zone Req uiring Detailed Faul ting Investigation Since geologic investiga tions of the site ha ve not indicated evidence of capable faulting, the detailed fault investigation required for a capable fault is not needed.
2.5.3.8 Results of F aulting Investigation Geologic investigations of the site and the ar ea surrounding the site have indicated that no ca pable faulting is present within 200 miles of the site and that no surface faulting is present within 5 miles of th e site; a study of s urface faulting is therefore not required. 

2.5.4  Stability of Subsurface Materials and Foundations This subsection presen ts an evaluation and summary of the geotechnical suitability and stability of the subsurface materials to support the plant foundations. A general site plot plan is shown on Figure 2.5-16.
2.5.4.1 Geologic Features A detailed discussion of the geologic characteristics of the site 

is given in Subsection 2.5.1.2. A com prehensive field and laboratory investigation program including borings, water   

BRAIDWOOD-UFSAR 2.5-62 pressure testing, piezometers, t est pits, geop hysical surveys, field reconnaissance, de tailed mapping of th e excavation, and various static and dynamic laboratory te sts was undertaken to determine the geolog ic features at t he site and their significance with relation to site suitability and stability. 

A discussion of join ting is presented in Sub section 2.5.1.2.5.1.
Discussions of faulting and solution activit y are presented in Subsections 2.5.1.2.5.3 and 2.5.1.2.6, respectiv ely. Discussions of man's activities and surface subsidence due to coal mining are presented in Subsections 2.5.1.2
.7 and 2.5.1.2.7
.5, respectively.
2.5.4.2 Properties of Subsurface Materials This subsection presents an evaluation of th e static and dynamic properties of the various soil a nd rock strata encou ntered at the site. These val ues are based upon: 
: a. a review of all field and laboratory tes ts performed during this investigation,  b. a review of the geophysi cal surveys perf ormed during this investigation,  c. a review of the latest available literature, and 
: d. a review of similar stud ies made recently for nuclear generating plants at other locations.
2.5.4.2.1 Field Tests Field test results are presented in Su bsections 2.5.4.3 and 2.5.4.4.
2.5.4.2.2 Laboratory Tests Tests were conducted on soil samples obt ained using the Dames &
Moore Type U soil sampler, the Osterberg piston sampler, and a 4-inch-diameter double-t ube core barrel. Te st results on the undisturbed samples are in good agreement with the results obtained using the Dames 
& Moore Type U sampler. 

Representative soil samp les and rock cores e xtracted from the test borings were su bjected to laboratory te sts to evaluate the physical characteristics of the soil and rock encountered at the site. The lab oratory program, p erformed under the direction of Dames & Moore, included the following tests: 
: a. static tests: 
: 1. direct shear,  2. unconfined compr ession (soil and rock),
BRAIDWOOD-UFSAR 2.5-63 3. triaxial compression, 
: 4. consolidation,  5. moisture and den sity determinations, 
: 6. grain size analysis,  7. Atterberg limits,  
: 8. compaction c haracteristics, and 
: 9. permeability. 
: b. dynamic tests: 
: 1. cyclic triaxial compression, and 
: 2. resonant column.
The testing program is considered ad equate to define the range of strength and engineering charact eristics to be expec ted in each stratum. The soil profile wit hin the plant area is sufficiently well defined to just ify interpolation be tween points where laboratory data were obtained. Since there will be very little natural soil under Seismic Category I st ructures, extensive testing of natural s oils in these areas was not warranted.
2.5.4.2.2.1 Static Tests

2.5.4.2.2.1.1 Direct Shear Test The results of the dir ect shear tests and the corresponding moisture contents and dry densities are presented in Table 2.5-10 and on the boring logs.
The method for perf orming direct shear testing is descr ibed on Figure 2
.5-56 (Sheet 2).
2.5.4.2.2.1.2 Unconfin ed Compression Tests

2.5.4.2.2.1.2.1 Unconfined C ompression T ests on Soil The results of the unc onfined compression te sts on soil and the corresponding moisture c ontents and dry densit ies are presented in Table 2.5-11 and on the boring logs (Figures 2.5-123 through 2.5-247). The metho d of testing is desc ribed on Figure 2.5-56 (Sheet 1). 

2.5.4.2.2.1.2.2 Unconfined a nd Unconsolidate d Undrained Compression Tests on Rock The strengths of the und erlying rock formations were evaluated by unconfined compressi on tests on repres entative rock core samples. The tests were performed by the Robert W. Hunt Company and Walter H. Flood and Company, Inc., both of Chica go, Illinois, BRAIDWOOD-UFSAR 2.5-64 in accordance with t he standard testing procedures of ASTM D2938-1971. Samples approximately 4 inc hes in height and 2 inches in diameter were subjected to a c onstant rate of axial load. The results of the rock compression t ests are presented in Table 2.5-3.
2.5.4.2.2.1.3 Triaxial Compression Tests The results of the uncon solidated undrained (U U) and consolidated undrained (CU) triaxial compression tests on soil and the corresponding moisture c ontents and dry densit ies are presented in Tables 2.5-11 and 2.5-12 re spectively and in Figure 2.5-57.
The method of testing is described on Figure 2.5-56 (Sheet 1).
2.5.4.2.2.1.4 Consolidation Tests Consolidation tests were per formed on representative soil samples to determine the compressibili ty characteristics of the soils.
The method of performing consoli dation tests is described on Figure 2.5-58. The results of t he consolidation tests are presented in Figure 2.5-59. The consoli dation test results from 4-inch-diameter undistur bed cored samples and samples obtained with the Dames & Moore Type U sampler genera lly agree with the expected variation due to th e variability of the soils. 

The consolidation curves for c ohesive soils ge nerally indicate some degree of sample disturbance. It is believed that the disturbance can be att ributed to the fact that most of the samples were obtained with a drive (Dames & Moore Type U) sampler. Since the co hesive soils are o verconsolidated, the soils are very brittle and therefore qui te sensitive to disturbance during sampl ing and sample preparation. 

Detailed examination of the data indicates that the effects of sample disturbance are most evident during i nitial loading below the preconsolidation pre ssure and become relatively minor in the virgin range. The true in situ behavior below the preconsolidation pressure is the refore better repres ented by the rebound branch of the curve or an unload-rel oad cycle initiated at or near the preco nsolidation pressure.
2.5.4.2.2.1.5 Moisture and Density Determinations In addition to the m oisture and density determinations made in conjunction with the strength tests and consol idation tests, independent moisture (ASTM D2216) an d density tests were performed on other s oil samples for correlat ion purposes. The results of all m oisture and density determin ations are presented to the left on the boring logs (Figu res 2.5-123 through 2.5-247). The moist ure and density results from samples obtained with the Osterberg sampler (co hesionless soils) and core sampler (cohesive soils) generally agr ee well with t he results from samples obtained with the Dames
 & Moore Type U sampler.
BRAIDWOOD-UFSAR 2.5-65 REVISION 9 - DECEMBER 2002 2.5.4.2.2.1.6 Grain Size Analysis Grain size distributions were de termined for representative soil samples to aid in cl assification and cor relation of the physical soil properties. Th e particle size analyses were conducted in accordance with the stan dard procedures of A STM D422-1963. The results of these tests are presented on Figures 2.5-94 and 2.5-118.
2.5.4.2.2.1.7 Atterberg Limits Atterberg limit tests were performed on selected samples of cohesive (fine-grained) soils encountered in the test borings.
The tests were performed in acco rdance with the standard testing procedures of ASTM D423-1966 a nd ASTM D424-1959. The Atterberg limits, consisting of the liquid limit, the plastic limit, and the resulting plasticity index, were determi ned to facilitate classification of the soils according to the Unified Soil Classification System and for correlation pu rposes. The results of the Atterberg limit tests and the p lasticity indices are presented to the left on the bor ing logs (Figures 2.5-123 through 2.5-247).
2.5.4.2.2.1.8 Compacti on Characteristics Modified Proctor moisture density relationships were determined for representative samples of the onsite granular soils obtained from the borings in order to e valuate their suit ability for use as compacted fill.
The tests were conducted in accordance with the standard test method of AS TM D1557-1970. The method of testing is described on Figure 2.5-60.
The results of the Modified Proctor compaction tests are presented on Table 2.5-13 and Figure 2.5-61.
Relative density tests were perf ormed on represe ntative samples of coarse-grained (sandy) soils obtained from test pits and borings in the plant site area. In situ moisture and density of the sands were obtained in the field and lab oratory, and minimum and maximum densities we re determined in the laboratory by the standard test method of ASTM D2049-1969.
The results of these tests are presented in Table 2.5-13. 

Test results indicat e that the maximum d ensity obtained by the method of ASTM D2049-1969 are 0.0 to 5.0 pounds per cubic foot higher than maximum dens ities obtained by th e method of ASTM D1557-1970. The variation in the test results is normal and in agreement with published data co mparing the two ASTM density determination methods. 

2.5.4.2.2.1.9 Permeability Permeability test results and a discussion of these results are presented in Sub section 2.5.6.2.5.1. 

BRAIDWOOD-UFSAR 2.5-66 REVISION 5 - DECEMBER 1994 2.5.4.2.2.2 Dynamic Tests Results of cyclic tria xial compression tests and resonant column tests are presented and discussed in Subsection 2.5.4.7.
2.5.4.3 Exploration The surface and subsurface field exploration programs consisted of the following: 
: a. geologic reconnaissance and excavation mapping,  b. test borings,  c. piezometers,  d. test pits, and 
: e. geophysical surveys.
2.5.4.3.1 Geologic Reconnaissa nce and Excavation Mapping A program of geologic field reconnaissance w as conducted by Dames & Moore at the Braidwood site and is d iscussed in Subsection 2.5.1.2.1. 

2.5.4.3.1.1 Excavation Mapping Program 2.5.4.3.1.1.1 Introduction Geologic mapping of the excava tions for the power block structures at the Braidwood Stat ion was performed by geologists from Sargent &
Lundy to confirm the stra tigraphic and structural relationships of the units underlying the site, and to verify that the site stratigraphy as exposed in the excavations was in 

agreement with that de termined by the bo ring program and presented in the PSAR. The ma pping program star ted on February 25, 1976, and ended on M arch 3, 1976. The descriptions of the stratigraphic units and the contacts bet ween the units were verified by the Illinois State Geological Su rvey during a site visit on March 11, 1976 (see FSAR Attachment 2.5A). The main excavation was also in spected by the NRC on April 20, 1976, and the findings are presented in FSAR Attachment 2.5B. 

Geologic sections of the expos ed strata were prepared and correlated to the boring logs in order to incorp orate additional detail in the descript ions of the various lithologies and stratigraphic relationsh ips for the FSAR.
The sections were prepared using controlled fi eld mapping and photography.
2.5.4.3.1.1.2 Field Procedures In the slopes cut into soil, shallow trenche s were opened at approximately 400-foot i ntervals using hand tools in order to 

BRAIDWOOD-UFSAR 2.5-67 expose the undis turbed soil. The spac ing between trenches reflects the general u niformity of t he soil strata across the excavation. Geologic sections were made usi ng a 5-foot Jacob's Staff and a Brunton Co mpass. Separa te stratigraphic units and contacts between units were desc ribed in the s ections. After setting up control points to provide c oordinates and elevations within each section, the trenches were photographed.
In the excavation wa lls cut into rock, g eologic sections were prepared at 50-foot or l arger intervals, depen ding on variation in lithology vertically and horizontally. S eparate stratigraphic units and contacts bet ween the units were described in these sections, which were m easured using a 100-foot enginee r's tape.
After setting up control points to provide c oordinates and elevations within ea ch section, the walls were photographed.
A total of 38 contro l points was set at various stratigraphic horizons throughout the exca vation. At 29 of the control point 

locations, correspondi ngly numbered geol ogic sections were measured (5 in soil, 24 in rock). The remaining nine control points were used to mark the top of rock. Between the time that the control points were set and the time that they were surveyed, six control points were destroyed by con struction. Of these, three were top of ro ck points and three were geologic section points (two soil sections and one rock section).
Photographic coverage was used in the excavation mapping.
Approximately 190 photographs we re taken at 145 locations. A 5 foot scale and a photo location number were provid ed in most of the photographs for reference.
Many of the ph otographs were overlapped to provide continuous pho to mosaics of se lected walls and slopes. 

The soil-bedrock interfa ce was marked with c ontrol points on 100-foot or larger inter vals on the slopes alo ng the perimeter of the excavations for Seismic Category I structures.
2.5.4.3.1.1.3 Stratigraphy Within the Excavation The sequence of strati graphic units exposed wi thin the main plant excavation at the Braidwood si te is Pleistocene-age Parkland Sand, Equality Formation, and Wedron Formati on underlain by the Pennsylvanian-age Carbondale Formation. 

The stratigraphy encountered w ithin the Braidwood Station 

excavation is the same as that encountered in the site borings.
During the excav ation mapping, those joi nts which were observed were generally t ight, with no apparent m ovement along the joint surface. 

The stratigraphy within the Br aidwood Station excavation is represented by photograp hs (Figures 2.5-49, 2.5-51, and 2.5-53), geologic sections (Figures 2.5-50, 2.5-52, 2.5-5 4, 2.5-297 and 

BRAIDWOOD-UFSAR 2.5-68 REVISION 9 - DECEMBER 2002 2.5-299), and location maps (Figures 2.5
-55, 2.5-296, and 2.5-298).
2.5.4.3.2 Test Borinqs Thirty widely spaced geologic borings were drilled at the site from August 1972 to January 1973 by Soil Testing Services, Inc., under the supervision of Dames &
Moore. Sixty-nine additional borings were drilled at the plant area f rom January 1973 through March 1973 by Raymond In ternational, Inc., u nder the supervision of Dames & Moore. Twenty-tw o borings were drilled at the ultimate heat sink area and are discussed in Subsection 2.5.6.
Detailed descriptions of the soil and rock encou ntered in the borings are presented on Figures 2.5-123 through 2.5-253. The soils were class ified according to the Unified Soil Classification System described on Figure 2.5-
: 27. A summary of the borings is given on Table 2.5-14. The site borings range in depth from 35.5 to 3 45.0 feet below the grou nd surface a nd were drilled at the l ocations shown on Figure 2.5-16. The purpose of the borings was to obtain samples for the dete rmination of the details of lithology, structure, and physica l properties of the subsurface strata at the site. 

The drilling was done with truck-mounted rotary wash equipment.
Drilling mud and/or ca sing was used in the soil portion of the borings. Bedrock coring was p erformed with the aid of water.
All borings drilled were grouted with cement.
Rock was cored utilizing both NX and HQ (wire line) double-tube core barrels, which provide rock cores of appr oximately 2 inch es and 2-1/2 inches in diamet er respectively. 

Soil samples suitable for laboratory testing were obtained using a Dames & Moore Type U Sampler.
The sampler is 3-1/4 inches in outside diameter and a pproximately 2-1/2 inches in inside diameter as shown on Figure 2.5-
: 62. Soil samples were also extracted utilizing a standard split-spoon s ampler approximately 2 inches in outside diameter and 1-3/8 inches in ins ide diameter.
These samples were tak en using the Stand ard Penetration Test procedure. Additional sampling of t he lacustrine sands was done with the Osterberg piston sampler to obtain un disturbed samples for determining in situ density and dynamic properties. The Osterberg samples were 3 inches in diameter. 

Undisturbed samples of t he glacial till soils, approximately 4 inches in diameter, were obtai ned by coring with a double-tube core barrel. 

Selected borings were water-pres sure-tested as they were being drilled in rock. A si ngle inflatable packer was used to isolate the bottom 10-foot section of the drill hole each time that the core barrel was remove
: d. The tests normally consisted of two pressure levels and one repeat of the lowest pressure level.
Maximum net water pres sure used was 1.0 psi per foot of depth. 

BRAIDWOOD-UFSAR 2.5-69 The results of the pressure tests are presented on the boring logs (Figures 2.5-123 to 2.5-253) as ranges for each interval tested and as lugeon s which were computed according to the following formula: 
 )psi (pressure netx)ft (tested Interval)gpm (lossofrate x 1820 Lugeons= (2.5-1) 

The lugeon is defined as 1.0 lit er of water loss per meter of hole per minute. Equation 2.5
-1 determines Luge ons, so that units in this equation should not be e xpected to cancel to liters/meter/minute. 

The net pressure is given as: 

loss friction pressure column pressure gauge pressure net+= (2.5-2) 

The column pressure is e qual to the depth to the upper packer or the depth in feet to groundwat er, whichever is smaller, times a constant of 0.433 psi/ft of de pth (hydrostat ic pressure gradient). 

2.5.4.3.3 Piezometers Thirty-nine piezometers have been installed at the Braidwood site. Summaries of the depths and water lev els are presented in Tables 2.5-15 and 2.5-16, respectively. The locations of these piezometers are shown in Figure 2.5-16.
The piezometers installed at the essential servi ce cooling pond are discussed in Subsection 2.5.6. 

2.5.4.3.4 Test Pits Thirteen test pits were excavated within the site area for the purpose of performing in-place density tests and obtaining bulk samples for laboratory relative density test
: s. Locations were chosen primarily to ob tain representative samples of coarsegrained soils. The locations of t hese test pits are shown on Figure 2.5-16, and the logs of the test pits are shown on Figures 2.5-254 through 2.5-260. Test p its excavated at the essential service cooling pond are dis cussed in Subsec tion 2.5.6.
2.5.4.3.5 Geophysical Surveys Geophysical surveys conducted at the site ar e discussed in Subsection 2.5.4.4. 

BRAIDWOOD-UFSAR 2.5-70 2.5.4.3.6 Geologic Cross Sections Geologic cross sections showing foundation ele vations for Seismic Category I structures are presented in Figures 2.5-25, 2.5-26, 2.5-92, and 2.5-93. 

2.5.4.4 Geophysical Surveys The following site geophysical surve ys were conducted: 
: a. a seismic refraction s urvey to estimate the depth of soil overburden and to e valuate the compressional wave velocities of the bedrock a nd overburden,  
: b. a surface and shear wave survey to deter mine surface wave types and character istics and to study shear wave velocities of n ear-surface materials,  c. an uphole velocity sur vey to define compressional wave velocities further,  d. a downhole shear wave survey to eval uate shear wave velocities of the overbu rden soils and bedrock,  
: e. ambient noise st udies to determine the predominant frequencies of groun d motion of the site due to background noise levels, and 
: f. geophysical borehole logging to assist with stratigraphic correlation.
The geophysical surveys were performed in th e plant site area at the locations shown on F igure 2.5-64. The s eismic parameters derived from the geophys ical surveys are gener ally applicable, as the geologic profiles are es sentially identi cal beneath all structures. The lateral varia tions in compressional wave velocities shown for each layer are not significant when determining the engineer ing properties of th e soils and bedrock below Seismic Catego ry I structures.
A description of each phase of the geoph ysical explorations is provided in the following paragraphs along w ith a summary on Figure 2.5-63 which repr esents the vel ocity-depth model for the site. 2.5.4.4.1 Seismic Refraction Survey A seismic refraction survey was conducted to evaluate the subsurface characteristics of the site, and to confi rm the nature of the underlying strata as esta blished by cross sections based on geologic borings. The survey was conducted at the site along two seismic lines for a total length of 4000 lineal feet. The seismic lines were o riented approximately north-south and 

BRAIDWOOD-UFSAR 2.5-71 eastwest and intersected at Bo ring A-6 near the approximate center of the site as shown on Figur e 2.5-64.
Seismic energy was p roduced by the det onation of a small explosive charge on both machine-dri lled and hand-dug holes. The energy released by the detonations was picked up by vertically oriented geophones fitted with a spike for cou pling with the underlying soil. Hall-Sears geo phones (4.5 hertz) were spaced at 50-foot intervals along the seismic refraction lines. 

The seismic energy was recorded by a 24-chan nel Dresser S.I.E.
RA-44 seismic amplifier coupled with a D resser S.I.E. R-24A recording oscillograph and a 12-channel Electro-Tech Labs ER-72-12A seismograph. 

The geophysical field cr ew consisted of two geophysicists, an operator, a licensed powderman, a helper, and a driller and helper. The field work was performed fr om September 25 to October 2, 1972. 

Compressional wave velocities and the depths to various subsurface layers un der the site were evalua ted by plotting the first arrival times of t he seismic energy at each geophone station against the dist ance of each geo phone from the shot point. The time-distance data f rom each profile are shown on Figures 2.5-65 and 2.5-66. To evaluate the effect of topography on the interpret ed layers, one section (seismic line 1A, station 0+00 to station 10+00) of time-distance data was corrected to a 600-foot elevation datum. The segment of seismic line 1A corrected for topography is pr esented in Figure 2.5-67. In addition, profiles of the vari ous subsurface layers are shown directly below each correspo nding time-distance plot. The depths for these profiles are computed from the tim e-distance plots by using the time intercept method of calculation.
A summary of these calculations is pr esented in Table 2.5-1.
This table shows the depths below the surface at each s hot point for each interpreted velocity l ayer and its corre sponding compressional wave velocity. In usi ng the time-distance p lots, note that the information was compiled from shot points at several locations along the seismic line.
For clarification of the figures, two plot symbols have been used to indicate the origin of the geophysical shots: from the left (.) and from the right (+). In addition, the apparent compressional wave velocities (slope of each line) are s hown above each line segment. The subsurface section shown represen ts an evaluation of the most probable conditions based upon in terpretation of presently available data.
Some variation from th ese conditions must be expected. 

The geophysical refracti on survey indica tes that four zones of contrasting seismic velo city can be detected.
The compressional wave velocities for these zones are summarized on Figures 2.5-65 through 2.5-67.
There were occasion al indications on the seismic refraction lines of high veloc ities within t his layer. The Birdwell three-dimension al logs indicate an average velocity of 

BRAIDWOOD-UFSAR 2.5-72 REVISION 3 - DECEMBER 1991 about 12,000 fps from 122 to 1 42 feet in depth.
This layer is underlain by a layer with a velocity of 16,000 to 17,000 fps.
The 12,000-fps layer d oes not appear on the seismic refraction lines as a first arrival. T his layer is too thin and of insufficient velocity co ntrast to the layers a bove and below it.
The critical distance for the refraction arr ival of this layer is longer than the critical dis tance for the refraction arrival from the 16,000 to 17,000-f ps layer below it.
This is the classic case of a hidden lay er without velocity inve rsions. The lowest refractor, represented by the velocity range of 16,0 00 to 17,000 fps, apparently repres ents a velocity change within the Fort Atkinson Limestone. 

The velocities shown on the seismic profiles below each time-distance plot represent the best estimate of the true velocities for the corresponding se ction of profile. These velocities were 

obtained by an averaging technique applied to the apparent velocities as shown on the time-distance plo ts. The lateral changes in the velocities are considered reaso nable based on the lithologic changes obs erved in the boring logs. The most consistent layer to be interpreted is the Fort Atkinson Limestone. 

In comparing the segment of seis mic line 1A that was computed to a flat datum to the other profiles, it can be seen that the two interpretations are in c lose agreement for both layering and velocities. The slight variation (25 feet) in the top of the Fort Atkinson Limestone was not considered sig nificant to justify applying this method of computation (i.e., d atum corrections) to the remainder of the pro files. The difference in the top of the Fort Atkinson Limestone could be due to the presence of the high-velocity zone, and not the interpretive tech niques. This high-velocity zone within the Carbondale Formation has be en shown as a dashed line on the seism ic profiles. The on ly indication of the presence of this zone was from t he information on the Birdwell logs.
2.5.4.4.2 Surface Wave and Shear Wave Velo city Survey In order to evaluate f urther the dynamic bedrock characteristics, a surface wave and shear wave velocity s urvey was conducted by Geoterrex, Ltd.
in the vicinity of the plant s ite. The survey was conducted along a 2400-foot section trending northeast/
southwest as shown on Figure 2.5-64. 

Surface and shear wave v elocities were computed from measurements recorded by two 3-compon ent Sprengnether Engin eering Seismograph seismometers in conjunct ion with a Dresser S.I.E. R-24A recording oscillograph. The Sprengnether seismo meters were placed 350 feet apart in the vicinity of Boring A-3, and explosives were detonated at varying distanc es ranging from 10 00 feet to 2400 feet from the ne arest seismometer. 

The surface waves generated at this site by small explosions at a shallow depth are rela tively small in am plitude. Three surface 

BRAIDWOOD-UFSAR 2.5-73 REVISION 3 - DECEMBER 1991 waves were observed in this study. The char acteristics of these waves are given in Table 2.5-18.
The surface waves observed during this study all have predominant motion in the longitudin al and transverse di rections, with very little or no motion in the vertical dire ction. The site has a characteristic frequency range of 9.5 to 13.5 hertz. Significant amplification of seismic energy will probabl y occur only within this frequen cy range.
2.5.4.4.3 Uphole Velocity Survey An integrated uphole v elocity survey in Bori ng A-2 was performed by Dames & Moore to provide a check on the com pressional and shear wave velocities measured during the se ismic refraction surveys. The boring was cased to 50 feet below the ground surface with 4-inch diameter casing. 

The compressional wave velocity survey was c ompleted by burying small explosive char ges at depths of 3 to 3-1/2 feet and at a distance of 25 feet from the boring. The seismic response to the explosive charges was detected in the boring w ith a 12-trace geophone cable (velocity cable) and recorded on an Electro-Tech Labs ER-72-12A seismograph.
The compressional wave velocity data obtaine d from the Birdwell Log was integrated by summing the reciprocal velocities for each 1-foot interval. This integration w as adjusted for total travel time by data obt ained from the Dames
 & Moore uph ole survey. The results of this and the uphole compres sional wave velocity survey are presented on Figure 2.5-68. The das hed line on the figure represents a best-fit cu rve obtained from th e uphole survey test data, while the solid li ne represents a best fit obtained from the Birdwell integration. 

It can be seen that the compressional wave velocities measured from this survey differ from the compressional wave velocities measured in the seismic refracti on surveys. The seismic refraction survey me asures and averages the compressional wave velocities over a lo nger distance, where as the uphol e velocity survey measures the comp ressional wave velocit ies at an isolated point (Boring A-2).
A portion of the Fort Atkinson Limestone between the depths of 154 and 164 feet in Bori ng A-2 was n ot detected in the standard Dames & Moore uphole s urvey because of the g eophone spacing, but this formation is quite apparent on the integr ated survey. The additional velocity va lues for units bel ow the Fort Atkinson Limestone are also shown on the integrated surve y, although they were not resolved by the refraction survey. 

BRAIDWOOD-UFSAR 2.5-74 REVISION 3 - DECEMBER 1991 2.5.4.4.4 Downhole Shear Wave Survey The downhole shear w ave survey was perfo rmed by Dames & Moore utilizing Boring A-2. A three-component low-fre quency geophone (Mark Products LI-3D-S) was lowered into the boring.
Energy was intro duced into the ground by striking the vertical face of a shallow ex cavation (reinforced with a wooden plank) at the top of the boring with a 10-pound hammer. The seismic response of the energy was detected in t he boring by a three-component, low-f requency geophone (Mar k Products LI-3D-S) and was recorded on the Dresser S.I.E. system. Multiple recordings were made of the seismic ener gy at 10-foot depth intervals. This data was reduced and plotted as a time-depth curve and is shown on Figure 2.5-69.
In addition to this method, ex plosive charges were fired at distances of 1,000 to 2,000 feet away from t he boring. The resultant seismic energy was det ected by the same geophone and recorded on the Dresser S.I.E. system. Recordin gs were made of the seismic energy at su ccessive 25-foot intervals. 

The results of both of these tec hniques are summariz ed on Figure 2.5-63. These d ata are referenced to the subsurface conditions at Boring A-2. This summary represents the seismic model for the site. 

This seismic model was used to compute a rrival times, which were compared directly to the records that were produ ced as a result of firing explosive char ges into Boring A-2. The results of this technique provided o nly verification of the compressional wave velocities, in that the shear wave arrivals were difficult to classify. 

2.5.4.4.5 Ambient Vibr ation Measurement Measurements of the ambi ent background motion of the site and its response to natural motion gener ators are indi cative of the dynamic properties of the site. These m easurements were made by Dames & Moore at the three locat ions shown on Figure 2.5-64 during relatively quiet periods of no no ise or ground activity. 

A three-component, direct-writing, Spr engnether Engineering Seismograph, Model VS-122, was used for recording ambient ground motion. The seismograph has gain characteristics in the velocity mode of 20, the accelera tion mode of 12, and the displacement mode of 200. A VS-110 0D amplifier with a gain characteristic of 100 was coupled to the seismograph in all recordings. The resulting maximum ga in level for velocity is 2,000, for acceleration, 1,200, and for dis placement, 20,00
: 0. The three components of ground m otion measured were ra dial, vertical, and transverse. The observed charac teristic frequencies at the site in radial, vertical, and trans verse directions r anged between 4.5 and 25.0 hertz. 

BRAIDWOOD-UFSAR 2.5-75 REVISION 1 - DECEMBER 1989 Location 2, Boring A-3, appears to be the quietest location, while Location 1, Bo ring A-6, appears to be the least quiet location. Results of the ambi ent ground motion measurements are presented in Table 2.5-19.
2.5.4.4.6 Geophysical Borehole Logging All borings were logged by Dam es & Moore with the Widco Porta-logger upon comp letion of drilling.
The purposes of the geophysical logging were to conf irm the presence of the No. 2 coal seam throughout the site, to assist in the identification of lithology, and to assist wit h stratigraphic correlation. 

The geophysical logs o btained included both gamma ray and single electrode resistance p rofiles. Coal seams a re characterized by an extremely low reading on the gamma ray log, a ccompanied by a high reading on the electrical resistance log. A detailed description of the Wid co Porta-logger including a discussion of its capabilities and limitations is included on Figure 2.5-70.
The results of the geophysic al logging with the Widco Porta-logger are shown on the ge ophysical logs of borings A-1 through A-11, P-3, P-6, P-10, and L-1 through L-4. 

The Birdwell Division of Seismog raph Service Corporation was contracted to run 3-dimensional velocity log, de nsity log, and caliper log surveys in b oreholes A-1 and A-2.
The results as presented on Figure 2.
5-71 were used to supplement information obtained from the surface geophysica l survey summari zed in Figure 2.5-63.
2.5.4.5 Excavati ons and Backfill 2.5.4.5.1 General Excavations in soil and rock were required to achieve foundation grade for the plant stru ctures. The e xcavations extended through the Parkland Sand, Equ ality Formation, Wedron Formation, and into the Carbondale Formation sandstone and siltstone. Surficial sands (Parkland Sand and Equality Formation) were cut on slopes of approximately 2:1 horizontal-to-vertical. Excavations within 

the till (Wedron Formation) were cut on slopes of approximately 1:1 horizontal-to-vertic al. Excavation slopes within rock were nearly vertical. A quality cont rol program was followed for all excavation and b ackfill operations at the site.
The criteria for blasting used for rock excavation at the Braidwood Station is covered in Sargent & Lu ndy Specification L-2714, entitled "Prelim inary Site Work."
A minimal amount of blasting was required for excava tion of the plant foundations.
Only eight blasts we re used, all occurring between December 31, 1975 and January 22, 1976. No concrete was in p lace for any structures at the time of the bl asts. The blasts were monitored at the site boundaries using seismographic tests to ensure that 

BRAIDWOOD-UFSAR 2.5-76 no damage was caused to residential structur es. Blast data for the eight blasts are presented in Table 2.5-44.
The majority of the plant foundations were excavated u sing conventional construction techniq ues such as ripping and ram-hoe methods.
Pittsburgh Testing L aboratory provided t he inspection and performed in-place density tes ts on the compacted backfill to verify that the requir ed compaction was obtained. The excavation, placement, compaction and testing operations were continuously monitored by a soil engineer.
2.5.4.5.2 Main Plant

2.5.4.5.2.1 Excavation Excavation for the main plant was carried to final grades within the soil and upper r ock by using heavy c onstruction equipment.
Blasting was required for excavation s in the competent rock. The depth of the excavation varied throughout th e main plant site.
The excavation extended to a minimum depth r equired to remove all eolian and lacustrin e sand deposits.
This depth was approximately 20 feet below final grade. The maximum depth of excavation was 84 feet under portions of the auxiliary building.
The locations and limits of ex cavations for the main plant including Seismic Category I structu res are shown in plan (Figure 2.5-72) and section (Figure 2.5-73).
The excavated sand was stockpiled east of the main plant. The exca vated topsoil, till, and rock were disposed of at designated loca tions on site.
The final subgrade surfaces of all major structures were protected against frost, pondi ng of water, a nd construction activity until the p rotective mud mat was poured.
Excavation dewatering was accomp lished by constr ucting a slurry trench around the excava tion limits. The location of the slurry trench is shown in Figure 2.5-74.
2.5.4.5.2.2 Backfill The backfill material used consisted of sand previously excavated from the main plant site, th e circulating water pipeline corridors, and from appr oved borrow areas east of the main plant as indicated in the project specifications.
In addition, lean concrete was used in lieu of sand backfill adjacent to the containment building wal ls beneath the fuel handling building.
The locations and limits of back fill are shown in plan (Figure 2.5-75) and section (Figure 2.5-76). 

The sand backfill within the zone of significant influence of loadings produced by the main pl ant structures was placed in horizontal lifts and c ompacted by use of vibra ting rollers to a minimum of 85% r elative density as deter mined by ASTM D2049-69.
The backfill was pla ced according to Sargent & Lundy specifications and was monitored by a soil engineer. The sand backfill BRAIDWOOD-UFSAR 2.5-77 REVISION 9 - DECEMBER 2002 within the remai ning areas was placed in horizontal lifts and compacted by use of vibrating rollers to a minimum of 80%
relative density as determin ed by ASTM D2049-69.
The static and dynamic properties of t he sand backfill are discussed in Subsectio ns 2.5.4.2 and 2.5.4.7. 

The envelope of the 58 grain size curves for the backfill material within the zone of signific ant influence of loadings produced by the main pla nt structures is shown on Figure 2.5-261.
Laboratory relat ive density tests were performed on representative samples of the sand backfill material that was placed within the zone of significant influe nce of the loadings in the main plant area.
The minimum test densities range from 80.1 to 91.0 pcf; th e maximum test densities ranged from 103.5 to 114.5 pcf. 

A total of 273 i n-place density tests (ASTM D-1556) were performed on the sand backfill c ompacted to 85% relative density.
The frequency of field density and labor atory testing exceeded the minimum specified. Material tes ting requirements are shown in Table 2.5-45. With the exception of two in-place density tests, the in-place fi eld densities for the backfill ranged from 104.3 to 125.7 pcf, with the rel ative densities rang ed from 85.2%
to over 100%. Of the two tests which failed to reach the minimum requirement of 85% rel ative density, one test is in the area beneath the earth ramp c onstructed for t he reactor placement in Unit 1. When the re actor was in place and the ramp was removed, the area of the failing test was retested.
The other test that failed to meet the m inimum relative dens ity was accepted on the basis of an in-place density gre ater than 95% of the modified Proctor compaction test, ASTM D1557. The in-place density was 99.7% of the modified Proctor compaction test.
Laboratory testing of lean con crete test specimen sets were made during the place ment of the concrete m aterial backfill in the main building structure area. During the ba ckfill placement, an evaluation of backfill was performed. T he results of the evaluation are shown in Table 2.5-46. It can be concluded that results of the c ompressive strength tests performed for the lean concrete used beneath and surr ounding Category I building structures indicate that the act ual strength is higher than the design strength.
The average actual ult imate bearing pressure of the lean concrete used for Category I building structures exceeds the ultimate bearing capacity of the founding strata. 

BRAIDWOOD-UFSAR 2.5-78 2.5.4.5.3 Pond Screen House 2.5.4.5.3.1 Excavation Excavation was c arried to final grade us ing heavy construction equipment. The excava tion for the Pond Screen House extended into the Wedron silty cl ay till to a depth of 36 feet below final grade. The location and limits of excavation for the Pond Screen House are shown in plan (Figure 2.5-16) and section (Figure 2.5-25). The excavated eolian and lac ustrine sand w as stockpiled for reuse as backfill. The ex cavated topsoil and till was disposed of at designated locations on the site. 

The final subgrade sur face was protected aga inst ponding of water and construction activity until the protective mud mat was poured. Excavation dewa tering was acc omplished by c onstructing a slurry trench around the excavation limits and is discussed in Subsection 2.5.4.6.
A plan showing the location of the slurry trench is given in Figure 2.5-74.
2.5.4.5.3.2 Backfill The backfill material used consisted of sand excavated from approved borrow areas east of the main plant.
It was placed and compacted under the same criteria and controls as the plant area backfill described in Subsection 2.5
.4.5.2.2. Continuity of the perimeter dike slurr y trench cutoff was accomplished by constructing the slurry trench up to and in co ntact with the Pond Screen House walls on both the east and west sides of the Screen House.
2.5.4.5.4 Seismic Cate gory I Pipelines

2.5.4.5.4.1 Excavation The essential service cooling water pipeline s consist of the makeup pipeline and the discharge pipeline.
The makeup pipeline extends from the pond screen house to the power block. The discharge pipeline ext ends from the power bl ock to the essential service cooling water di scharge structure near the south end of the essential service cooling pond, as shown in Figure 2.5-74.
The makeup and dischar ge pipelines occupy the same excavation from the power block to nearly the pond screen house. A geologic section for the pipelines in this shared excavation is presented in Figure 2.5-5. 

Excavation for the essential service coo ling water pipelines between the power block and pond screen house was carried to final grade within t he till by using h eavy construction equipment. Blasting was requi red for rock e xcavation. The excavated eolian and lacustrine sand was stockpiled west of the plant. The excavated topsoil, glacial till, and rock were disposed of at designated locations on site.
The depth of the 

BRAIDWOOD-UFSAR 2.5-79 REVISION 9 - DECEMBER 2002 excavations for the Seismic Category I pipelines extended into the Wedron silty clay ti ll and rock and varies along the route.
The plan and geologic sections for t he pipelines are shown in Figures 2.5-16 a nd 2.5-25.
Excavation dewatering between the power bloc k and pond screen house was accomplished by construction of a sl urry trench around the excavation limits and is discussed in Subs ection 2.5.4.6. A plan showing the location of the slurry trench is gi ven in Figure 2.5-74. 

The essential service cooling water discharg e pipeline, between the point where it separates from the makeup pipeline and the 

bend in the pipeline at approximately 52+00S, 43+55E, was constructed in the same manner as the portio n from the power block to the pond screen house.
The excavation for the remainder of the essential service cooling water discharge pipeline was opened during the fall a nd winter of 1978 exposing t he glacial till. As a result of the excava tion being exposed to weathering during the winter, a r evised method of suppo rting the pipelines was initiated. The revised method consisted of concrete support pads spaced to allow a maximum twenty-foot clear span for the pipe. Removal of the disturbed till was carri ed out locally to ensure each support pad was re sting on undisturbed till.
2.5.4.5.4.2 Backfill Within the excavation for the main plant, sand backfill was used to support the pipel ine. This sand back fill was placed and compacted using the procedures similar to th ose described in Subsection 2.5.4.5.2.2 f or the main plant ba ckfill. Above the pipeline, sand backf ill was placed in horizontal lifts and compacted by using vib rating rollers or hand tampers to a minimum of 80% relative dens ity as determined by ASTM D-2049-69. 

The envelope of the three grain size curves for the sand backfill around the pipeline with in the main plant ex cavation is shown in Figure 2.5-262. A total of 13 in-place density tests (ASTM D-1556) were performed on this material with a minimum relative density of 86.3%.
The minimum requireme nt was 85% relative density as determine d by ASTM D2049-69.
Results of the i n-place density test s for compacted granular fill placed outside the main plant area for buried pi peline indicate compliance with project specificatio ns. The env elope of the 12 grain size curves fo r essential service wate r pipeline backfill within the essen tial service water coo ling pond is shown in Figure 2.5-309. 

From the limits of the main plant excavation to the bend at plant coordinate 52+00S, 4 3+55E, bash was used for support of the Seismic Category I p ipelines. Bash is a mixture containing cement, fly ash, sand, a nd water. After opening the pipeline 

BRAIDWOOD-UFSAR 2.5-80 excavation, the pipelines we re supported on bash pads to facilitate welding.
The entire excavation was then completely filled in with bash to an elevation one foot a bove the top of the piping, thereby complete ly encasing the pipeli ne in bash. Above this level, the sand backfill was placed and compacted as previously described for the pipeline within the main plant excavation. 

South of the bend at 52+00S, 4 3+55E, the pipelin es were encased in lean concrete. T he excavation was backfi lled with sand placed in lifts and compact ed with vibratory ro llers. In-place dry density tests for th e backfill yielded r elative density values greater than or equal to 85%. 

Between the main plant and lake screen h ouse the Seismic Category I essential service w ater supply pipe (ESWS) and non-safety-related cir culating water supply pipe are buried in a common trench. As ind icated above, the ESWS pipelines are founded on Wedon silty clay till and are bac kfilled with bash to the top of the pipes. Figure 2.5-25 shows a profile along the pipeline alignment. The top of the till is above the top of the pipes in most areas and in all cases is above the pipe centerline. The till and bash w ill not erode if the circulating water supply pipes s hould break as the result of an SSE event.
Laboratory testing of lean con crete and/or bash test specimen sets for buried pipi ng were made during the placement of the concrete material backfill. D uring the backfi ll placement, an evaluation of backfill was performed. T he results of the evaluation are s hown in Table 2.
5-46. The average actual ultimate bearing pressure of t he lean concrete p laced under the ESWP exceeds the ultimate bear ing capacity of the founding glacial till. The average actual ultima te bearing pressure of the lean concrete used as a ba ckfill material exceeds the ultimate bearing pressure of the compacted granu lar fill. The minimum 28-day compressi ve strength for the pi peline backfill was 180 psi, which exceeds the specified value of 150 psi.
Table 2.5-48 summarizes details of pipeline su bgrade and backfill materials. Exact ex cavation limits and cross-sections are not provided.
2.5.4.5.5 Ultimate Heat Sink Excavation for the u ltimate heat sink is dis cussed in Subsection 2.5.6.
2.5.4.6 Groundwa ter Conditions Groundwater conditions at Braidwood Stat ion, including the permeability of the various hydrogeologic units underlying the plant site, a history of groundwater level fluctuations, and gradients in the site vicini ty, are discusse d in Subsection 2.4.13.2. Laboratory and field permeability test results are BRAIDWOOD-UFSAR 2.5-81 REVISION 9 - DECEMBER 2002 presented in Tables 2.
5-20 through 2.5-2
: 4. Groundwater levels measured in piezometers installed during site investigations are presented in Table 2.5-2
: 5. Groundwater levels during construction, measured in eight observation wells around the main plant excavation (loca tions are shown on Figure 2.4-36) are presented graphically in Figure 2.4-44. Gro undwater levels were also measured in seven observation wells aro und the cooling lake (locations are s hown on Figure 2
.4-37) and are s hown in Figure 2.4-45. For the design of safety-rel ated plant structures, the groundwater level was assumed to be at plant grade, elevation 600 feet MSL. All subsurface an d foundations ar e designed to withstand full hydro static loads. 

The groundwater monitori ng program is descri bed in Subsection 2.4.13.4. 

2.5.4.6.1 Excavation Dewatering Excavation dewatering was acco mplished using slurry trench cutoffs constructed arou nd the excavation li mits for the main plant, the pond screen house, and the Se ismic Category I pipeline corridor, as shown in Figure 2
.5-74. A cement-bentonite slurry trench cutoff was cons tructed around the mai n plant excavation, and a soil-bentonite slu rry trench cutoff wa s constructed around the pond screen house and the Seismic Category I pipeline corridor. The slurry trench cutoffs were 2.5 feet wide and extended to an approxima te depth of 2.0 feet into silty clay till. Seepage t hrough the slurry tr ench cutoffs and the underlying glacial t ill was minor and, a long with direct precipitation, was remov ed from the excavations with sump pumps.
2.5.4.7 Response of Soil and R ock to Dynamic Loading

2.5.4.7.1 General This subsection presents analyses of the responses of the rock, in situ soil and recom pacted soil to dynamic and seismic loading conditions; design val ues for dynamic re sponse analyses; and seismic design criteria for major structures.
2.5.4.7.2 Dynamic Tests Dynamic tests on soil and rock samples inclu de dynamic triaxial compression tests and resonant column tests. 

The following parameters were developed in the dynamic studies of soil and rock: 
: a. Young's modulus of elasticity (E); 
: b. modulus of rigidity (G) 

BRAIDWOOD-UFSAR 2.5-82 E and G are related by E = 2G (1 +
&#xb5;) where &#xb5; is the Poisson's Rat io of the soil; and 
: c. a damping factor.
A generalized summary of the dyn amic moduli and the damping for the subsurface materials at the site is pres ented in Table 2.5-26. The dynamic moduli of elasticity and rigidity were evaluated from the r esults of geophysical measurements and laboratory tests. 

In order to illustrate the v ariation of the dynamic soil properties, modulus of rigidity (shear modul us) and hysteretic damping, with the single amplitude shear strain, summary plots of all laboratory soil test data are presented in Figures 2.5-77 through 2.5-80. The design curves shown on these figures generally represent the mean values of t he test results as determined by the method of le ast squares and represent the relationships utilized d uring design. In th e case of the till (Figures 2.5-79 and 2.
5-80), the higher modulus and damping values were not utilized to arrive at the me an values, s ince it is considered that they are not representative of the entire soil mass in situ. 

2.5.4.7.2.1 Dynamic Triaxial Compression Tests The behavior of represen tative soils under d ynamic loading was evaluated by conducting dynamic triaxial compr ession tests. The tests were performed by Professor M. L.
Silver in the Soil Mechanics Laboratory at the University of Illinois, Chicago Circle Campus. The cohe sive soil samples were tested at field moisture content and density. O ne 4-inch diam eter undisturbed sample obtained by coring was tested f or comparison with samples obtained with the Dames &
Moore Type U s ampler. The results from samples obtained by the different sampling procedures were very similar. Although s ome variations in results occur, the variation is no grea ter than would be expected considering sampling disturbance, laboratory preparation, and natural variation in material properti es. The t est results are summarized in Tables 2.5-27 and 2.5-28 and are presented graphically on F igure 2.5-81.
2.5.4.7.2.1.1 Sample Preparation 2.5.4.7.2.1.1.1 Granular Soils To prepare samples f or testing, a pr eweighed amount of dry sand was vibrated into a memb rane-lined 2.4-inch-diam eter mold in five equal layers to a height required to achieve the desired relative 

density. The cap was placed on the sample and affixed to the membrane with 0-rings, a nd vacuum was applied to keep the sample from deforming w hile the mold was remo ved and while micrometer 

BRAIDWOOD-UFSAR 2.5-83 measurements of the sa mple diameter and heig ht were obtained.
The triaxial cell was assemb led around this sample, a small confining pressure w as applied, and the vacu um was released, allowing water to satura te the sample by capil lary action. The required value of confining pr essure was then applied with backpressure to ensure s aturation. Saturation of the samples was checked by measuring Skempton's B coefficien
: t. In all tests, the B coefficient is appro ximately 1.0. The sam ples were allowed to consolidate isotropically un der confining pressures representative of in situ conditions.
2.5.4.7.2.1.1.2 Cohesive Soils Cohesive soil samples, obtained from both the Dames & Moore sampler (2.4-inch diam eter) and by coring (approximately 4-inch diameter) were obtained to evaluate the dyna mic characteristics of the cohesive soil
: s. To prepare t he Dames & Moore samples for dynamic material property tests, the soil was first extruded from the brass rings and placed in a mitre box, where the ends were trimmed square. The average diameter and initial height and weight of the sample w ere recorded and the sampled density was calculated. The triaxial cell was ass embled around the sample.
The cored samples were prepared in the same way except that it was not necessary to e xtrude the samples, since they had been shipped in a waterproof package. The confining pressure was then applied with backpress ure to ensure satu ration. In all tests, the B coefficient wa s in excess of 0.9.
2.5.4.7.2.1.2 Laboratory Pro cedure and Data Analysis Material property tests were p erformed under c ontrolled strain conditions. To begin the test, a very small amplitude sine wave signal (0.5 hertz) was p rogrammed into the loa ding frame. The piston was conne cted to the load cell, t he recording equipment was zeroed, and the sample was c ycled at the lowest possible strain amplitude. At the tenth load cycle, the pen of the x-y recorder was lowered to record the load-deformation hysteresis loop for modulus and damping calcula tion. The tenth load cycle was chosen for modul us and damping determination as representative of the duration of strong motion for the safe shutdown earthquake post ulated for the site (R eference 91). At the end of cycle 25, the test was stopped and the drainage valve was opened to allow diss ipation of pore pressure.
The drainage valve was again closed, a new, slightly high er strain amplitude was programmed, and another test was performed.
The procedure was repeated six or seven times for each sample giving a record of dynamic sample respon se covering the range between approximately 0.01% to 1.0% single-amplitude axial strain. 

Values of dynamic Young's mo dulus (E) were determined by measuring the slope of the line connecting the extreme points of the hysteresis loops o btained at the tenth load cycle. The same loop was used to calculate the h ysteretic damping, using the equation 

BRAIDWOOD-UFSAR 2.5-84  W W 2 1 (2.5-3) where W is the total dissip ated energy per cycle as represented by the area of the h ysteresis loop, and W is the work capacity per cycle (References 92 and 93). 

The value of Poisson's ratio required for th ese calculations was estimated, since accurate meas urement of Poisson's ratio is difficult to acc omplish experimentally.
For cohesionless soils, the modulus has been f ound to be related to the confining pressure by the following equation.
2/1 m 2)(K 1000 G= (2.5-4) where K 2 is a soil parameter and m is the mean effective principal stress which for triax ial tests is equal to the effective confining pres sure. The influence of strain amplitude on the modulus can thus be expressed through its influence on the parameter K
: 2. For cohesive soil, t he wide variations in dynamic soils properties are often taken into account by normalizing the shear modulus (G) with respect to undraine d shear strength (SS) and expressing the relationship G/S u as a function of shear strain.
2.5.4.7.2.2 Resona nt Column Tests Dynamic torsional shear (resonant column) tests were performed on 15 representative soil and rock samples to evaluate the modulus of rigidity of these materials. The m ethod of performing resonant column tests is des cribed on Figure 2
.5-82. The tests were conducted over a range of confining press ures. Tests on samples of cohesive so ils and rock were conducted at field moisture content and density.
The cohesionl ess soil was recompacted in the lab oratory to a relative density of at least 80% and saturated prior to testing. The results of the resonant column tests are prese nted in Table 2.5-4.
2.5.4.7.3 Field Seismic Surveys The geophysical explorations were performed at the plant site. A detailed description of the seismic material properties for each stratum under the site and the methods u sed to determine these properties are contained in Su bsection 2.5.4.4.
2.5.4.7.4 Soil-Str ucture Interaction A detailed description of the soil-structure interaction analyses for the plant structures is co ntained in Subsection 3.7.2.4.
BRAIDWOOD-UFSAR 2.5-85 REVISION 9 - DECEMBER 2002 The dynamic soil properties which ar e used in the analysis are shown in Figures 2.5
-77 through 2.5-80.
2.5.4.8 Liquefaction P otential - Main Plant A comprehensive liquef action evaluation was performed for the sands in the ultimate he at sink area (see Su bsection 2.5.6).
These studies indicated that the in situ granular soils, which are similar to the in situ granular soils at the power block, were stable against liquefaction under t he safe shutdown earthquake. However, for additional conserv atism, the granular soils below the power bl ock were excavated, and the onsite soils were placed and compacted to a minimum relative density of 85%.
It is therefore conclu ded that the found ation material at the power block area has ample margin of safety agai nst liquefaction.
2.5.4.9 Earthquake Design Basis

2.5.4.9.1 General This subsection provides a summary of the de rivation of the OBE and SSE and a summary of the earthquake selection for liquefaction and seismic response analysis of earthworks.
2.5.4.9.2 Safe S hutdown Earthquake A detailed discussion of the SSE can be found in Subsection 2.5.2.6.
The recommended safe s hutdown earthquake was defined as the occurrence of an Intensi ty VII event near th e site. This near field event would produce horizo ntal bedrock accelerations of 0.12g (Reference 89). 

In view of the NRC staff position, the effects of a random Intensity VII-VIII occurring near the site have been investigated. This ev ent would result in a maximum horizontal ground acceleration of 0
.20g (Reference 89).
As an additional means of conservatism this value has been applied at foundation level. Utilizing the subsur face properties presented in Subsection 2.5.4.2, the corresponding ground s urface acceleration was found to be 0.26g. 

2.5.4.9.3 Operating-Basis Earthquake (OBE)
A detailed discussion of the d erivation of the OBE is given in Subsection 2.5.2.7. 

The operating-basis earthquake is intended to indicate those levels of ground motion to w hich plant structures might realistically be subjected d uring their economic life. 

BRAIDWOOD-UFSAR 2.5-86 REVISION 3 - DECEMBER 1991 On the basis of the seismic history of the area, it appears unlikely that the site will be subjected to any ground motion of significant levels during the life of the nu clear power station.
It is probable t hat the maximum leve l of ground motion experienced at the site during historic time was due to the 1909 Intensity VII Beloit e arthquake and was Intensity VI at the site.
For this condition, the maximum horizontal gro und acceleration on rock at the site was probably on the ord er of 0.06g (Reference 91).
A probability analysis (Reference 90) of the occurrence of earthquakes at the stati on was performed using the data on past earthquakes in the area and the available information on the attenuation of intensity ove r the distance bet ween the earthquake location and the site. The resu lts of this probability analysis show that a site Intensity of VI on the Modified Mercalli scale has an average return period of 2150 y ears. Because of this long return period, the s ite Intensity of VI was selected conservatively as the operating-basis earthqua ke. However, to expedite licensing of the plant, the acceleration level for the OBE was selected as 0.09g. The 0.09g acclerat ion level was conservatively applied at foundation l evel, resulting in a maximum horizontal ground acceleration of 0.13g.
2.5.4.10 Static and D ynamic Stability

2.5.4.10.1 Main Plant

2.5.4.10.1.1 Settlement The plant structures at the Brai dwood Station are founded on overconsolidated till, b edrock, or compacted granular fill. For the small pressure red uction caused by excavation, t he rebound of the bearing strata is negligible. 

The compressibility of the foundation su bgrade materials was evaluated from the res ults of laboratory com pression tests and static soil and rock p roperties summarized in Table 2.5-26. All static settlements w ere computed using the tangent modulus method after Janbu (Reference 94). The tangent modulus is expressed:
a1 a'a)P/P(mP M= (2.5-5) 

where  M = tangent modu lus (tons/ft 2),    m = Modulus number,    a = Stress exponent, P' = Effective vertical stress (tons/ft 2), and BRAIDWOOD-UFSAR 2.5-87 P a = reference pressure (1 ton/ft 2). Due to sample disturbanc e, in situ behavior was assumed best represented by the fir st unload-reload cycle of the consolidation curve near the preconsolidation pressure. T he results of field and laboratory tests a re presented in Subsection 2.5.4.2. The resulting parameters are listed in Table 2.5-3.
Of the rock units, only the Carbonda le, Spoon, and Brain ard Formations are compressible enough to be of engineering importance. The geological profile u sed in the analyses is presented in Subsection 2.5.4.3.6. The foundation loads and the maximum total settlements under static loading for plant structures are summarized in Table 2.5-29. Most of the total settlement will occur as the structu res are constructed.
The estimated differential settlemen ts on the order of 1/2 inch may occur within all struc tures founded on compacted granular fill or till after construction. 

Because the plant is founded on overcons olidated till, bedrock, or granular fill, no significant settlem ent will be caused by dynamic loads. 

The No. 2 Coal (Colchest er Member) was encou ntered in all the borings drilled to sufficient depth to penetrate it (57 borings), indicating the absen ce of any mining activit y in the plant area.
There is therefore no possibility of collapse or subsidence due to mines. 

A system of construction settlement monuments was established for the foundations of Cat egory I structures during 1977 and 1979 as shown in Figure 2.5-263. These monuments were installed and monitored by the contractor for the purpose of construction control and settlement monit oring. Seven of t hese monuments (U, V, N, R4, Z, KK, and XX) have been monitored c ontinuously from the beginning of construction in 1977 to August 1980. Many of the other original m onuments were disc ontinued because of construction interfere nces, and some were replaced in February 1979 by new monuments at similar locations within the same building. Other new monuments w ere also added at this time. In August 1980, mon itoring was halted bec ause settlement was complete under approxima tely 95% of the plant static load with measurements within the accuracy of the survey ing equipment and methods used. Time se ttlement plots for all the construction settlement monuments which a re shown in Figu re 2.5-263 are presented in Figures 2
.5-264 through 2.5-281.
In September 1981, a new set of operational se ttlement monuments was established throughout the plant. T he intent of monitoring these monuments was to p rovide additional data to show that plant settlement under full static load is complete.
The new monuments were installed on tw o floor levels which will reduce errors introduced into surv ey circuits by eli minating excessive traveling between different buil ding levels.
The locations of the operational settlement monuments are shown in Figure 2.5-282.
Time BRAIDWOOD-UFSAR 2.5-88 REVISION 1 - DECEMBER 1989 settlement plots for all the o perational settlem ent monuments are presented in Figures 2
.5-283 through 2.5-295.
Table 2.5-41 is a summary of the maxim um measured differential settlements for all construction and operational monuments.
Table 2.5-42 is a su mmary of projected maximum total and differential settlements for each Category I s tructure. These total and differential settlements have been calculated after reviewing the stabilized elevations.
The stabilized elevations have been identified on the settlement plots.
Some allowance has been made in the total settlement due to the small amount of 

building load that had not yet been placed.
The operational phase monuments, installed in Se ptember 1981, sh ow that their maximum settlement mea sured through April 19 88 is generally less than or equal to -0.01 f eet (-0.012 feet maximum) except for Unit 

2 containment monuments. The Unit 2 containment monuments numbers 41, 18, 17, R4, Z1 and Z show an average settlement of approximately -0.017 f eet. This settlement is believed to be a result of small increases in dead load over the monitoring period and construction activities.
The differential settlements given in Table 2.
5-42 are all less than or equal to -0.03 feet. This is si gnificantly less than 1/2-inch or more which was assumed in the de sign of the auxiliary building and fuel handling building. The on ly safety-related pipe or conduit that is not suspended is the essential service water pipeline.
This pipeline trave ls beneath the heater bay pipe or conduit and en ters the turbi ne room mat. Beneath the heater bay, it is encased in reinforced concre te and supported on till or rock. The point of maximum di fferential settlement occurs as the encased pi peline enters the turb ine room mat. The pipeline is designed to take with adequate margin the 1/2-inch estimated differ ential settlement in this area. 

It is concluded that all Category I structures have been designed to account for the m aximum total and dif ferential settlement. 

The lake screen house is founded wit hin a very s tiff to hard glacial till of the Wedron Formation.
The till is overconsolidated and has an ul timate bearing capacity of approximately 45,000 psf (Subs ection 2.5.4.10.1.2). The approximate static beari ng pressure for the sc reen house is 3,000 psf resulting in a factor of safety of 15. The estimated settlement of the screen house is less than 1/4 inch total and 1/8 to 1/4 inch diff erential (Subsecti on 2.5.4.10.2.2).
Construction phase s ettlement monitoring was not performed for the lake screen house but has be en included in t he operational phase settlement monitoring. 

Six operational phase se ttlement monuments have been installed in the lake screen house to provide dat a to show that settlement is complete. The locat ion of the monuments (60 through 65) are 

BRAIDWOOD-UFSAR 2.5-88a REVISION 1 - DECEMBER 1989 shown on Figure 2.5-282. Time settlement plots for these monuments are shown on Figures 2.5-294 and 2.5-295. The results given in Table 2.5-41 show maximum settlement values less than or 

BRAIDWOOD-UFSAR 2.5-89 REVISION 9 - DECEMBER 2002 equal to -0.01 feet (+0.
007 feet maximum). This movement is considered negligible and in dicates that settlement has stabilized. 

The operational phase se ttlement monitoring pr ogram has continued with measurements at least f our times per ye ar from September 1981 to April 1988.
The commitment to conti nue the program until 6 months after operation of Unit 1 has been met.
2.5.4.10.1.2 Bear ing Capacity The ultimate bearing capacity of the f oundation bedrock was evaluated on a conse rvative basis, in ac cordance with methods described in Stagg a nd Zienkiewicz (Referenc e 95). The strength of the foundation rock was evaluated by mean s of rock compression tests. Using the ap propriate values in Table 2.5-3 and considering these valu es to be representative for rocks with an RQD (Rock Quality Designation) of 100%, a redu ction factor was selected on the basis of the measured RQD values.
This reduction factor was used to arrive at a modified value approximating the in situ strength of the rock mass. Consider ing the uniformity of the rock formations and the nu mber of borings, a minimum representative bearing capacity of the r ock mass in the plant area is considered to be on the order of 150,0 00 psf. Using the maximum static bearing pressure on rock of 10,000 psf, the factor of safety against foun dation failure is 15. 

The ultimate bearing c apacity of the in situ till was evaluated by means of unconsolidated-undrained triaxial compression tests 

and unconfined compression tests performed on samples obtained with the Dames & Moo re Type U sampler.
Any disturbance caused during sampling and ha ndling operations tends to cause the results of the stren gth tests to be conservative.
On this basis, using the results outlined in Table 2.5-11, the ultimate bearing capacity of the till is on the order of 45,000 psf f or structures founded on the t ill. Using the maximum static loadi ng on till of 5000 psf, the factor of safety against foundation failure is 9. 

The ultimate bearing capacity for compacted granular fill was evaluated in accordance with methods describ ed in Terzaghi and Peck (Reference 96) using the following expression: 

 )BN4.0ND(qqfu+ (2.5-6) where:
q u = ultimate bearing capacity (psf);    D f = minimum imbedm ent depth (ft);
B = minimum foundation plan dimention (ft);
BRAIDWOOD-UFSAR 2.5-90    = moist unit weight above water level, b ouyant weight below water level (pcf); and    N q , N = Terzaghi's beari ng capacity factors.
Conservative values for the above parameters based on the laboratory test data presented in Table 2.5-10 were used for analyses and result in the expression: 
 )pcf(B 1000 D 2000 q f u+= (2.5-7) The previous analyses give a relatively high ultimate bearing capacity for the mat foundatio ns. Therefore, settlement considerations govern the design. Bas ed on the settlement criteria of Subsection 2.5.4.10.
1.1, ultimate bearing capacity was limited to 20,000 psf. 

2.5.4.10.1.3 Lateral Pressures All plant substructures were designed to res ist lateral earth and water pressure at all le vels below elevation 600 feet. All mat foundations established below 600 feet were designed to resist hydrostatic upli ft pressures.
Subsurface walls were designed to resist bot h the static and dynamic pressures result ing from the surroundi ng earth and water.
2.5.4.10.1.3.1 Stat ic Lateral Pressure The total static lateral pressure was obtained by combining soil and hydrostatic pressures.
Static lateral ear th pressure on the wall at a depth, h, be low grade is given as: 

 =hKP o s (2.5-8) where:  P s = static lateral soil pressure, psf/linear ft;    K o = lateral earth pr essure coefficient f or granular soil compacted against unyi elding rigid walls; As discussed below, the coefficient of later al earth pressure at rest is conservatively taken to be 0.88 for the compacted granular backfill around Category I structures.
h = depth below gr ade, ft; and     = soil unit weight, 122 pcf above the water table and 67.6 pcf, submerged unit weight, below the water table.
BRAIDWOOD-UFSAR 2.5-91  Hydrostatic pressures are calculated u sing the equation:
y4.62 P w= (2.5-9) where:  P w = hydrostatic pressure , in psk/linear ft, and    y = depth below the design water ele vation, (ft).
Figures 2.5-300 and 2.5-301 detail the later al earth pressure plots versus depth for the auxiliary building and the lake screen house. Hydrostatic pr essure on Category I structures are computed as detailed in Brai dwood UFSAR Subsection 2.5.4.10.1.3.1. The total static lateral pressure w as obtained by combining soil an d hydrostatic pressures. 

Sources of conservatism in our earth pre ssure calculations are listed below: 
: a. All Category I subsurface walls and fo undations are designed for a unifo rm construction su rcharge load of 1,000 psf applied at grade for the normal loading conditions. Under normal plant operation conditions this surcharge load is not present. 
: b. The coefficient of lateral earth pressure at rest, K, for compacted granular backfill behind r igid walls is a function of the angle of internal friction , &#xf8;   For the recompacted sands at Bra idwood Station, the &#xf8; angle is 34
&deg;. This is a conse rvative number for compacted sand. Therefo re, the coefficient of lateral earth pressure at rest, K, for c ompacted granular backfill behind rigid walls is conservative. 
: c. The coefficient of lateral earth pressure at rest for a sand with an angle of internal friction (&#xf8;) of 34
&deg; is 0.44. To increase the coefficient of lateral earth pressure at rest for the e ffect of compacting the soil in lifts the 0.44 c oefficient was increased by a factor of two to gi ve a coefficient of 0.88.
2.5.4.10.1.3.2 Incr emental Dynamic Lateral Pressure The total incremental dynamic lateral pressu re was obtained by combining incremental so il and incremental w ater pressures. The total incremental dynamic lateral pressure was added to the static lateral press ure to obtain the de sign lateral pressure. 

The dynamic lateral earth pressu re increment on the subsurface walls was obtained by method s similar to those developed by Mononobe (Reference 97) and Okabe (R eference 98) and modified by Seed and Whitman (Reference 99). 

BRAIDWOOD-UFSAR 2.5-92 REVISION 10 - DECEMBER 2004 The equation used to obtain the increment of dynamic lateral earth force was:
AE AEKH P=221/ (2.5-10) where:
P AE = increment of dynamic lateral earth force in pounds/unit width of wall,     = unit weight of s oil in pcf (the subm erged unit weight was used below the water table);    H = height of the wall in feet, and    K AE = dynamic increment in e arth pressure coefficient Values of K AE are a function of horizontal acc eleration. For granular backfill, K AE is approximately equal to 3/4 K h (Reference 99). 

h AEK4/3 K= (2.5-11) where:  K h = horizontal earth quake ground accelerat ion divided by the acceleration of gravity, g. 

The dynamic earth pressure was assumed to have an inverted triangular distribution, with the resultant acting at two-thirds the height of the wa ll above the base.
The dynamic water pressu re increment below t he water table was calculated using the Westergaa rd theory (Refer ence 100) as modified by Matuo and Oh ara (Reference 101). The increase in the pressure on the walls at any depth, y, below the water table is given as:
2/11h W)yH(CK70.0P= (2.5-12)where:
P W = water pressure, in p ounds per feet p er unit width of wall,    K h = g on accelerati ground earthquake horizontal C = 1/22 1]/1000t)(H0.72[1.0 51    t = earthquake period (sec),    H 1 = height of the water table from the base of the wall (ft), and BRAIDWOOD-UFSAR 2.5-93 REVISION 3 - DECEMBER 1991 y = depth below the water table (ft).
2.5.4.10.2 Pond Screen House The retaining walls ad joining the pond screen house are reinforced concrete wi ng walls founded on We dron silty clay till between elevations 561 f eet 9 inches and 569 f eet 0 inch. The walls are designed as Category I and extend as m uch as 100 feet east and west of the screen hous
: e. Plans and sections of the walls are given in Figures 2
.5-317, 2.5-318, and 2.5-319.
2.5.4.10.2.1 Settlement The pond screen house is supported on mat fo undations established on the Wedron ti ll. The base of the fou ndation is at elevation 565 feet 2 inches. 

The compressibility characterist ics of the fou ndation subgrade materials (till) were ev aluated from the soil and rock properties summarized in Table 2.5-26 and the method of analysis described in Subsection 2.5.4.10.1
.1. Since the soil and rock conditions at the pond screen house are essentially the s ame as at the plant site, the compressibility char acteristics are similar and applicable. The total s ettlement of the struc ture due to static loads is less than 1/4 i nch. Differential s ettlements will be on the order of 1/8 to 1/4 inch.
Results of the settlement monitoring program for the pond scre en house are presented in Subsection 2.5.4.10.1.1. 

Dynamic settlement and possible differential settlement during the safe shutdown earthquake will be negligible for the glacial till and bedrock supporting the pond screen house.
2.5.4.10.2.2 Bear ing Capacity The ultimate bearing capacity of the fou ndation was evaluated as described in Subsection 2.5.4.10.1.2. Using the maximum static loading of 3000 psf for structures founded on the till the factor of safety against foun dation failure is 15.
2.5.4.10.2.3 Lateral Pressures The subsurface walls w ere designed as de scribed in Subsection 2.5.4.10.1.3.
2.5.4.10.3 Essential Service Water Line and Discharge Structure The essential service wa ter discharge structure is founded on approximately 23 feet of Wedron glacial till deposit overlying the Carbondale bedrock formation.  (See Boring H-4, Figure 2.5-159, Sheet 16.)  The glacial till is stiff to hard and not susceptible to liquefaction. 

BRAIDWOOD-UFSAR 2.5-94 The essential service water discharge struct ure is backfilled with previously excava ted sand compacted to minimum 85% relative density in accordance wi th ASTM D-2049. Res ults of eight field density tests indicate r elative densities rang ing from 90% to 121% and averaging 104%. The average field dry density is 113.4 lb/ft 3. This backfill is not susceptible to liquefaction. The liquefaction potenti al of the adjacent natural sand deposit forming the essential se rvice cooling pond (ESCP) foundation soils is discussed in Subsection 2.5.6.5.2.
A plan showing the location of t he essential service water discharge structure with reference to the ESCP is given in Figure 2.4-28. Sections th rough the structure are given in Figure 2.5-302. The ESCP slope south of the structure is 10 horizontal to 1 vertical. The stab ility of the slope h as been analyzed and results presented in Subsection 2.5.6.5.1.2. 

In the event that a flow-type failure occurred as a result of the SSE, the discharge pipes would n ot be blocked with material from the slope. The invert of the discharge pipes is at elevation 591.0 feet. The top of the 10 to 1 slope is greater than 110 feet south of the discharge pipes and has been graded to elevation 590.0 feet. The toe of the interior dike is approximately 215 fe et south of the di scharge pipes at its closest point. The interior dike is of suff icient distance away from the discharge pipes to ha ve no potential ef fect on their operation. It is concluded that the discharge p ipes will not become blocked from any flow-type slope failure. 

The factors considered in the static sta bility check of the essential service water discharge structure incl uded the pipe discharge force, wave forces, we ight of the st ructure, water pressure, buoyant forces, and seismic forces.
The loading combinations incorporated SSE, OBE, and static loads and used two lake level elevations (598 feet 2 inches and 587 feet 0 inch).
Elevation 598 feet 2 inches is t he flood conditi on, and elevation 587 feet 0 inch is the l ow water condition that will occur if the lake dikes are d amaged. Refer to Figure 2.5-302 for structural details. 

The discharge struct ure has been check ed for sliding, overturning, and bearing on the soil. Sliding is counteracted by the passive soil pressure developed along th e sides of the structure and friction a long the bottom of t he structure. The overturning moments from seismic, wave, and discharg e forces are offset by a resisting moment due to the deadweight of the structure. The bearing forces on the soil h ave been compared to the bearing capacity of the glacial till benea th the structure.
The factors of safety are in accordance with those required by SRP Section 3.8.5.
The maximum bearing pressures and factors of safety against sliding and overturning modes of failure for both static and dynamic loading condit ions are given in Table 2.5-47. 

BRAIDWOOD-UFSAR 2.5-95 REVISION 3 - DECEMBER 1991 The essential service wa ter lines are founded on till or bedrock as shown in Figure 2.5-25. Since the pipes exert no added load on the foundation ma terials, no settleme nt or bearing capacity computations were needed. 

Since 10 borings taken along the pipeline route revealed the Colchester coal had not been mined there, no differential settlement due to subsid ence from abandoned mi nes is anticipated. 

2.5.4.11  Design Criteria

The criteria and methods used in the design of Seism ic Category I structures are discu ssed in the follow ing subsections: 
: a. bearing capacity, Su bsection 2.5.4.10.1.2,  b. settlement analyses, Subsection 2.5.4.10.1.1,  
: c. slope stability, Sub section 2.5.6.5, and 
: d. lateral pressures, S ubsection 2.5.4.10.1.3.
2.5.4.12 Techniques to Im prove Subsurface Conditions All Seismic Category I s tructures except a portion of the fuel handling building are founded on till or bedrock. Under the portion of the fuel ha ndling building and adjacent non-Seismic Category I structures founded above the till, the inplace lacustrine sands were excavated and recompac ted under controlled conditions to a minimum density of 85%, as discussed in Subsection 2.5.4.2.2.
The effectiveness of the recompaction was verified by measuring in place density of the f ill and comparing with laboratory tests.
This testing w as supplemented with continuous observation of the placement and compaction operations by a soil engineer. 

The testing was done by an independent testing laboratory (Pittsburgh Testing Laboratory).
The static stability of the recompacted sand s is discussed in Subsection 2.5.4.10, and the ir liquefaction potential in Subsection 2.5.4.8. 

2.5.4.13 Subsurface Instrumentation A system of settlement benchmarks was established on the foundations of the pla nt structures as shown in Figure 2.5-89.
The system was incor porated into the c onstruction phase settlement monitoring program with settlemen t monuments located as shown in Figure 2.5-263.
Discussion of t his program and presentation of results is included in Subse ction 2.5.4.10.1.1. 

BRAIDWOOD-UFSAR 2.5-96 2.5.4.14 Construction Notes No unanticipated conditions we re encountered during the 

construction of the plant that required any ch ange in the design or special const ruction techniques.
2.5.5  Stability of Slopes The only Seismic Category I slop es are in th e ultimate heat sink. The stability of these slopes is discussed in Subsection 2.5.6. 2.5.6  Embankments and Dams

2.5.6.1 General This subsection presents the geotechnical de sign and the static and dynamic stability of the e ssential service cooling pond (ESCP).
The ESCP is located as s hown in Figure 2.5-90 and serves as the ultimate heat sink for t he plant. The E SCP is 6 feet deep, with the bottom at elevation 584 feet MSL. The side slopes of the pond are 10:1 horizontal-to-vertical. T he pond is r ectangular in shape and covers an area of 99 acres. T he cooling water intake 1 structure is located in the northwestern cor ner of the ESCP.
Discharge facilities for the e ssential service w ater are located at the southern end of the ESCP.
The ESCP is a Seismic Category I structure.
In the unlikely event of a failure of the main perimeter dike and loss of all lake water above elevation 590.0 feet, the ESCP would be required to:  1) maintain its structural integrity to provide for circulation of the water supply, and 2) return an adequate supply of water for the safe shutdown of the plant.
Detailed studies were made to evaluate the de sign with respect to two specific geotechnical safety cons iderations:  (1) seepage, and (2) ground stability in terms of slope stab ility and liquef action during the postulated SSE. The stu dies included:
geotechnical investigation of the ESCP area; evaluation of the results of these investigations to determine site and s ubsurface conditions; and evaluation of the two sp ecific geote chnical safety consideration using appr opriate analytical met hods and results of geotechnical investigati ons. Subsections 2.
5.6.2, 2.5.6.5, and 2.5.6.6 present the re sults and conclusions of these studies.
2.5.6.2 Exploration 2.5.6.2.1 Purpose and General Scope Geotechnical investiga tions were made to obtain information about the classification and distribution, the pertinent static properties, and the pe rtinent dynamic proper ties of soil and bedrock within and near the ESCF. 

BRAIDWOOD-UFSAR 2.5-97 REVISION 3 - DECEMBER 1991 In general, the geotechn ical investigation con sisted of field and laboratory investigati ons. The scope of eac h is given in the following paragraphs.
2.5.6.2.2 Field Investigations Field investigations c onsisted of drilli ng 22 borings (H-1 through H-4 and HS-1 t hrough HS-18), exc avating 7 test pits (HTP-1 through HTP-7), i nstalling of pie zometers in selected borings, performing water pressu re tests (pump-in permeability tests) at various depths in bedr ock in borings H-1 through H-4, and making 71 inferred determinations of the in-place relative density from standard penetration test d ata and 45 measured determinations of the in-place relative density of soil deposits below elevation 590.0.
Figure 2.5-91 shows the locations of borings and test pits. 

Logs of the borings are given in Figures 2.5
-159 and 2.5-236 through 2.5-253. These logs show the de pth of each boring, the classification of soil a nd bedrock penetrate d, the location and type of samples obtained, the locations of p iezometers, and other pertinent field test information such as sta ndard penetration resistance. Logs of test pi ts are given in Figures 2.5-254 through 2.5-260 and show the depth of the test pit, sample locations, classification of soils encountered, and results of pertinent field and laboratory tests. 

Results of water pressure tests in borings are summarized in Tables 2.5-20 through 2.
5-23. Results of wa ter level readings in piezometers are given in Table 2.5-25. Resu lts of density determinations are s ummarized in Tables 2.5-30 and 2.5-31.
2.5.6.2.3 Laboratory Investigations Laboratory investigations consisted of static and dynamic testing of selected samples obta ined from borings and test pits. Static tests included i ndex, strength, and perm eability determinations made in accordance w ith applicable ASTM standards. Results of permeability tests are summarized in Table 2.5-24. Results of other static tests are summarized in Tab les 2.5-32, 2.5-33, and 2.5-34. Dynamic tests included shear modulus, damping ratio, and cyclic strength determin ations made in accorda nce with generally accepted procedures. Results of modulus and damping tests are 

given in Figures 2.5-77 through 2.5-80.
Results of cyclic strength tests are s ummarized in Tables 2.5-35 through 2.5-38.
2.5.6.2.4 Evaluation of Exploration Results Results of geotechni cal investigations were evaluated to determine surface and subsurfa ce conditions in t he ESCP area. 

BRAIDWOOD-UFSAR 2.5-98 2.5.6.2.4.1 Surface Conditions The ESCP is located south of t he main plant as s hown in Figure 2.5-16, Sheet 1. The original ground surfac e is gently rolling from elevation 590 to elevation 600.
During construction, ground surface was excavated to elevation 590 within the pond area, and to elevation 584 within the ESCP area. 

The eastern boundary of the ESCP is located approximately 500 feet west and parallels an exposed existing strip mine excavation face (see Figure 2.5-90). The t op of the strip mine excavation face was about elevation 600, and the slopes in some cases were near vertical. During construction, the se excavations were backfilled to elevat ion 585 (see Figure 2.5-92). The fill consists primarily of soils fr om the pond excavations.
2.5.6.2.4.2 Subsur face Conditions

2.5.6.2.4.2.1 General Evaluation of subsurface conditi ons in the ESCP area includes: 
: 1) classification and distributi on of soil and rock; 2) a determination of the static prop erties of major soil and rock deposits; and 3) a determination of the dynamic prop erties of the major soil deposits with in the completed ESCP.
2.5.6.2.4.2.2 Classification and Distribution of Major Soil Deposits and Bedrock Figure 2.5-92 shows gene ralized geologic sections that illustrate soil and bedrock conditi ons in the ESCP. Th e ESCP is underlain by three major soil de posits, which in turn are underlain by bedrock. The major soil deposits (in order of o ccurrence from the ground surface) are an organic topso il and cohes ive loess deposit; a lacustrine sand depos it; and a glacial till deposit.
The bedrock is a relatively flat-lyi ng shale with occasional seams within the investi gated zone. Site geol ogy is discussed in Subsection 2.5.1.2.
2.5.6.2.4.2.3 Topsoil and Co hesive Loess Deposit This deposit consists of a surface organic top soil underlain by a variable thickness of a moderately cohesive loess deposit. The total thickness of t he deposit is 3 to 4 feet. The topsoil portion was generally fo und to be 1 to 2 fee t thick, and the cohesive loess portion generally approxi mately the same thickness. Since excavation wit hin the pond to elevation 590.0 will result in removal of this deposit, no f urther evaluation of its distribution or pr operties is given. 

BRAIDWOOD-UFSAR 2.5-99 REVISION 3 - DECEMBER 1991 2.5.6.2.4.2.4 Equality For mation Sand Deposit The sand deposit is of lacustrine or igin and consists of a dense to very dense fine sand, wit h varying amounts of silt and occasional silt nodules.
The sand deposit contains two distinct strata clearly differe ntiated by color.
Above approximately elevation 585, the sand deposit is typically brown to buff.
Below elevation 585, the sand deposit is typ ically gray. The color difference is a re sult of weathering.
Generally, the brown to buff sand con tains the largest percen tage of silt and silt nodules. Thin-section analyses were made of intact specimens taken from block samples. The a nalyses show the brown portion to be lightly to moderately cemented with calcium carbo nate and iron oxide. Quantitatively, the analyses show the brown portion to contain 4% to 8% (by area) cemen
: t. The cement was formed during and in some respects by the weathering process. Generally, the thin-section analysis shows that the gray sand contains only traces of silt and s ilt nodules and is essen tially uncemented. 

The sand deposit below eleva tion 590 is typically 15 feet thick with the maximum thickness of 17 feet. 

2.5.6.2.4.2.5 Wedron G lacial Till Deposit The glacial till deposit consists of a very stiff to hard clayey 

silt, with occasional and in termittent lense s of very dense granular sands and fine gravels. 

The glacial till has a typical thickness of 20 to 25 feet.
2.5.6.2.4.2.6 Bedrock Upper bedrock units cons ist of interbedded sha les and siltstones, with thin layers of sandston e, coal, and underclay of Pennsylvanian age. These units are variable in areal extent and thickness. Below these upper units are shale and dolomite strata of the Ordovician (Maq uoketa) age. None of the borings or probes showed the bedrock to contain voids or o ther indications of significant solution or mining activity. 

The top of bedrock w as encountered from elevation 556.3 to elevation 552.0 with the average being elevation 552.9.
2.5.6.2.5 Static Propert ies of Major Soil Deposits and Bedrock The following subsections present discussion of static properties of the two strata of sand deposits and the glacial t ill deposit considered most pertin ent for evaluation of the geotechnical safety of the ESCP. 

2.5.6.2.5.1 Equality For mation Sand Deposit The two strata of sand c onsist of an upper brown silty fine sand and a lower gray medium to fine sand with trace of silt. Typical 

BRAIDWOOD-UFSAR 2.5-100 gradations for both st rata are shown in Figure 2.5-94. Figure 2.5-95 shows the variation of fi nes content (percent minus No.
200 US standard sieve wi th opening of 0.074 mm) versus elevation for the sand deposit.
The brown silty fine sand has an average fines content of 18.6%
with an average D 50 (50% of the sample is smaller than this diam eter) of 0.16mm, and t he gray fine sand has an average fines content of 5%, with an average D 50 of 0.24mm.
Laboratory constant head permeab ility test res ults show the permeability of the sand deposit to range from 3.66 x 10
-4 cm/sec. to 7.32 x 10
-2 cm/sec. For the seepage evaluation, a value of 6 x 10
-3 cm/sec was used.
Relative densities (D r) were inferred from standard penetration test results (N data) and are plotted versus elevation in Figures 2.5-121 and 2.5-122. D r was determined usin g N data, effective stress, and relationships developed by Gibbs and Holtz (Reference 102). Average values were calculated by assigning a maximum D r of 95% for values plot ting to the right of the curve relating N,  and D r =95%  In the brown silty fine sand, the inferred D r ranges between 62%
and 95%, with an average of 85%. In the gray fine sand, t he inferred D r ranges between 60% and 95%, with an average of 87%. 

Relative densities were also calculated base d on results of field density tests and on l aboratory vibratory co mpaction tests on 6-inch-diameter stratifi ed samples obtained immediately adjacent to each field density te st location. In the brown silty fine sand between elevati ons 590.0 and 585.0, the calculated D r ranges between 51% and 100%, with an average of 80%.
In the gray fine sand elevation 585.0, the calculated D r ranges betwe en 74% and 100%, with an average of 87%.
In two test pits (HTP-4 and HTP-5), the gray f ine sand was encountered at about elevation 585.0.
Relative density measurements ranged fr om 60% to 66%, with the average of three determinations being 62%.
Borings HS-15 and HS-14 made adjacent to these test pits show consistently high N values and inferred D r and do not co nfirm these generally lower measured D r values.
On this basis, it is concluded that the somewhat lower measured D r data obtained in gray fine sa nd found above elevation 585.0 are indicative of small, isolated and discontinuous medium dense to dense lenses on the surface of the deposit which sh ould not be considered in overall evaluation of liquefaction potential of either the brown or gray portions of the sand deposit. The liquefaction potential of these isolated len ses is evaluated separately in Subsecti on 2.5.6.5.2.3.1.3. 

Figure 2.5-96 shows resu lts of maximum and m inimum dry density tests on stratified samp les of the sand deposit obtained adjacent to density test locations plotted vers us fines content. It is seen that as fines content inc reases towards a pproximately 15%, the maximum and minimum density test results also tend to 

BRAIDWOOD-UFSAR 2.5-101 increase. For fines c ontent greater than 15
%, the den sity test results show no tendency to increase a nd in some cases show a tendency to decrease.
For samples with greater than 12% fines content, the maximum density was also determined on remolded soils by the modified Proctor compaction procedure (ASTM D-1557). Results sh ow that the vibratory compaction procedure (ASTM D-2049) gave con sistently larger maximum dry u nit weights than the modified compaction pro cedure. However, the maximum dry unit weight selected to calculate D r was the lar ger of the two values. The minimum dry unit weight was determined using the soil from the stratifi ed sample in general a ccordance with ASTM D-2049. Gradation of the sa mple was determi ned after each density determination to assure no degradation of the sample by the compactive effort.
It is concluded that the inferred and measured D r values are in reasonable agreement w ith each other and indicate that overall the sand deposit is consistently dense to very dense. 

2.5.6.2.5.2 Wedron G lacial Till Deposit The average permeability of the glac ial till was found to be 2.6 x 10-6 cm/sec. For well-graded fine gravel and silts at depths of 3.6 to 40.5 feet, the permeability was as high as 8.9 x 10-4 cm/sec. 2.5.6.2.5.3 Bedrock The results of the pressure te sts conducted in bedrock are presented in Tables 2.
5-20 through 2.5-23 and on boring logs presented in Figures 2.5-159 a nd 2.5-236 through 2.5-253. The results indicate that the rock strata in the upper portions of the boreholes are mo re permeable than in deeper units.
Permeabilities of up to 1.0 x 10
-4 cm/sec are recorded in zones in the upper parts of these holes. These values are relatively low but are generally higher than those in deeper portions of the holes. These more per meable zones ran ge in thickness from 10 feet in Boring H-4 to about 70 feet in Boring H-3. Below a maximum depth of 122 feet (B oring H-3), the permeability decreases and becomes ve ry low to low, the h ighest being 1.1 x 10-5 cm/sec. 2.5.6.2.6 Dynamic Properti es of Major Soil Deposits Results of dynam ic triaxial tests made to determine the modulus and damping properties of the sand depos it and glacial till deposit are given in F igures 2.5-77 through 2.
5-80. Curves drawn through the data points were used for the geotechnical safety evaluation of the ESCP, whic h is discussed separately in Subsection 2.5.6.5. 

Figure 2.5-99 shows the laboratory cyclic shear strength of the sand deposit, based on results of initial cyclic shear strength tests on reconstituted test specimens.
Neither the relative 

BRAIDWOOD-UFSAR 2.5-102 density nor the fines co ntent of test specimens was determined.
Consequently, the initial test results were not considered in determination of the cyclic stre ngth of either p ortion of the intact sand deposit.
A comprehensive fi eld and laboratory testing program, as discussed in Subsections 2
.5.6.2.2 and 2.5.6.2.3, was d esigned and implemented to determine the cyclic shear strength c urves for the intact sand deposit to be used in the geotechnical safety evaluation. The res ulting laboratory cyclic shear str ength curves are shown in Figure 2.5-100 and 2.5-101. A discussion of the test program i mplemented and analyses of the data o btained in determination of these curves is given in Subsection 2.5.6.5.2.2.
: 1. Use of these laboratory curves in the liquefacti on potential evaluation is discussed in Subsection 2.5.6.5.2.2.2.
2.5.6.3 Foundation a nd Abutment Treatment

2.5.6.4 Embankments Refer to Subsection 2.5.6.2.
This is not appl icable to this site because the heat sin k is excavated. 

2.5.6.5 Slope Stability The overall stability un der static and dynamic conditions of the 10:1 horizontal-to-v ertical side slopes of the ESCP was evaluated. In addition, the liquefaction po tential of the sand deposit was also evaluated. 

2.5.6.5.1 Slope Stability:  Methods of Analysis The static stability of the ESCP slopes was analyzed using the computer program SLOPE. See Appendix D for the program description. The fact or of safety against s liding failure is computed using the the ory of limiting eq uilibrium. The Bishop method of analysis w as used for the ESCP slo pes. The factors of safety were computed f or various trial circular slope surfaces to find the most cr itical slip surface. 

In the Bishop method of analysis, the factor of safety is defined as a ratio of the available shear strength of the soil to that required to maintain equilibri um under a postu lated incipient failure. The failure is postulated along a circular arc surface, with plane strain conditions assumed to exis
: t. The soil mass bounded by the face of the slope and the trial failure arch is divided into a f inite number of slices. The e quilibrium of each slice is considered separately. The resultant of all the forces on sides of the slice is assumed to act horizontally.
The sum of these forces is neglected. The equilibr ium of the slice in the vertical direction is sa tisfied to determine the unknown forces.
The factor of safety is calculated in terms of moments of all the forces acting on slices around the center of the failure arc.
The sensitivity of the factor of safety to t he assumptions made in this simplified method is quite insignificant. 

BRAIDWOOD-UFSAR 2.5-103 The overall stability of the slo pes of the ESCP was calculated using the pseudostat ic method of analysi
: s. The earthquake loading on the s lope was represented by a constant horizontal seismic coefficient appl ied to each slice. A seismic coefficient of 0.2g was used for the SSE and 0.1g for the OBE.
An analysis of the dynamic stability of the ESCP slope by finite element methods was not performed because the pseudostatic analysis used yields conservative results and a greater minimum factor of safety would be obta ined if a finite element method were used. This is the case because t he method of analysis employed assumes applica tion of the seismic fo rce at the base of each slice rather than at the centroid. It should be noted that factor of safety is determined by a comparison of overturning moments and resisting mo ments and that no co nsideration is given to the effects of side forces on sli ces in making computations.
The seismic force is assumed to increase only the overturning moment and to have no influence on the r esisting moment. The soil strength properties have also been based on triaxial compression tests rather than plane strain tests.
This is also conservative. Discuss ion of the conserv ative nature of these assumptions can be fou nd in the paper by H. B.
Seed, K. L. Lee, and I. M. Idriss on the Analys is of Sheffield Dam Failure, Journal of the Soil Me chanics and Foundation s Division, November 1969.
The minimum factor of safety for slope stability using pseudostatic analysis wi th a seismic coefficient of 0.2g was 1.3.
With a seismic c oefficient of 0.26g the minimum factor of safety is 1.1, which is con sidered acceptable.
2.5.6.5.1.1 Geometry, Loading Conditions, and Soil Properties Figure 2.5-97 shows the geometry and soil prop erties used in the analysis. The geometry and soil properties we re selected on the basis of geotechnical in vestigations to cons ervatively represent field conditions. 

The following criteria for minimum factor of safety under various loading conditions w ere required for static analyses:
Minimum Factor of  Safety Required    a. End of construction case:  no water1.3    
: b. Submerged case:  pool elevation at   elevation 595.0 1.3 
: c. Rapid drawdown:  pool elevation   reduced from elevation 595.0 to   elevation 590.0 1.4 

BRAIDWOOD-UFSAR 2.5-104 REVISION 3 - DECEMBER 1991 The following criteria were required for pseudostatic analysis:
Minimum Factor of   Safety Required     a. Normal operating condition:  pool   elevation 595.0, SSE loading based   on 0.2g seismic coefficient 1.1    b. Rapid drawdown; ESCP reduced from elevation 595.0 to   elevation 590.0, SSE loading based on 0.2g seismic coefficient 1.1      Minimum Factor of Safety Required    c. ESCP elevation 590.0,   OBE loading based on 0.10g seismic coefficient 1.1  2.5.6.5.1.2 Results of S lope Stability Analyses The critical section of the ESCP slope analyzed for static stability is given in Figure 2.5
-313. The analy sis is for end of construction condition. 

The following summarizes the minimum factors of safety provided for the various load ing conditions: 

Minimum Factor of Loading Conditions Safety Provided     a. Static Loading Conditions  
: 1. End of construction: no water 5.9      2. Normal operating conditions:    ESCP water elevation 595.0 7.0 
: 3. Rapid drawdown:  ESCP    water reduced from    elevation 595.0 to elevation    590.0 7.0 
: b. Pseudostatic Loading Conditions      
: 1. Normal operating conditions:    pool elevation 595.0, SSE load-    ing based on 0.2g seismic    coefficient 1.3 

BRAIDWOOD-UFSAR 2.5-105 REVISION 9 - DECEMBER 2002  2. Rapid drawdown:  ESCP water drop    from elevation 595 to elevation    590.0, SSE loading based on 0.2    seismic coefficient 1.3     
: 3. ESCP elevation 590.0, OBE    loading based on 0.10g seismic    coefficient 2.3 The ESCP slope has also been analyze d with a seismic coefficient of 0.26g and the minimum factor of safety is 1.1. 2.5.6.5.2 Liquefac tion Potential The liquefaction potential of the sand deposit formi ng the ESCP slopes and found ation soils was evaluated using the results of the geotechnical investigation a nd a detailed dynamic response analysis. 

2.5.6.5.2.1 Method of Analysis The cyclic shear stresses likely to be induced by the postulated safe shutdown earthqua ke (SSE) are calculate d by computing the shear stress time history for discrete layers of the subsurface profile. The first part of the procedure involves the development of a design accelerogram such th at its free field response spectrum closely matc hes the Regulatory Guide 1.60 response spectrum. Such an ac celerogram was obtained as described in S ubsection 3.7.1. 

Next, the nonlinear strain-dependent, dy namic strength, and compressibility properti es of the subsurface deposits are established from laboratory cycl ic test results and field investigations. Then the computer progr am SHAKE (described in Appendix D) is used to c ompute the soil resp onse to SSE loading. 

The induced irregular sh ear stress time-histor ies are computed at various depths within the soil profile. 

By appropriate w eighting of the stress level s involved in various stress cycles th roughout the postulated earthquake and by introducing the soil c yclic shear streng th curve data, the irregular shear stre ss time-history is converted into an equivalent time-history of uniform stress levels. In this manner, all the significant factors influencing liquefaction stability, including: 
: 1) intensity of ground shaking, 2) duration of ground sha king, and 3) strai n-dependent nonlinear soil parameters, are taken i nto account in the analysis. 

Finally, these induced shear stresses co rresponding to the significant number of cycles for the postulated SSE and the shear stress required to cause liquefaction are compared f or various depths to evaluate t he liquefaction pote ntial of the sand deposit. 

BRAIDWOOD-UFSAR 2.5-106 REVISION 9 - DECEMBER 2002 2.5.6.5.2.2 Geometry, Soil P roperties, and Earthquake Time-History Figure 2.5-98 shows the geometry and the sta tic soil properties used for the analyse
: s. Figures 2.5-77 throu gh 2.5-80 show the modulus and damping properties used for the sand and glacial till deposit for the analyses.
Figures 2.5-100 and 2.5-101 show the laboratory cyclic sh ear strength curves for the two portions of the sand deposit. 

The synthetic earthquake time-history used in the analysis is given in Figure 2.5-102. 

2.5.6.5.2.2.1 Cyclic Shear Str ength of Equality Formation Sand Deposit A comprehensive field and laboratory tes ting program was developed and implemented to d etermine the des ign cyclic shear strength of the intact s and deposit. The fo llowing method was used in the de termination: 
: a. Determine by means of borings, test pits and laboratory tests the cla ssification and distribution of the sand deposit th roughout the ESCP. 
: b. Establish by indirec t and direct tests the representative relat ive density of t he intact sand deposit.  
: c. Determine the design c yclic strength representative of the intact sand deposit by making laboratory tests on either intact or reconstitu ted samples at relative densities equal to those determined in a. and b.
above. 2.5.6.5.2.2.2 Laboratory Tests to Determine Cy clic Strength The classification a nd distribution of t he sand deposit are presented in Subsect ion 2.5.6.2.4.2.4. Of significance to the establishment of the c yclic strength of the intact sand deposit are the fines content and the relative d ensity of the two portions of the deposit. 

Two fines content values were se lected for each portion of the sand deposit based on statistical evaluation of results of the fines content test data. The fi rst represents the average; the second represents a "low average" value established as the fines content at which 67% of test results were greater. Figure 2.5-103 shows a plot of the cumulative percent of occurrences of the fines content test results. Usi ng the crite ria established the following fines cont ents were selected: 

BRAIDWOOD-UFSAR 2.5-107    Portion Average Fines Content 
(%) Low Average Fines Content Values 
(%)
Brown silty fine sand between elevation 590.0 and elevation 585.0 19 13    Gray medium to fine sand below elevation 585.0 5 2 

Both indirect and direct tests show the sand d eposit to be consistently dense to very dense.
Direct te sts are considered more applicable and show ed that the average D r of the deposit above elevation 585.0 was slightly less than the average D r of the deposit below elevation 585.0. 

Figure 2.5-104 shows a plot of the cum ulative percentage of occurrences of t he measured D r results for the brown and gray portions of the sand d eposit. Using the statistical criteria established to selec t fines content, the following D r values were selected. 

Portions Average D r Value (%) Low Average D r Value (%)
Brown silty fine sand   

between elevation 590.0 and   elevation 585.0 80 77    Gray medium to fine sand   

below elevation 585.0 87 80 

A two-phase laborato ry testing program w as designed and implemented to determine the cyclic shear st rength of the two portions of the intact sand depo sit. Phase 1 consisted of performing stress-co ntrolled, cyclic triaxial tests on reconstituted test spe cimens to evaluate cyclic strength as a function of fines content an d relative densi ty. Phase 2 consisted of performing stress-controlled, cyc lic triaxial tests on a series of "companion" i ntact and reconstituted test specimens of approxima tely the same relative density to obtain data to evaluate the e ffect of the change in the soil structure, caused by reconstituti ng the soil specim ens, on the cyclic strength. The scope and results of the test programs follow. 

Phase 1 Three series of test s were made using reconstituted test specimens. Test Series 1 consisted of 11 tests made using specimens formed of soil with a fines content of approximately 1%. Results were considered representat ive of the low 

BRAIDWOOD-UFSAR 2.5-108 REVISION 9 - DECEMBER 2002 fines-content portion of the g ray fine sand deposit below elevation 585.0. Test Series 2 consisted of eight tests made using specimens form ed of soil with a fines co ntent of about 11%.
Results were considered representative of lower fines content portions of the brown silty fine sand deposit ab ove elevation 585.0. Test Series 3 consisted of five tests made using specimens formed of soil with a fine s content about 20%. Results were considered representative of the average fines-content portion of brown silty fine sand deposit above elevation 585.0.
D r values of the test specimens in each series were varied to provide a representa tive range of D r as indicated by direct test results. Results of Phase 1 t est are given in T ables 2.5-35 and 2.5-36. As can be seen from Figures 2.5-100 and 2.5-101 and the data tabulated in Tables 2.
5-35 through 2.5-38, the number of cycles to cause failure of samples 
+/- 10% strain is much greater than that to cause 
+/- 5% strain. This trend is consistent with the dense nature of the sand deposit. 

Figure 2.5-105 shows the effect of fines con tent and D on cyclic strength measured using reconstituted specimen
: s. The strength is shown as the stress ratio to cause 
+/- 5% strain in 10 cycles.
Analyses of these data indicate that the cyclic strength increases as the fin es content and relat ive density increase.
Similar variations were observed for other definitions of cyclic strength. 

A comparison was made between laboratory cyclic strength curves determined for the s and deposit and comparab le laboratory cyclic strength curves for two other clean fine sands for which extensive data are a vailable, the Mont erey sand and the Sacramento River sand. 

The comparison w as made for 
+/- 10% axial strain considering tests on reconstituted test specimens formed using a "wet tamping" compaction proce dure to a D r of 80%. Results are shown in Figure 2.5-106. The curve for Monterey sand was ex trapolated from tests made at D r = 60%. The extrapolation was made assuming a linear relationship between D r and (d /2 c for the D r range of 60% to 80%. The curve for Sacramento River sand was determined by adjusting a curve for D r = 80% determined us ing reconstituted test specimens formed using a "wet ra ining" compaction procedure.
Recent data (Reference 103) indi cate the 1aboratory cyclic strength of sand is increased by approximately 3 0% if test specimens are formed u sing the "wet ta mping" compact ing procedure rather than the "wet r aining" procedure. On this basis, laboratory curves for Sacramento River sand at D r = 80& were adjusted by multiplying publ ished ratios by 1.30. 

Analysis of Figure 2.5
-106 indicated that the curve for the relatively clean gray sand compa res very well. The curve for the relatively high fines-content brown silty fi ne sand is about 25%
greater than the cur ve for low fines-content clean 

BRAIDWOOD-UFSAR 2.5-109 REVISION 3 - DECEMBER 1991 sand. Several s imilar comparisons made at diffe rent relative densities and axial strain levels indicated similar comparisons.
Phase 2 The correspondence of results of cyclic tests on reconstituted test specimens to the cyclic strength of the intact sand deposit was established by a ser ies of tests. In this series, tests were made on specimens trim med from intact block sa mples obtained from test pits.  "Companion" reconstituted test spe cimens were formed on the trimmed block sample material and rec onstituted to provide a D r for the reconstituted test specimens approx imately equal to D r of the intact specimens. Res ults of Phase 2 tests are given in Tables 2.5-37 and 2.5-38.
Figure 2.5-107 shows typical results of tests on an intact specimen and a "compan ion" reconstituted spe cimen adjusted to approximately equal D
: r. It is seen that for strain levels below some strain level,  c , (referred to a crosso ver strain) results of reconstituted specime ns are "stronger" (e xhibit lower strain response to the same number of s tress cycles) than results on intact specimens. C onsequently, for strains less than  c , use of test results on reconsti tuted specimens would yield unconservative estimates of cyclic strength.
The degree of unconservatism is a fu nction of the strain difference (strain difference is equal to t he difference between  c and the strain level selected to define liquefa ction) and the r elative density of the deposit.
Generally, the amount of unconservatism decreases as the strain differen ce decreases and the relative density increases.
Conversely, for strains greater than  c , use of test results on r econstituted specimens would yield somewhat conservative estimates of cyclic strength.
The data obtained show that for D r greater than 70%, the u se of cyclic strength determined using reconstituted samples is on ly slightly unconservative at strain levels less than 5%
double amplitude and is very conservative at other levels. 

Figure 2.5-108 shows  c plotted as a function of D
: r. The trend of these data indicate that  c decreases with increasing Dr and that for Dr values gre ater than about 75%,  c is less than 
+/- 2% axial strain. T he minimum "low average" D r for the sand deposit is greater than 75%. This would indicate that  c for reconstituted specimens would be less than 
+/- 2% and that the strength interpreted from the tests on reconstituted test specimens would be l ess than the intact strength of the sand deposit. It is conclu ded that use of streng th interpreted from tests on reconstituted s amples would give a conservative estimate of the cyclic streng th of the intact sand deposit.
2.5.6.5.2.2.3 Use of Laboratory Test Data to D etermine Cyclic Strenqth of Intact Equ ality Formation Sand Deposit  The field cyclic strength of the sand deposit is determined by the adjustment of labo ratory cyclic strength curves developed 

BRAIDWOOD-UFSAR 2.5-110 REVISION 3 - DECEMBER 1991 from results of cyclic triaxial tests on reconstituted soil specimens (Figures 2.5
-100 and 2.5-101) to allow for (1) effect of specimen reconstitution on the fabric of the intact sand; and (2) differences in str ess conditions bet ween laboratory and field. The adjustments to accommodate the abo ve effects are made using the foll owing equation:
LC3drcfvf)2/(CD)/(= (2.5-13)where: 
 (f/v)f = stress ratio represent ative of field cyclic strength of intact sand deposit,    D c = correction factor to adjust for effect of specimen reconstitution,    C r = correction factor to adjust for effect of differences in stress co nditions between field and laboratory, and (d/23C)L = stress ratio representat ive of laboratory cyclic strength of reconstituted test specimens.
A quantitative e stimate of the relationship be tween the cyclic strength of intact test specimens to the cyclic strength of "companion" reconstituted test specimens (D c) (cyclic strength of Sacramento River sand was dete rmined using "wet raining" compaction procedure) was made using both Phase 1 and Phase 2 test data and the procedure outlined in Figure 2.5-109. The results (D c) are plotted versus D r of "companion" Phase 2 test specimens in Figure 2.5-110 for initial liquefaction, +/- 5% axial strain, +/- 10% axial strain. The cur ves drawn in Fig ure 2.5-110 represent linear regression curv es through t he data points considered representative of the sand deposit. As indicated on the figure, data points were not considered represen tative when significant differences were measured between gradation characteristics of the companion specimens. 

Analysis in the curves s hown reveals two dis tinct trends in the variation of D
: c. The first is that D c increases as the magnitude of the axial str ain to define liquefac tion increases.
The second is that D c increases as D r of the "companion" test specimens increases. The shad ed area represents the range of D r assigned to the sand deposit for the liquefaction potential evaluation. It is seen that D c ranges from 0.98 to 1.43 for the range of D r assigned to the sand deposit. 

Two techniques were ut ilized to determine the factor C r , which is a factor to adjust for differences in stress conditions. The first procedure has been widely used by geotec hnical engineers in recent years and mak es use of a relati onship between C r and D r proposed by Seed and Peacock (Reference 105).
The second procedure makes use of shaking table test (conducted at the 

BRAIDWOOD-UFSAR 2.5-111 REVISION 3 - DECEMBER 1991 University of Californ ia at Berkeley) results made available by Dr. H. B. Seed in April 1975. These res ults indicate that C r is essentially independent of relative dens ity. Based on data developed by Seed and Peacoc k (Reference 105
), however, C r is related to K o (Reference 105).
The selection of C r for use at this site was therefore made first based on D r and second by taking into account only t he variation of K o. The field strength curves for intact sand deposit developed by both procedures were used in the liquefaction potential evaluation and the results compared.
2.5.6.5.2.2.4 Selection of C  r Based on Relative Density The curve of C r versus D r given in Seed and Peacock (Reference 105) is presented in Figure 2.5-111. The relationships were developed by tests on typical, clean fine sa nds such as the Sacramento River sand and the Monterey Sand.
To determine D r to be used to select C r , an equivalent evaluati on of the laboratory cyclic strength was made.
The equivalent eval uation consisted of comparison of laboratory cyclic strength of the sand deposit with laboratory cyclic strength of the Sacramento River sand. The evaluation is shown in Figure 2.5-112. It is seen that for 14 cycles or less, the sand depos it within the FSCP exhibits a laboratory cyclic strength great er than that for the Sacramento River sand recon stituted to a D r of 90%. On this basis, an equivalent D r of 90% was used to select a value for C r of 0.75.
2.5.6.5.2.2.5 Selection of C  r Based on K o  The data from shaking table liqu efaction test re sults, including the effect of two directions sha king together with data presented by Seed and Peacock (Reference 104), i ndicate that for K o = 0.4, C r=0.57, and for K o=1.0, C r=0.9. A linear int erpretation between these points has been suggested by Dr. H.
B. Seed of the University of California at Berk eley, as presented in Figure 2.5-113. The increase in Ko as developed du e to the construction of the ESCP is shown in Figure 2.5-114.
The curve shown in Figure 2.5-115 (Refere nce 106) relates K o to overconsolidation ratio (OCR) for sands ty pical of sand deposits w ithin the ESCP.
The K o values within the completed ESCP, prese nted with respect to elevation, are shown on F igure 2.5-114. From these K o values and the proposed relat ionship between C r and K o , C r values can be determined as a function of elev ation in the soil profile.
Values of C r vary from 0.65 at eleva tion 570.0 to 0.83 at elevation 585.0. Soils above el evation 585.0 were assumed to have a C r of 0.83.
The cyclic strength of t he intact sand deposit is determined by adjusting the curves in Figures 2.5-100 and 2.5-101 using the equation given previousl
: y. In fact, the cur ves are adjusted by multiplying by a factor C r x D c where the value of C r varies with the method of selection. 

BRAIDWOOD-UFSAR 2.5-112 REVISION 9 - DECEMBER 2002 2.5.6.5.2.3 Evaluation of Liquefaction Potential 2.5.6.5.2.3.1 Stresses to Cause Liquefaction An earth structure such as the ESCP can undergo deformation on the order of a few f eet without being consid ered to have failed.
For this reason and based on the results of detailed evaluation of the San Fernando Dams (Reference 107), a failure criterion of 
+/- 10% axial strain w as selected to evalu ate the liquefaction potential of the ESCP. In addit ion, the potential behavior using lower strain criterion (initial liquefaction and 
+/-5% strain) was investigated. 

The data presented in Fi gures 2.5-100 and 2.5-101 together with the applicable effective overburden pressure a nd the correction factor, C r x D c were used to calculate the stress required to cause liquefaction in 10 cycles at selection depth within the soil profile. Thus, at a depth, y (below elevation 590.0), the following equation w as used to calculate the stress to cause liquefaction, f:  10 10 3 2LC dyvCr fDC)/()(= (2.5-14) where:  10 f = shear stress to caus e liquefaction of intact sand 10 deposit in 10 cycles,    C D = correction factor to adjust for effect of specimen reconstitution,    r C = correction factor de pendent on D or K as appropriate,    )y(v = effective overburden pressure at depth y, and    10LC3 d)2/( = stress ratio r epresentative of laboratory cyclic strength of r econstituted test specimens at 10 cycles.
Using the above equati on, the resulting dist ribution of shear stress to cause 
+/- 10% axial strain with depth is presented in Figures 2.5-116 and 2.5-117 for C r based on D r and C r based on K o , respectively.
2.5.6.5.2.3.1.1 Induced Stresses As discussed in Subsection 2.5.6
.5.2.1, the stresses induced by the SSE throughout the depth of the soil profile were computed using the program SHAKE. The ti me-history of st ress at each depth was converted to a uniform shear stress and 10 cycles. The resulting distributi on of stresses, d , induced in 10 cycles by the SSE is shown in Figu res 2.5-116 and 2.5-117. 

BRAIDWOOD-UFSAR 2.5-113 REVISION 3 - DECEMBER 1991 2.5.6.5.2.3.1.2 Determination of  f/ d  The induced stresses, d , and the stresses required to cause 
+/-0% strain (f) are compared in F igures 2.5-116 a nd 2.5-117. The ratio f/d (which represe nts a factor of safety) is shown plotted with depth in the soil profile in Fi gures 2.5-116 and 2.5-117. The maximum and minimum f/d ratios for the brown silty fine sand deposit and the gray f ine sand deposit are tabulated in Tables 2.
5-39 and 2.5-40 for C r based on D r and C r based on K o , respectively. Values of f/d are presented for "average" and "low a verage" conditions c orresponding to the development of initi al liquefaction, +/-5% axial strain, and 
+/- 10% axial strain.
In summary, for "average" soil conditions and C r based on D r , the minimum factor of safety for the development of 
+/- 10% strain and initial liquefaction is 2.3 and 1.2, respectively.
For comparison, if C r is based on K o , the minimum factor of safety for dev elopment of 
+/- 10% strain and ini tial liquefaction is 2.6 and 1.3, respectively.
2.5.6.5.2.3.1.3 Effect of Lenses of Medium Dense Gray Fine Sand in the Wedron Till Above Elevation 585.0 The field investigation has indicated that s mall, discontinuous lenses of medium den se to dense (D r as low as 60%)
gray fine sand occur at the site.
The cyclic strength of these lenses would be less than that used in the liquefaction evaluation. Using C r as a function of D r , the factor of safety for the se lenses against failure (+/- 10% strain) would be approximately 1.0 and would be less than 1.0 for initial liquefaction.
Using C r as a function of K o , the factor of s afety for these lenses for the development of +/- 10% average strain or initi al liquefaction would be greater than 1.25. Using th e most conservative of the results, it is concluded that the SSE would cause, at most, small s ettlements of these localized lenses of material. Thus the presence of these lenses within or near the slope would not impa ir the integrity of the slope. 

2.5.6.5.2.3.1.4 Effect of Evaluation at Elevation 584.0 Feet The liquefaction potential of the ESCP bottom at the Braidwood Station was also evaluat ed at elevation 584.0 feet. Factors of safety against liquefa ction are calculated and presented for level ground at elevations 590 f eet and 584 feet, and "average" and "low average" relative den sity conditions corresponding to the development of initi al liquefaction (IL), +/-5% axial strain, and +/-10% axial strain. 

Calculations indicating the various correcti on factors and the resulting factors of safety are presented in Tables 2.5-49 through 2.5-52. 

BRAIDWOOD-UFSAR 2.5-114 REVISION 3 - DECEMBER 1991 The induced stresses, (d), and the stresses required to cause  
+/-10% strain (f) for level ground at el evation 590 feet are compared in Figures 2.5-116 and 2.5-117, and for level ground at elevation 584 feet in Figures 2.5-315 and 2.5-316. Figures 2.5-315 and 2.5-316 are plots of data from Table 2.5-51 which correspond to average re lative density conditions.
Selection of Parameters

The following parameters wer e used to calculate f/d:  Parameter Description and Source

d Shear stress ind uced by SSE. d values are plotted with depth of the soil profi le in Figures 2.5-116 and 2.5-117. These were c omputed based on a SHAKE analysis for level ground at elevation 590 feet. d values used in the calculations for level ground at elevation 584 feet, were calculated by using a simplified procedure f or evaluating stresses described in Referen ce 118 (Seed & I driss, 1982).
The SHAKE program has been run for lev el ground at elevation 584 feet a nd verifies that the d values shown in Tables 2.5-51 and 2.5-52 are conservative. 

(d/23C) Stress ratio representat ive of laboratory cyclic strength of reconstituted test specimens at N=10 stress cycles.  (d/23C)values vs. N are plotted in Figures 2.5-100 and 2.5-101 for soil type and relative density/fines content properties. 

D c Correction factor to a djust for effect of specimen reconstitution. D c values are p lotted in Figure 2.5-110 and are dependent on relative density and strain condition. 

C r Correction factor depend ent on relative density or K o , as appropriate. T he selection of C r based on D r was made on the basis of an equivalent Sacramento River Sand D r = 90% and the curve presented in Figure 2.5-111. The C r value for D r = 90% is 0.75. The selection of C r based on K o was obtained from Figure 2.5-113. The value of K o was obtained based on OCR from Figure 2.5-115. The OC R was calcul ated as shown in Figure 2.5-314 for level ground at elevation 584.
For OCR greater than 4.5 a K o value of 0.88 is selected. For K o = 0.88, a value of C r = 0.83 is selected from Figure 2.5-113. 

Calculation Method

The calculated factors of safety (FS) are presented in Tables 2.5-49 through 2.5-52.
Three FS values are calculated (columns 

BRAIDWOOD-UFSAR 2.5-115 REVISION 1 - DECEMBER 1989 (8), (11), and (14) for each elevation a nd strain condition considered. The method used to calculate FS is as follows: 
 (1) FS in column (8) ddvr)C32/C)FS (=  where C r  = 0.75   (2) FS (C r based on D r) in column (11)
FS (C r based on D r) = FS . D c (3) FS (C r based on K o) in column (14)
FS (C r based on K o) on column (14) 

FS (C r based on Ko) = Fs (Cr based on Dr)  75.0 C r where C r obtained from Figure 2.5-113.
2.5.6.5.2.3.2 Conclusion Based on results of the liquefaction potential evaluation, it is concluded there is an ample margin of safety against liquefaction of the sand depo sits within the ESCP for level ground surfaces at both elevations 590 fe et and 584 feet. It is further concluded that the ESCP will mai ntain its structural i ntegrity and provide for continuous circulati on of the essential water for safe shutdown of the plant if necessary during th e unlikely e vent of the postulated SSE.
2.5.6.5.3 Analysis of the Interi or Dike Located West of the ESCP  Cross-section details of the interior dike l ocated west of the ESCP are given as Section 18 in Figure 2.4-35. Plan view of the interior dike west of the ESCP is given in Figure 2.4-28. The toe of the interior dike at elev ation 590 feet is located approximately 80 feet west of the top of the ESCP slope. 

The static and dynamic s tability analyses for the interior dike are summarized in Table 2.5-53. 

The interior dike is not a Category I struct ure and was not designed for SSE loading. It has been designed to be stable under OBE loading. 

The effect of failure of the i nterior dike on the ESCP was investigated by conser vatively assuming that the entire failure slip circle of soil is deposited downstr eam beginning at the interior dike toe. This surcharge of failed soil will remain 50 

feet or more away from the top of the ESCP s lope and thereby not act as a critical surcharge at t he head of the ESCP slope.  

BRAIDWOOD-UFSAR 2.5-116 In the unlikely even t that material from a f ailed portion of the interior dike did enter the ESCP, th e volume of soil is so small that it would have an insignificant effect on the operation of the ESCP.
2.5.6.6 Seepage Control

2.5.6.6.1 Methods of Analyses Seepage studies for the ESCP were carried out using finite element techniques s uch as described by R. L. Ta ylor (Reference 108). These stu dies were made using the computer program SEEPAGE (see Appendix D). 

2.5.6.6.2 Analysis Conditions Input for the comput er program included the pond and site geometry, boundary c onditions, soil till int erface, directional permeabilities for t he soil in flow doma in, maximum available differential head, and initial trial phreatic surface. The trial phreatic surface line is corrected t hrough an iterative procedure to satisfy the flow conditions. 

The analysis was made wi th the assumption th at under an unlikely SSE event, the cooling pond is completely dr ained and a 10-foot differential head is caused between the ESCP water surface and the groundwater table.  (This is supported by data from LW-2 for the period from July 1 973 to May 1977 wh ich indicate a median groundwater level of 580.1 f eet.)  An average value of coefficient of permeabil ity equal to 2 x 10
-4 ft/sec (6.0 x 10
-3 cm/sec) was assigned to sand deposits in both the horizontal and vertical directions. The permea bility for till was found very small compared to sa nd, and till was t herefore input as impervious boundary.
The flow was assumed to occur primarily in an easterly and southerly direction. Flow to the north and west is negligible because of the slu rry cutoff trench beneath the perimeter dike of th e cooling lake. A p lan view showing the boundary of the cooling lake which coincides with the perimeter dike slurry trench is given in Figur e 2.4-37. 

(The slurry trenches shown in Figure 2
.5-74 are trenches that were installed p rior to main plant and lake screenhouse construction to assist in construction dewat ering of these facilities. These trenches are not co nsidered permanent installations and should not be confused with the cooling lake perimeter dike slurry trench.) 

The cooling lake perimeter dike slurry trench is continuous around the perimeter of the cooling la ke and, therefore, continuous along the north and west sides of the essential service cooling pond (ESCP). Plan v iews of the ESCP and perimeter dike along t he north and west side s of the ESCP are given in Figures 2.4-26 through 2.4-29.
Sections of the perimeter dike and slurry trench are given in Figure 2.4-35. The slurry trench along the 

BRAIDWOOD-UFSAR 2.5-117 ESCP is a soil-bentonite backfilled slurry trench extending from elevation 597 feet to top of till and, in most c ases, are keyed into till. As-built profiles are provid ed in Figures 2.5-310, 2.5-311, and 2.5-312. 

The design of the ESCP does not rely on the sl urry trench as a seepage barrier. The ESCP seepage has been conservatively determined assuming the slurry trench does n ot exist. Existance of the slurry tr ench only makes the se epage analysis more conservative. 

2.5.6.6.2.1 Aqui fer Description The Equality Formation is composed primarily of fine to medium grained sands with some silt layers. Th is is based on a review of all the soil samples at the project site.
Review of the essential service cooling pond b orings, HS-1 thr ough HS-18, and H-1 through H-4, and ava ilable grain size anal yses indicates that the Equality Formation b eneath the ESCP consists of dense to very dense, silty fine sands (SM) to fine sand (SP and/or SP-SM).
Figures 2.5-84, 2.5-94, and 2.5-118 present grain size curves for these soils. 

In some borings and mapp ed sections, a 1 to 4 foot thick layer of coarse gravel, cobbl es, and boulders in a fine to medium grained sand matrix occurs dir ectly above the clay till of t he Wedron Formation. The thickness of the gravel and co bbles is not 1 to 4 feet, but is contained within a 1 to 4 foot thick la yer of fine sand, silty sand, and/or clayey sand. For i nstance, in geologic Section 23, there are two 4 to 6 inch layers of fine to coarse gravel near the bottom w ith 1 to 2 inches of lag gravel at the bottom. 

Based on the review of logs of borings drilled in or near the ESCP, no borings reveal a 1 to 4 foot thick layer of coarse gravel, cobbles, or boul ders within the Equali ty Formation. Only boring HS-14 ind icated the presence of a thin gravel layer approximately 0.4 foot thick directly above the clay till layer.
Boring H-1 located 8 00 feet east of the ESCP indicated a lag gravel layer within the Wedron till formatio n beneath a 3.5 foot thick layer or silty clay till.
Six additional borings DSS-1 and DSS-66 through DSS-70 were drilled near the ESCP.
Their locations are shown in Figure 2.5-90. Logs of the se borings are sho wn in Figures 2.5-303 through 2.5-308. All of these borings show the lag gravel within the Wedron Formation and in most cases withi n a silty clay matrix.
In summary, a review of the ESCP borings con clusively shows that a layer of coarse gravels, c obbles, and/or b oulders does not exist in the Equality Formation beneath the ESCP and in most cases, the gravel that is encountered is fou nd within the Wedron Formation in a silty clay matrix or beneath a layer of silty clay till. 

BRAIDWOOD-UFSAR 2.5-118 2.5.6.6.2.2 Aquifer Thickness The seepage analyses for the E SCP are based on an aquifer thickness of 13 feet below e levation 584 fee
: t. Based on the review of HS-series, D SS-1 and DSS-66 through DSS-70 borings, the thickness of the aquifer below e levation 584 feet in the ESCP area, in general, varies from 0.3 feet to 11.5 feet with few exceptions. Borings D SS-69 indicates a thickn ess of 13.1 feet and boring HS-5 indicates a thic kness of 16.5 feet. The average thickness of the sand layer is approxima tely 9 feet. See Figure 2.5-93 for profiles within the ESCP. 

Therefore, the s eepage analysis base d on a 13-foot thick layer of aquifer is very conserva tive with respect to the actual average of in situ conditions.
2.5.6.6.2.3 Coefficient of Permeability (k) Values It was reported in an earlier response that "the k values of SP and SM material rang ed from 7.37 x 10
-2 cm/sec to 3.658 x 10
-4 cm/sec with an average permeability of appro ximately 6.7 x 10
-3 cm/sec/."  These values are based on all the ava ilable laboratory data on permeability.
However, if the soil samples obtained from the borings drilled in the ESCP area only ar e considered, which is more representative, the k values for SP and/or SM materials range from 10.0 x 10
-3 cm/sec to 8.0 x 10
-4 cm/sec and averages 4.3 x 10-3 cm/sec. These permeability values for the ESCP area are given in Table 2.5-43. 

The laboratory permeability values for the HS series borings are constant head permeability tes ts on relatively undisturbed samples. The samples were obtai ned using an O sterberg sampler and the tube was fitted to a permeameter.
The laboratory k values were compared with k values estimated from the grain size di stribution of selected soil samples.
Permeability values were estim ated based on:  (a) D 10 size using the Allen Hazens formula; (b) D 10 size and uniformity coefficient C u; and, (c) D 20 size using the Unite d States B ureau of Soil Conservations (USBSC) fo rmula. The first tw o emprical relations are based on the laboratory te st results. The Braidwood laboratory test results are within the range of these estimated values. The third empirical relation, USBSC's formu la, yields the best correlation with coeffi cients of permea bility based on pumping tests. The esti mated k values based on this empirical relationship are low er (i.e., impervious) than that of the Braidwood laboratory test result
: s. Comparison k values discussed here are reported in Table 2.5-43. 

The seepage analysis r eported in Subsection 2.5.6.6.2 used an average value of coeffic ient of permeability equal to 6 x 10
-3 cm/sec which is conserva tive with respect to the average value 

obtained for the ESCP fr om laboratory samples. 

BRAIDWOOD-UFSAR 2.5-119 2.5.6.6.2.4 Boundary Conditions In our seepage analy sis the downstream exit point is approximately 380 feet from the bottom edge of the ESCP, which approximately corresponds to t he nearest mine spoil. The hydraulic head with resp ect to the water level at the exit point is 6 feet based on boring logs drilled befor e construction of the cooling lake. Howev er, a 10-foot head was used in the analysis.
This head and the shortest e xit point have y ielded a higher gradient than actually existed resulting in higher quantity of seepage.
The lowest water level r ecorded in piezometer LW-2, close to the ESCP, is at elevation 577.5 feet. The hydraulic head in the ESCP with respect to this lowest water level is 12.5 feet.
However, the shortest distance be tween the bottom edge of the ESCP and the piezometer LW-2 is approximately 4,7 00 feet. This corresponds to a much lower hyd raulic gradient than that of the one used in our analysis. Therefore, the seepage analysis repor ted in the FSAR is on the conservative side. 

The north and west sides of the ESCP are located close to the perimeter dike of th e cooling lake. See Figures 2.4-26 through 2.4-29. The perimet er dike has a slurry trench installed from elevation 597 feet to the top of the Wedron ti ll and in most cases keyed into till.
The trench is a soil-b entonite backfilled trench and will signific antly reduce the amount of seepage from the ESCP even if the cooling lake dike fails.
The seepage analysis assumes this slurry tre nch does not exist and is therefore conservative.
2.5.6.6.3 Results of Seepage Analyses Pressure test results in dicate that minor se epage occurs down through jointing in the shale bedrock. The po ssibility of large water loss from the ES CP as a result of solu tion cavities or mined-out areas is c onsidered improbable for the following reasons: 
: a. No solution cavi ties or mined-out areas have been encountered in any bor eholes made within the pond area or neighboring plant area. The rock underlying the cooling pond consists of interbedded siltstones, shales, coals, and a local channel of sandstone. In general, the permeability of these rocks is relatively low. They are n ot subject to solution activity.
Below these rocks is the Fort Atkinson L imestone at a depth of about 125 feet.
This thick l imestone is porous, as shown by vugs and occasional porous zones noted on the logs. The water pressure t ests show, however, very low permeabilities for this formation, BRAIDWOOD-UFSAR 2.5-120 REVISION 3 - DECEMBER 1991 indicating that the rock is relatively impermeable and that solution phenomena, if present, are minor. 
: b. Figure 2.5-36 in dicates that the are a occupied by the ESCP which is just south of the plant si te does not contain any mined-out areas. This drawing represents the results of an exhaus tive records search as described in Subsection 2.5.1.2.7.2. Additional borings, labelled DSS in Figure 2.5-90, were made for the pond perimeter dike.
These borings penetrated the bedrock below the coal s eams. These borings show no evidence of mined-out areas around the outer perimeter of the pond in the heat sink area.
Subsection 2.5.1
.2.1.2 also indicate s that borings made by the Peabody Coal Com pany on 330-foot centers have not revealed any mined-out areas in the N 1/4 of Section 19, T32N, R9E. This area contains the plant and ESCP.
During a 30-day peri od, 1 foot of water woul d evaporate. Results of seepage study indicate that over a 30-day p eriod the level of the pond would drop 0.5 foot. The combined water loss during a 30-day period due to s eepage and evaporation would lower the surface of the ESCP by 1.5 feet. The design depth of the ESCP is 6.0 feet. 

The seepage analysis is conservative for the following reasons: 
: a. Aquifer thickness used in analysis is 4 feet greater than the average thickness determined fr om the ESCP borings. b. The gradient used in the analysis is higher than the actual gradient that existed before lake filling. In the event of a cooling l ake failure, the ground at elevation 590 will remain saturated for some time.
Any hydraulic gradie nt which may be established away from the ESCP will develop very slowly d ue to gravity drainage of the fine sands.
Since seepage through these sands has been cut off by a slurry trench installed around the entire perimeter of the cooling lake, there should be no hydraulic gradient established. Photographs of the ESCP have documented that after the s lurry trench was ins talled the ESCP remained under groundw ater before the cooling lake was filled. The see page analysis pe rformed assumed no presence of a slurry trench cutoff and i nstantaneous development of a hydraulic gradient greater than anticipated or measured at any location prior to construction of the cooling lake. These factors are extremely conservative. 

BRAIDWOOD-UFSAR 2.5-121  c. The coefficient of perme ability used in the analysis is representative of t he sands of the Equality Formation. It has been shown that it compares well with correlations using grain size and correlations developed using pumping tests.
An additional seepage an alysis has also been performed using more conservative coefficients of per meability. The coefficients of permeability in the ve rtical direction and horizontal direction are 6.7 x 10
-3 cm/sec and 2.0 x 10
-2 cm/sec, respe ctively. The differential head used is again 10 feet whic h has been shown to be very conservative.
Again the seepage was determined assuming the slurry trench does n ot exist. Results i ndicate that the drop in elevation of the ES CP due to seepage over a 30-day period is approximately 1.5 feet.
This seepage drop c ombined with loss due to evaporation of approx imately 1 foot g ives a total drop of 2.5 feet or to elevation 587.5 feet. The po nd surface area at elevation 687.5  is 95.4 acres based on an O ctober 1981 hyrographic survey of the ESCP. The 95.4 acres is equal to or greater than the design area at elevation 590 feet as shown in Figure 9.2-8. 

The analysis and discuss ions above clearly s how that the seepage analysis is conservative and that the ESCP has a mple supply of cooling water for th e 30-day period.
2.5.6.7 Diversion and Closure This subject is not applicable to th e Braidwood site.
2.5.6.8 Instrumentation An extensive cooling lake moni toring program has been followed since the beginning of lake filling on December 1, 1980. The ESCP is a submerged pond within the cooling lake and has been monitored as part of the ove rall cooling lake program and the Braidwood Stations' Surveillan ce Requirements.
A complete summary of the cooli ng lake monitoring, including field observations and results of instrume ntation are presented in the following report: 

Report GD-9 Braidwood Lake Monitoring Pr ogram, Six Year Monitoring Summary Report, December 1980 to December 1986, dated January 1987 

The report contains monitoring data cons isting of the dike settlement measurements, dike and mine spoil slo pe indicator movements, observation well water level and quality measurements, lake peripheral draina ge, river stage readin gs, and aerial and hydrographic surveys.
The hydrographic surv eys were bottom and slope contours of the ESCP. The survey consists of making a recording 

BRAIDWOOD-UFSAR 2.5-122 REVISION 5 - DECEMBER 1994 of depth measurements at specific time interva ls along track lines, spaced equally ov er the pond. Also, included in this report are the r esults of the surveys in terms of the surface area and volume capacity. 

Monitoring of the ESCP is covered by Surveillance Requirement 4.7.5.
2.5.6.9 Construction Notes The ESCP is an excavated pond wi thin the cooling lake. Design and in situ soil conditi ons were presented in subsections above.
The ESCP does not depend upon ma n-made structural features for water retention and is c onstructed to remain intact during a design basis s eismic event.
2.5.6.10 Operational Notes Field observations and results of instrument ation for the ESCP are discussed in Sub section 2.5.6.8. 

====2.5.7 References====
: 1. N. M. Fenneman, Physioqr aphy of Eastern United States, pp. 499-518, McGraw-Hill Book Co., New York, 1938. 
: 2. H. Faul, Ages of Rocks, Planets, and S tars, McGraw-Hill Book Company, Inc., New York, 1966. 
: 3. J. C. Bradbury and E. At herton, The Precambr ian Basement of Illinois, p. 4, Circular 382, Il linois State Geo logical Survey, 1965. 4. A. J. Eardley, Struc tural Geology of N orth America, Harper and Row, New York, 1962. 
: 5. H. B. Willman, et al., Handbook of I llinois Stratigraphy, Bulletin 95, Illinois St ate Geological Survey 1975. 
: 6. H. B. Willman and J. C.
Frye, Pleistocene Stratigraphy of Illinois, pp. 67 and 74, Bulletin 94, Illinois S tate Geological Survey 1970. 
: 7. H. M. Bristol and T. C. Buschbach, Stratigraphic Setting of the Eastern Internal Reg ion of the United Stat es, in Backqround Materials - Reference 5, 1971. 
: 8. D. H. Swann and A.
H. Bell, Habitat of O il in the Illinois Basin, Reprint 1958-W, Illinois State Geolog ical Survey 1958. 
: 9. K. E. Clegg, The LaSalle Anticlinal Belt in Illinois, pp.
106-110, Illinois Geological Soc iety Guidebook S eries 8 (Prepared for the Geological Soc iety of America Field Trip on November 10, 1970), 1970. 

BRAIDWOOD-UFSAR 2.5-123 REVISION 3 - DECEMBER 1991 10. T. C. Buschbach, Illinois State Geolog ical Survey, unpublished report, 1973. 
: 11. L. D. McGinnis, Tectonics and the Gr avity Field in the Continental Interior, Jo ur. Geophys. Res., 75:  317-331, 1970. 
: 12. D. A. Green, Trenton S tructure in Ohio, Indiana, and Northern Illinois, Bulle tin Am. Assoc. Petrol. Geol
., 41:  634, 1957.  
: 13. T. C. Buschbach, Cambrian and Ordovician Strata of Northeastern Illinois, p
: p. 20, 21, 64, 84, and 86, Report of Investigation 218, Ill inois State Geological Survey, 1964. 
: 14. K. E. Clegg, S ubsurface Geology and Co al Resources of the Pennsylvanian System in Clark and Edgar Counties, Illinois, Circular 380, Illino is State Geologi cal Survey, 1965. 
: 15. D. R. Kolata and T. C. Buschbach, Plum R iver Fault Zone of Northwestern Illinois, Ill. State Geol. Surv. Circ. 491, p. 20, 1976. 16. E. P. DuBois and R. Siever, Structure of the Shoal Creek Limestone and Herrin (No. 6) Coal in Wayne Cou nty, Illinois, Report of Investigation 182, Illinois St ate Geological Survey, 1955. 17. F. L. Brownfield, Structural History of the Centralia Area, Report of Investigation 172, Illinois St ate Geological Survey, 1954. 
: 18. W. N. Melhorn and N. M.
Smith, The Mt. C armel Fault and Related Structural Fea tures in South-Central Indiana, Report of Progress No. 16, Indiana Geological Survey, 1959. 
: 19. G. V. Cohee, "Geological History of the Michigan Basin," Journal of the W ashington Academy of Science, Vo
: l. 55, pp.
211-233, 1965. 
: 20. J. S. Templeton and H. B. Willman, Centr al Northern Illinois Guidebook for the 16 th Annual Field Conferen ce of the Tri-State Geological Society, p.
8, Guidebook Series 2, Illinois State Geological Survey, 1952. 
: 21. T. C. Buschbach, written communication, Illinois State Geological Survey, Urb ana, Illinois, 1973. 
: 22. L. D. McGinnis, Crustal Tectonics and Precambrian Basement in Northeastern Illino is, pp. 14, 20, and 25, Report of Investigation 219, Ill inois State Geological Survey, 1966. 

BRAIDWOOD-UFSAR 2.5-124 REVISION 9 - DECEMBER 2002 23. T. C. Buschbach and G. E.
Heim, Prelim inary Geological Investigations of Ro ck Tunnel Sites for Flood and Pollution Control in the Great er Chicago Area, E nviron. Geol.Notes, Illinois State Geological Surv ey, (52):
21, 24 1972. 
: 24. T. C. Buschbach, written communication, Illinois State Geological Survey, Urb ana, Illinois, 1977. 
: 25. A. H. Bell, Structure of Cen tralia and Sando val Oil Fields, Illinois Petroleum No.
10, Illinois State Geological Survey, 1927. 
: 26. W. W. Rubey, Geology and Min eral Resources of the Hardin and Brussels Quadrangles, Pr of. Paper 218, U. S.
Geological Survey, 1952. 27. C. E. Dutton a nd R. E. Bradley, Lithol ogic, Geophysical, and Mineral Commodity Maps of Precambrian Rocks in Wisconsin, Map 10631, Miscellaneous Geological Investigatio ns, U. S. Geological Survey, Plate 5, 1970. 
: 28. A. V. Heyl, et a l., The Geology of the Upper Mississippi Valley Zinc-Lead Distric t, Professional Pape r No. 309, U.S.
Geological Survey, 1959. 
: 29. F. T. Thwaites, Map of Buried Precambrian of Wisconsin, Wisconsin State Geolog ical Survey 1957. 
: 30. M. E. Ostrom, wr itten communciation, W isconsin Geological and Natural History Survey, Ma dison, Wis consin, 1975. 
: 31. L. E. Becker, wr itten communciation, I ndiana Department of Natural Resources, Geo logical Survey, Blooming ton, Indiana, 1975. 
: 32. T. C. Buschbach and R. Ryan, Ordovician Explosion Structure at Glasford, Ill inois, American Associ ation of Petroleum Geologists Bulletin , Vol. 47:  2015-2022, 1963. 
: 33. G. H. Emrich a nd R. E. Bergstrom, De s Plaines Disturbance, Northeastern Ill inois, Bulletin Geol. Soc. America, 73:  939-963, 1962. 34. D. G. Sutton, Exploration Po tential of the R ough Creek Fault System (in Proceedinq - Reference 16) 1971. 
: 35. C. H. Summerson, Precambrian in Ohio and Adjoining Areas, Report of Investigat ion 44, Ohio Geological Survey, 1962. 
: 36. A. V. Heyl, The 38th Parallel Lineament and its Relationship to Ore Deposits, Economic Geology , 57:  879-894, 1972. 

BRAIDWOOD-UFSAR 2.5-125 37. J. M. Weller, et al., Geolog y of the Fluorsp ar Deposits of Illinois, Bulletin 7 6, Illinois State Ge ological Survey, 1952. 
: 38. H. B. Stonehouse and G.
M. Wilson, Faults and Other Structures in Southern Illinois, Circular 195, Illinois State Geological Survey, 1955. 
: 39. Background Mater ial and Proceedings For Symposium on Future Petroleum Potential of N PC Region 9 (Illinoi s Basin, Cincinnati Arch, and Northern Part of M ississippi Embayme nt), Illinois Petroleum 95, Illino is State Geologi cal Survey, 1971. 
: 40. Background Mater ial and Proceedings for Symposium on Future Petroleum Potential of N PC Region 9 (Illinoi s Basin, Cincinnati Arch, and Northern Part of M ississippi Embayme nt), Illinois Petroleum 96, Illino is State Geologi cal Survey, 1971. 
: 41. H. R. Schwalb, et al
., Oil and Gas Map of Kentucky (Sheets 1 and 2), Series X, Kentucky Geological Survey 1971. 
: 42. H. B. Willman, et al., Geological Map of Illinois, Illinois State Geological Survey 1967. 
: 43. C. A. Ross, Stru ctural Framework of So uthernmost Illinois, p. 23, Circular 851, Illinois State Ge ological Survey 1963. 
: 44. J. G. Grohskopf, Subsurf ace Geology of t he Mississippi Embayment of Southeast Missouri, Second Series, Vol. 37, Missouri Geological Survey an d Water Resources, 1955. 
: 45. P. C. Heigold, A Gravity Survey of Ext reme Southern Illinois, Circular 4 50, Illinois State Geolo gical Survey, 1970. 
: 46. L. D. McGinnis, Crus tal Movements in N ortheastern Illinois, University Microfilm s, Ann Arbor, Michigan 1965. 
: 47. M. M. Leighton, G. E.
Ekblaw, and C. L. Horberg, Physiographic Divisions of Illinois, J ournal of Geology, 56: 16-33, 1948. 
: 48. C. W. Shabica, D epositional Environment in the Franc is Creek Shale, in Depositional Environments in Parts of the Carbondale Formation - western and northe rn Illinois, Illinois State Geological Survey Gu idebook Series No. 8, Illinois State Geological Survey 1970. 
: 49. J. Potsch, Sample Study - Braidwood City Well, Will County, Illinois, Section 8 - 32N-9E, Il linois State Geo logical Survey, Geologic Records Section (1937). 

BRAIDWOOD-UFSAR 2.5-126 REVISION 9 - DECEMBER 2002 50. R. A. Peppers, personal communicatio n, Illinois State Geological Survey, Urb ana, Illinois 1976. 
: 51. R. M. Grogan, Present St ate of Knowledge Regarding the Precambrian Crystallines of Illi nois, p. 98, Circular 175, Illinois State Geologi cal Survey, 1949. 
: 52. M. J. Conna Modesto, 1969 to 1957, The Braidwood Story. 
: 53. C. H. Cady, Coal Resources of District I, Bulletin 10, Illinois Coal Mining I nvestigation, 1915. 
: 54. R. A. Peppers, Corre lation and Polynology of Coals in the Carbondale and S poon Formations of the Northeast ern Part of the Illinois Basin, pp. 14-173, Bull etin 93, Illinois State Geological Survey 1970. 
: 55. W. H. Smith, et al., Dep ositional Environment of Parts of the Carbondale Formati on and the Francis Creek Shale and Associated Strata in Western a nd Southern Illi nois, pp. 34-41.
Illinois Geological Soci ety Guidebook Series S (Prepared for the Geological Society of American Field Trip on November 9-10, 1970). 1970. 
: 56. Unassigned 
: 57. S. O. Andres, Mining Pra ctice in District I (Longwall), Bulletin 5, Illinois Coal Mi ning Investigati on Cooperative Agreement of the State Geological Survey, Depa rtment of Mining Engineering of the Unive rsity of Illinois, and the U.S. Bureau of Mines, 1(2):  21, Univer sity of Illinois, Urba na, Illinois (July, 1914). 58. Peabody Coal Com pany:  (at Saint Lou is, Missouri) John Arnold, Vice President - Engineering and Henry David , Regional Engineer; (at Northern Mine - Braidwood, Illin ois) Fred Nahas and James Hendricks - Mi ne Superintendent. 
: 59. United States Geological Survey:  A. V. Heyl. 
: 60. C. A. Herbert and J. J.
Rutledge, Subsidence Due to Coal Mining in Illinois, A cooperative Study betw een the Bureau of Mines, Department of Commerce, Illinois Stat e Geological Survey, and the Engineering Experiment S tation of the University of Illinois, pp. 17 and 28, Bulletin 238, U.S. Bure au of Mines, 1927.
BRAIDWOOD-UFSAR 2.5-127 61. L. E. Young, Surface Sub sidence in Illin ois Resulting from Coal Mining, p.
77, Bulleting 17, Il linois Coal Mining Investigation Cooperative Agre ement of the S tate Geological Survey, the University of Illinois, and the U.
S. Bureau of Mines, Illinois State Geological Survey, University of Illinois, Urbana, Illinois 1916. 
: 62. W. Fellenius, "E rdstatische Berechnungen mit Reibung and Kohaesion (Adhaesion) und Un ter Annahme Krei szylindrischer.
Gleitflaecher" ("Statical Analysis of Earth Slopes and Retaining Walls Considering bo th Friction and Cohe sion and Assuming Cylindrical Sliding Surfaces"), Ernst, Berlin, 1927. 
: 63. Voight and Pariseau, State of Predicti ve Art in Subsidence Engineering, Journals of Soil Mechanics and Fo undation Division , ASCE, (SM2) 1970. 
: 64. J. A. Udden, Observations on the Earthquake of May 25, 1909, Pop. Sci. Monthly , pp. 154-162 (August, 1910). 
: 65. J. A. Udden, Observations on the Earthqu ake in the Upper Mississippi Valley, May 26, 1909, Transactions , Illinois Acad.
Sci., pp. 132-143 1910. 
: 66. A. D. Udden, On the Earthquake of January 2, 1912, in the Upper Mississippi Va lley, Transactions , Illinois Acad.
Sci., 5:
111-115 1912. 
: 67. N. S. Shaler, Earthquakes of Western United States, Atlantic Monthly, 24(445):  549-559 1869. 
: 68. P. C. Heigold, N otes on the Earthquake of September 15, 1972, in Northern Illino is, Illinois State G eol. Survey, Environ.
Geol. Notes, No. 59, 15p., 1972. 
: 69. J. L. Coffman and C. A. von Hake, Eart hquake History of the United States, Natio nal Oceanic and Atmos.
Adm., Boulder Colo., Pub. 41-1 (revised editi on through 1970), 1973. 
: 70. P. C. Heigold, Notes on the Earthquake of November 9, 1968, in Southern Illinois, Environ. Geol. Not es, No. 24, Ill. State Geo. Surv., 1968. 
: 71. J. B. Hadley a nd J. F. Devine, Seismot ectonic Map of the Eastern United States, U.S. Geol. Survey, Misc. Field Studies, Map MF-620, 3 sheets, 1974. 
: 72. P. B. King, The Tect onics of Middle North America, Hafner Publishing Compa ny, New York, 1951. 

BRAIDWOOD-UFSAR 2.5-128 REVISION 3 - DECEMBER 1991 73. M. L. Fuller, The New Madrid Earthquake, Bul letin 494, U.S.
Geol. Surv., 1912. 
: 74. O. W. Nuttli, The Mississipp i Valley Earthquakes of 1811 and 1812, Intensities, Ground Motion, and Magnitudes, Se ismol. Soc.
Amer. Bull. 63, 1:22 7-243, 1973. 
: 75. R. G. Stearns and C. W.
Wilson, Relationship of Earthquakes and Geology in West Tennessee and Adjacent Areas, Tennessee Valley Authority 1972. 
: 76. L. D. McGinnis and C.
P. Ervin, Earthq uakes and Block Tectonics in the Illinois Basi n, Geology, 2:517-519, 1974. 
: 77. R. L. Street and R. B. Herrmann, Map S howing Fault Plane Solutions for Seismic Events in the Region of Interest for the Period 1962 to 1972, F igure 25-21 Refuge Sit e PSAR Manuscript. 
: 78. R. L. Street, R. B. Herrmann and O. W. Nuttli, Earthquake Mechanics in the Central United States, Science 184: 1285-1287 1974. 79. O. W. Nuttli, St ate of the Art for A ssessing Earthquakes Hazards in the U nited States, Report 1, Design Earthqu akes for the Central United State s, U.S. Army Enginee r Waterway Experiment Station, Vicksburg, Mississippi. 
: 80. Public Service I ndiana, Marble Hill Preliminary Safety Analysis Report, Docket Nos.
50-546 and 50-547 1975. 
: 81. Sargent & Lundy Supplemental Discussion Concer ning the Limit of the Northern Extent of Large Intensity Earthquakes Similar to the New Madrid Event s, May 23, 1975. 
: 82. P. C. Heigold, An Aero magnetic Survey of Southwestern Illinois, Ill. State Geol. Surv. Cir
: c. 494, 28p., 1976. 
: 83. L. D. McGinnis, P.
C. Heigold, C. P. E rvin, and M. Heidar, The Gravity Field and Tectonics of Illinois, Ill. State Geol.
Survey Circ. 494, 1976. 
: 84. W. Stauder and others, Seismic Characteristics of Southeast Missouri as Indicated by a Regio nal Telemetered Microearthquake Array, Seismol. Soc. Ame
: r. Bull. 66, 6:1953-19 64 (December 1976). 
: 85. Rochester Gas and Electric Corporation, Ster ling Unit No. 1 Preliminary Safety A nalysis Report, Dock et No. 50-485 1974. 

BRAIDWOOD-UFSAR 2.5-129 REVISION 9 - DECEMBER 2002 86. Kansas Gas and E lectric Company/Kansas C ity Power & Light Company, Wolf Creek Preliminary Safety Analysis Report, Docket No. 50-482, 1974. 
: 87. Union Electric Compa ny, Callaway Preliminary Safety Analysis Report, Dockets Nos. 50-488 and 50-486 1976. 
: 88. J. Docekal, Earthquakes of the Stable Interior, with Emphasis on the Midconti nent, Ph.D. dissertation, Univ. of Neb.
Lincoln, Vols. 1 and 2, 1971. 
: 89. M. D. Trifunac and A. G.
Brady, On the C orrelation of Seismic Intensity Scales with the Pe aks of Recorded Strong Ground Motion, Seismol. Soc. Am er. Bull. 65, 1:136-162 (February 1975). 
: 90. M. K. Ravindra, Evaluation of Seismic Risk for Braidwood Station, Project No. 4633-00, Un it 1, Commonwealth Edison Company, Sargent & Lundy Report No. SAD-179, R evision 1, 1976. 

91 H. B. Seed and J. M. I driss, Simplified Procedure for Evaluating Soil Liquefac tion Potential, Journal of Soil Mechanics and Foundations Division , ASCE, 97 (SM9):
1249-1273 (1971). 
: 92. L. S. Jakobsen, Steady Force V ibration as In fluenced by Damping, Transaction s, ASME, 52 (1);
169-181, 1930. 
: 93. L. S. Jakobsen, Damping in Composite Structures, Proc., 2nd World Conference on Eart hquake Engineering, Vo
: l. 8:  1027-1044, Tokyo, 1960. 
: 94. N. Janbu, Settlement Calculations Based on the Tangent Modulus Concept, Bulletin 2, S oil Mechanics and Foundation Engineering, the Technical Unive rsity of Norway, Trondheim, 1967. 
: 95. K. D. Stagg and 0. C. Zi enkiewicz, Rock Mechanics in Engineering Practice, John Wiley and Sons, Inc., New York (1968). 
: 96. K. Terzaghi and R. B. Peck, Soil Mecha nics in Engineering Practice, John Wiley and Son s, Inc., New York (1967). 
: 97. N. Mononabe, "Earthquake-Proven Construction of Masonry Dams," Proceedings, Work Engineering Confere nce, Vol. 9, p. 275, 1929. 
: 98. S. Okabe, "General Theory of Earth Pre ssure", Journal of Japanese Society of Civil Engineers, Vol. 12, No. 1, 1926.
BRAIDWOOD-UFSAR 2.5-130 REVISION 9 - DECEMBER 2002 99. H. B. Seed and R. V. W hitman, "Design of Earth-Retaining Structures for D ynamic Loads," Proce edings of the ASCE Specialty Conference on Lateral St resses in the Ground and Design of Earth Retaining Structures, 1970.
100. H. M. Westergaard, "Wa ter Pressures on Dams During Earthquakes," Tr ansactions ASCE , Vol. 98, p. 418, 1933.
101. H. Matuo and S.
Ohara, "Lateral Earth Pr essure and Stability of Quay Walls During Earthquakes," Proce edinqs of the Second World Conference on Ea rthquake Engineering, Vol. 1, Japan, 1950.
102. H. J. Gibbs and W.
G. Holtz, "Research on Determining the Density of Sand by Spoon Penetration Tes t," Proc. Fourth Int.
Conf. Soil Mech. and Found. Eng., Vol. I, pp.
35-39, 1957. 

103. Unassigned 

104. H. B. Seed and W. H. P eacock, Applicabil ity of Laboratory Test Procedures for Me asuring Soil Liquefact ion Characteristics Under Cyclic Loading , Report No. IER C 70-8, Earthquake Engineering Research C enter University of Ca lifornia, Berkeley, California (No vember, 1970).
105. H. B. Seed and W. H. Peacock, Test Procedures for Measuring Soil Liquefaction Characteristic s, Journal of Soil Mechanics , Foundations Division, ASCE, 97(SM8):  10 99-1119, August 1971. 

106. A. J. Hendron, Jr., "The Behavior of Sand in One-Dimensional Compression." Ph.D Thesis, U niversity of Illinois, 1963. 

107. H. B. Seed, K. L. Lee, I.
M. Idriss, and F. Makdis: "Analysis of the Slides in t he San Fernando Dams during the Earthquake of Feb. 9, 1971" Ea rthquake Enginee ring Research Center, Report N
: o. EERC 73-2, June 1973. 

108. R. L. Taylor, Co mputer Program FPM500, "Axisymmetric and Plane Flow in Porous Media," U niversity of Cal ifornia, July, 1968. 109. H. M. Bristol and R. H.
Howard, Paleogeologi c Map of the Sub-Pennsylvanian Cheste rian (Upper Mississippia n) Surface in the Illinois Basin, Illinois State Geological Surv ey, Circular 458, 1971. 110. I. W. D. Dalziel and R. H. D ott, Jr., Geology of the Baraboo District, Wisconsin, Information Circular Number 14, Wisconsin Geological and Natural History Survey, 1970. 

BRAIDWOOD-UFSAR 2.5-131 111. H. H. Gray, Oral Communicati on, Indiana Geolog ical Survey, 1973. 112. F. T. Thwaites, Buried Pre-Cambrian of W isconsin, Geogical Society America Bull etin, Vol. 42, pp. 719-750, 1931. 

113. H. P. Woolard and H. R. Joesting, Boug uer Gravity Anomaly Map of the United St ates, U. S. Geolog ical Survey, 1964. 

114. G. V. Cohee and C. W. Ca rter, Structural Tre nds  in the Illinois Basin, Illinois State Geological Surv ey, Circular 59, 1970. 

115. M. H. McCracken, Structural Features of Missouri, Missouri Report of Investigation 49, Missouri Geologi cal Survey and Water Resources, 1971. 

116. H. B. Willman and J. N. Payne, G eology and Miner al Resources of Marseilles, O ttawa, and Streator Quad rangles, Illinois State Geological Survey, Bulletin 66, 1942. 

117. L. D. McGinnis, Crus tal Movements in N ortheastern Illinois, University Microfilms, Ann Arbor, 1965. 

118. H. B. Seed and I. M. Idr iss, "Ground Motions and Soil Liquefaction During Eart hquakes," Earthquake Engineering Research Institute, 1982. 

2.5.8  Individual and Agencies Contacted
: 1. Chicago Title and Tr ust Insurance Company (Records), Joliet, Illinois. 
: 2. Grundy County, O ffice of the Recorde r, Morris, Illinois. 
: 3. Illinois Archives, S pringfield, Illinois. 
: 4. Illinois Department of Mines and Miner als, Springfield, Illinois; Edna Roach, Administration Secreta ry; Joseph C. Tabor,  
: 5. Illinois Division of Hig hways, Elgin, Illino is: David Sturn. 
: 6. Illinois State Geologi cal Survey:  E.
Atherton, J. Bogner, H. M. Bristol, T. C.
Buschbach, K. K. Clegg, C. Collinson, W.
Dixon, D. L. Gross, P.
C. Heigold, D. R.
Kolata, R. A. Peppers, J. Simon, W. C. Smith, W.
H. Smith, H. B. Willman. 
: 7. Indiana Geological S urvey:  T. C. Daws on and H. H. Gray. 
: 8. Kankakee County, Office of t he Recorder, Kanka kee, Illinois. 

BRAIDWOOD-UFSAR 2.5-132 9. Kentucky Geological Su rvey:  E. M. Wilson. 
: 10. Missouri Geological Survey a nd Water Resourc es:  L. D.
Fellows.  
: 11. Northern Illinois Univer sity:  L. D. McGinnis. 
: 12. Will County, O ffice of the Recorder, Joliet, Illinois. 
: 13. Wisconsin Geological and Nat ural History Survey:  M. E.
Ostrom. 

BRAIDWOOD-UFSAR 2.5-133 TABLE 2.5-1 

==SUMMARY==
OF MAJOR FOL DS WITHIN 200 MI LES OF THE SITE

NAME IDENTIFICATION*
MAJOR MOVEMENT**    Ashton Arch B Late P aleozoic (Ref. 20)
Baraboo Syncline S Precam brian* (Ref. 110)
Brookville Dome B Late Paleozoic (Ref. 15)
Clay City Anticline B Late Paleozoic (Ref. 114)
Downs Anticline B Late P aleozoic (Ref. 114)
DuQuoin Monocline U Post-Mississippian, Middle Pennsylvanian (Ref. 17)
Fond du Lac Syncline B Late Paleozoic Forreston Dome S, B Late Paleozoic (Ref. 15)
Herscher Dome B Late P aleozoic (Ref. 20)
Illinois Basin S, B, G Early to late Paleozoic (Ref. 4)    Kankakee Arch S, B, G Ordo vician or Devonian to late Mississippian (Ref. 4)    LaSalle Anticlinal Belt S, B, G Late Mississippian and Pennsylvanian (Ref. 4)
Leesville Anticline S, Str Late Mississippian, Early Pennsylvanian (Ref. 18)
Leaf River Anticline S, B Late Paleozoic (Ref. 15)
Lincoln Anticline S Late Paleozoic (Ref. 115)
Louden Anticline B Late Paleozoic (Ref. 114)
Marshall Syncline Sc Post-Mississippian, Pre-Mesozoic (Ref. 10)
Mattoon Anticline B Late Paleozoic (Ref. 114)

BRAIDWOOD-UFSAR 2.5-134 TABLE 2.5-1 (Cont'd)
NAME  IDENTIFICATION* MAJOR MOVEMENT**    Meekers Grove Anticline B Late Paleozo ic (Ref. 28)    Michigan Basin S, B, G Middle Ordovician to Middle Pennsylvanian, Jurassic (Ref. 19)
Mineral Point Anticline B Late Paleozo ic (Ref. 28)
Mississippi River Arch S, B, G Lake Mississippian (Ref. 
: 40)
Murdock Syncline U Post-Mississippian Pre-Mesozoic (Ref. 14)    Oregon Anticline B Late Paleozoic (Ref. 20)
Pittsfield Anticline B Late Paleozoic (Ref. 114)
Polo Basin B Late P aleozoic (Ref. 20)
Salem Anticline U Post-Mississippian, Pre-Mesozoic (Ref. 109)    Tuscola Anticline U Post-Mississippian, Pre-Mesozoic (Ref. 14)
Uptons Cave Syncline S, B Late Paleozoic (Ref. 15)
Waterloo Syncline B Late Paleozoic 

Wisconsin Arch S, B, G Early to late Paleozoic (Ref. 4)
Notes:  Structures listed in this table are shown on Figures 2.5-9, 2.5-10 and 2.5-9a.
* S = Surface mapping B = Borehole G = Geophysical Str = Structure U = Undifferentiated 
 ** Final movement consi dered to be pre-Cretaceous except as noted.
BRAIDWOOD-UFSAR 2.5-135 TABLE 2.5-2 

==SUMMARY==
OF FAULTS WITHIN 200 MILES OF THE SITE NAME IDENTIFICATION***FAULT TYPE A ND DISPLACEMENT LAST MOVEMENT     (Appleton)*, ** S, B (Ref. 29) South side d own Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30)
Cap Au Gres  1000 ft of structural relief Faulted Flexure S, B (Ref. 26)
Post-Mississippian (Ref. 26)
Centralia S, B Down 200 ft on west side Post-Pennsylvanian (Ref. 17)   (Ref. 17)  

Chicago Area Basement Fault Zone G (Ref. 23) South side down Precambrian (Ref. 23)     Chicago Area Minor Both north and south down- Post-Silurian, Faults G (Ref. 22) thrown blocks, displacement pre-Pleistocene (Ref. 22) (inferred)  up to 55 ft (Ref. 22)
Des Plaines Sc (Ref. 42) Radi al and concentric Post Pennsylvanian (Ref. 33) Disturbance  approx. 5 mi. diameter Fortville B (Ref. 111) Southeast side down 60 ft Post-Devonian,   (Ref. 111) pre-Pl eistocene (Ref. 111)     
(Green Bay) S (Ref. 29)
South side down (Ref. 29) Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30) 

____________________ 

Note:  Structures listed in this tab le are shown in Figure 2.5-9.
* Name assigned by Dames & Moore. 

 ** Most recent authorities doubt the existence of these faults (Ref. 24, 30) 

*** S = surface, B = borehole, G 
= geophysical, Sc = structure. 

BRAIDWOOD-UFSAR 2.5-136 TABLE 2.5-2 (Cont'd)
NAME IDENTIFICATION*** FAULT TYPE A ND DISPLACEMENT LAST MOVEMENT     (Lanesville) (Ref. B (Ref. 29) North side down (Ref. 29) Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30)
Mt. Carmel S, B (Ref. 18) West s ide down 80 to Early Pennsylvanian   175 ft (Ref. 18) (Ref. 18) 

(Madison)** B (Ref. 29)
North side down (Ref. 29) Post-Silurian, (inferred)   pre-Pl eistocene (Ref. 30)
Mifflin S (Ref. 27, 28)South side down 65 ft, Pre-Pleistocene (Ref. 30)   1000 ft strike-slip dis-placement (Ref. 27, 28)      Northeast-trending S Both east and west blocks Post-Pennsylvanian, faults north of  downth rown (Ref. 39, 40)
Pre-Pleistocene (Ref.10) Rough Creek Fault Zone (Wabash Valley Fault Zone)    

Northeast-trending S, B Both east and west blocks Post-Pennsylvanian, faults south of  downthrown (Ref. 39, 40) Pre-Pleistocene (Ref. 10) Rough Creek Fault Zone        Oglesby* B (Ref. 12) Down on west side Pre-Cretaceous (inferred)  1200 ft (Ref. 12)
Plum River Fault Zone S, B, G North side down 100 to Post-Silurian,  (Ref. 15) 400 ft (Ref. 15) pre-Pleistocene (Ref. 15)
Rough Creek Fault S (Ref. 34) North side down (Ref. 39,  Post-Pennsylvanian, Zone B (Ref. 34) 40) some members show pre-Pleistocene (Ref. 10)  G (Ref. 113) opposite displacement BRAIDWOOD-UFSAR 2.5-137 TABLE 2.5-2 (Cont'd)
NAME  IDENTIFICATION*** FAULT TYPE AND DISPLACEMENT LAST MOVEMENT     Royal Center B (Ref. 31) Southeast side down Post-Devonian,   100 ft (Ref. 31) pre-Pleistocene (Ref. 111)
Ste. Genevieve Fault S (Ref. 34) North side down 1000 to Post-Pennsylvanian, Zone B (Ref. 34) 2000 ft (Ref. 10) pre-Pl eistocene (Ref. 5)
G (Ref. 113)
Sandwich Fault Zone S, B, G Main fau lt:  northeast side Post-Pennsylvanian,   down 900 ft (Ref. 116) pre-Mesozoic (Ref. 22)
Subsidiary fault:  southeast side down 125 ft (Ref. 46)      Tuscola** B (Ref. 12) Down on west side Pre-Cretaceous (inferred)  2000 ft (Ref. 12)
Waukesha** S (Ref. 112) Downthrown on southeast sidePost-Silurian, (inferred)
B 45 ft (Ref. 112) extent of pre-Pleistocene fault is inferred (Ref. 30) (Ref. 30) 

NOTES  1. Structures listed in this table are shown in Figure 2.5-9. 
: 2. S = Surface, B 
= Borehole, G = Geoph ysical, Sc = Structure. 

BRAIDWOOD-UFSAR 2.5-138 TABLE 2.5-3 UNCONFINED ROCK COMPRESSION TEST DATA,  PLANT SITE BORINGS BORING NO. DEPTH (ft)
GEOLOGIC UNIT ULTIMATE COMPREESIVE STRENGTH (psi)  ELEVATION (ft)      A-2 60 Francis Creek 7,286 533.0 A-2 95 Spoon 5,510 498.0 

A-2 122 Brainard 7,142 471.0 A-2 125 Fort Atkinson 7,122 468.0      A-2 158 Fort Atkinson 1,878
* 435.0 A-2 165 Scales 8,469 428.0 

A-2 252 Galena 9,591 341.0 

A-3 215 Scales 5,918 383.3 

A-5 63 Francis Creek 6,735 535.5 A-5 101 Francis Creek 5,414 497.5 A-5 126 Fort Atkinson 3,121 472.5 A-5 146 Fort Atkinson 8,551 452.5 A-11 115 Spoon 8,600 487.0 

A-11 142 Fort Atkinson 14,333 460.0 A-11 161 Fort Atkinson 12,611 441.0 A-11 163 Fort Atkinson 6,688 439.0 A-17 73 Francis Creek 980* 526.0 

A-18 63 Francis Creek 3,469 538.4 

 *Shear break BRAIDWOOD-UFSAR 2.5-139 TABLE 2.5-3 (Cont'd)
BORING NO. DEPTH (ft)
GEOLOGIC UNIT ULTIMATE COMPRESSIVE STRENGTH (psi)  ELEVATION (ft)      MP-3 108 Spoon 5,270 492.2 MP-11 67 Francis Creek 7,090 532.8 MP-18 160 Fort Atkinson 10,900 438.9 MP-18 189 Scales 6,660 409.9 MP-25 73 Francis Creek 4,850 524.2 MP-30 175 Fort Atkinson 10,600 426.1 MP-32 79 Francis Creek 2,420 523.9 MP-38 121 Spoon 4,020 481.6 MP-45 124 Spoon 7,070 477.8 MP-50 41 Channel Sandstone 2,720 560.5 

BRAIDWOOD-UFSAR 

2.5-140 R
EVISION 1 - DECEMBER 1989 TABLE 2.5-4 RESONANT COLUMN TEST DATA BORING NO. ELEVA-TION (ft)
SOIL OR ROCK TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) CONFINING PRESSURE (lb/ft 2) SHEAR STRAIN AMPLITUDE (%) SHEAR WAVE VELOCITY (ft/sec)MODULUS OF RIGIDITY (lb/ft 2)
DAMPING (%)           A-1 563.9 ML 9.7 134 1,000 0.0080 568 1.47x10 6 3.7   (Wedron   2,000 0.0058 697 2.21x10 6 4.3   Formation)   3,000 0.0041 852 3.30x10 6 3.8 TP-1* 589.8 SM 11.9* 114* 1,300 0.0084 568 1.28x10 6 1.0   (Equality   2,050 0.0058 719 2.05x10 6 1.2   Formation)   2,800 0.0045 840 2.78x10 6 0.8           A-4 558.1 ML 10.7 130 1,000 0.0054 727 2.35x10 6 3.4   (Residual   2,000 0.0051 752 2.52x10 6 3.7   Soil)   3,000 0.0046 793 2.80x10 6 3.5 A-5* 578.5 SP 21.0 101 750 0.0096 522 1.04x10 6 0.8   (Equality   1,500 0.0074 625 1.49x10 6 0.6   Formation)   2,250 0.0062 700 1.87x10 6 0.5           A-6* 575.2 SP 17.8 109 750 0.0090 542 1.17x10 6 0.8   (Equality   1,500 0.0069 650 1.68x10 6 0.6   Formation)   2,250 0.0058 725 2.09x10 6 0.6 A-3 526.3 Siltstone 2.0 148 3,975 0.0015 2911 39.77x10 6 3.3   (Francis   6,000 0.0015 2978 41.63x10 6 (avg)   Creek)   8,000 0.0014 3018 42.74x10 6 ____________________ 
*Test specimen was recom pacted from bulk sample from test pit. Mois ture content and dry density of test specimen differ from in situ values (see Table 2.5-13).
BRAIDWOOD-UFSAR 2.5-141 TABLE 2.5-4 (Cont'd)
BORING NO. ELEVA-TION (ft)   SOIL OR ROCK TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) CONFINING PRESSURE (lb/ft 2) SHEAR STRAIN AMPLITUDE (%) SHEAR WAVE VELOCITY (ft/sec) MODULUS OF RIGIDITY (lb/ft 2)  DAMPING (%)          A-3 438.3 Limestone 2.0 165 10,000 0.0013 3353 58.67x10 6   (Fort   12,000 0.0014 3337 58.09x10 6   Atkinson)   14,000 0.0014 3343 58.32x10 6
A-3 411.3 Limestone 2.0 167 10,000 0.0014 2938 45.67x10 6   (Fort   12,000 0.0014 2955 46.22x10 6 3.3   Atkinson)   14,000 0.0014 2973 46.78x10 6 (avg)           MP-12 536.4 Siltstone 2.0 147 4,000 0.0014 2648 32.56x10 6 4.1   (Francis   6,000 0.0012 2720 34.33x10 6 (avg)   Creek)   8,000 0.0011 2738 34.79x10 6           MP-18 455.8 Limestone 2.0 168 10,000 0.0008 1695 15.29x10 6--   (Fort   12,000 0.0013 2178 25.24x10 6--   Atkinson)   14,000 0.0009 4154 91.82x10 6 5.5 MP-29 570.5 ML 11.7 127 1,000 0.0169 575 1.46x10 6 5.9   (Wedron   2,000 0.0197 569 1.43x10 6 6.6   Formation)   3,000 0.0132 778 2.60x10 6 3.5 MP-32 505.0 Shale 2.0 148 5,000 0.0016 2389 26.69x10 6 2.7   (Francis   7,000 0.0014 2337 25.52x10 6 (avg)   Creek)   9,000 0.0015 2274 24.17x10 6           MP-30 570.6 ML 11.7 128 1,000 0.0193 670 1.99x10 6 4.1   (Wedron   2,000 0.0140 698 2.16x10 6 4.1   Formation)   3,000 0.0156 766 2.56x10 6 3.7 BRAIDWOOD-UFSAR 2.5-142 TABLE 2.5-4 (Cont'd)
BORING NO. ELEVA-TION (ft)   SOIL OR ROCK TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) CONFINING PRESSURE (lb/ft 2) SHEAR STRAIN AMPLITUDE (%) SHEAR WAVE VELOCITY (ft/sec) MODULUS OF RIGIDITY (lb/ft 2)  DAMPING (%)           MP-3 532.0 Siltstone 2.0 147 6,000 0.0028 3100 44.64x10 6 4.6   (Francis   8,000 0.0271 3471 56.00x10 6 2.4   Creek)   10,000 0.0388 3554 58.69x10 6 2.4 MP-17 456.1 Limestone 2.0 170 10,000 0.0012 3277 57.98x10 6 4.0   (Fort   12,000 0.0011 3529 67.40x10 6 4.0   Atkinson)   14,000 0.0011 3361 60.99x10 6 4.2 BRAIDWOOD-UFSAR 2.5-143 TABLE 2.5-5 CHARACTERISTICS AND PRODUCTION OF MINES IN THE AREA OF INTEREST MAP NO.
COMPANY OR MINE LOCATION SECTION - T.N. - R.E.
TYPE OF  MINE COAL SEAM NO.
THICKNESS 

DEPTH  AREA (acres)
ACTIVE YEARS TONS OF COAL PRODUCED           1 Eureka Coal Co., Mines N1/2  18-32-9 U 2 3 ft 125 ft 37(1) 1872-1884 180,000 (5)  No. 1 and No. 2 2 Braidwood Coal Co. SW1/4 17-32-9 U 2 u u u Circa 1879 u           3 Cotton Mine NW1/4 25-32-8 U u u u u Circa 1883 u           4 Augustine Mine NW1/4 25-32-8 U u u u u Circa 1883 u           5a Wilmington &
Springfield Coal Co. SE1/4 24-32-8 U 2 3 ft 107 ft u 1872-1885(22)            5b Chicago, Wilmington &
Vermillion Coal Co.,          "K" Mine SE1/4 24-32-8 U 2 3 ft 107 ft 80 1885-1888 294,000(6) (23)           6 Chicago, Wilmington &
Vermillion Coal Co.,          "M" Shaft SW1/4 19-32-9 U 2 3 ft 95 ft 74(1) 1889-1891 277,845 (5)           7 Braceville Coal Co.,
Mine No. 2 NW1/4 24-32-8 (8) U 2 3 ft, 6 in. 115 ft 10(2) Abandoned 43,300(6)         1894 8 Chicago, Wilmington &
Vermillion Coal Co.,          "R" Mine NE1/4 13-32-8 U 2 3 ft 99 ft 56(1) 1896-1899 202,062 (5)  

BRAIDWOOD-UFSAR 2.5-144 TABLE 2.5-5 (Cont'd)
MAP NO.
COMPANY OR MINE LOCATION SECTION - T.N. - R.E.
TYPE OF  MINE COAL SEAM NO.
THICKNESS 

DEPTH  AREA (acres)
ACTIVE YEARS TONS OF COAL PRODUCED           9 Braceville Coal, Co.,          Mine No. 4 SW1/4 13-32-8 and          NW1/4 24-32-8 U 2 3 ft, 2 in. 103 ft 128(2) 1893-1900 520,000(6) (10)           10 Rixson Coal Co., Rixson          No. 1 Mine N1/4  30-32-9 U 2 3 ft, 2 in. 100 ft + 13 1903-1906 57,071(5)           11 Braceville Coal Co.,          Mine No. 5 NW1/4 18-32-8 (8) U 2 3 ft 103 ft 160(2) 1900-1908 620,000(6)(11)           12 Joliet-Wilmington Coal          Co., Mine No. 2(21) NW1/4 20-32-9 U 2 3 ft 115 ft 31 1905-1909 150,363 (5)           13 Consolidated Coal &          Iron Co.(8) (12) SW1/4 19-31-9 U 3 3 ft 80 ft 32(2) 1905-1911 125,785 (5)           14 Wilmington Coal Mining          & Mfg. Co., No. 6 Mine (Torino) NW1/4 31-32-9 U 2 3 ft 90 ft 197(9) 1905-1921 1,061,482(5) (13)           15 Truckers Coal Co. N1/2  36-32-8 U 2 3 ft 115 ft 2(14) 1938-1940 1,221(5)           16 No. 3 Coal Corporation W1/2  24-32-8 (8) U 3 u u 148(2) 1927-1954 572,000(6) (15)           17 Gardner Wilmington Coal          Co. NW1/4 19-31-9 U 2+2A, 34 ft, 11 in.106 ft 160(2) 1890-1904 1,344,391(5)      and 3 ft and 80 ft 18 Unidentified Mine A NE1/4 18-31-8 U 2 3 ft(16) 70 ft(16) 13(16) u 43,000(6)           

BRAIDWOOD-UFSAR 2.5-145 TABLE 2.5-5 (Cont'd)
LOCATION TYPE COAL      MAP  SECTION - OF SEAM   AREA  TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE  NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED           19 Unidentified Mine B NW1/4 18-31-8 U 2 3 ft 90 ft(16) 32(2) u 124,000 (6)           20 Unidentified Mine C NE1/4 25-32-8 U 2 3 ft u 153(2) u 586,000 (2)           21 Wilmington Coal Mining          Co. NE1/4 16-32-9 S 2 u u 40(2) Circa 1934 <154,000(6)           22 Wilmington Coal Mining          Co. Sections 21, 28, 29,  S 2 3 ft, 4 in. 60 to 860 1940-1958 3,166,159(5) (17)   33-32-9    80 ft 23 Wilmington Coal Mining          Co. NW1/4 17-32-9 S 2 u u 32(3) Circa 1940 138,000 (6)           24 Northern Illinois Coal          Co., Pit No. 11 Sections 5, 6, 7, 8  31-9 S 2 3 ft 40 to 1300 1947-1956 5,000,000(6)       90 ft 25 Peabody Coal Co.          (Northern Mine), Sections Pit No. 11 20, 21, 29, 30, 31, 32  32-9 S 2 3 ft 60 to 1870 1958-1972 6,008,303(5)       100 ft 26 Peabody Coal Co.          (Northern Mine), 12-31-8 Pit No. 12 and 7-31-9 S 4 3 ft, 8 in. 50 ft +/- 591 Post-1955 2,732,000(6) (18)       (24)    

BRAIDWOOD-UFSAR 2.5-146 TABLE 2.5-5 (Cont'd)
LOCATION TYPE COAL      MAP  SECTION - OF SEAM   AREA  TONS OF COAL NO. COMPANY OR MINE T.N. - R.E. MINE  NO. THICKNESS DEPTH (acres) ACTIVE YEARS PRODUCED           27 Peabody Coal Co.          (Northern Mine), Sections         Pit No. 13 17 and 18   31-9S 2 3 ft 50 to 142 1955-1957 548,000 (6)      60 ft 28 Peabody Coal Co.         (Northern Mine), 13-31-8 Pit No. 14 and 18-31-9S 4 3 ft, 8 in. 40 to 176 1969-1972 910,000(6) (19)      70 ft 29 Peabody Coal Co.         (Northern Mine),
Pit No. 15 19-31-9S 2 3 ft 50 to 288 Post-1969 1,110,000(6)      60 ft 30 Peabody Coal Co.         (Northern Mine),
Pit No. 16 1-31-8S 4 3 ft, 8 in. 50 ft +/- 173 Post-1969 823,000(6) (20)      (24)    

UNDERGROUND PRODUCTION SUBTOTAL 6,202,520 STRIP PRODUCTION SUBTOTAL  20,539,462

TOTAL    26,741,982 

BRAIDWOOD-UFSAR 2.5-147 TABLE 2.5-5 (Cont'd) 

NOTES U Underground mine S Strip mine u Unknown (1) Area estimated from production tonnage at 74% recovery. 
 (2) Area estimated from mined-out area map (Figure 2.5-82). 
 (3) Area estimated from aerial photograph (1971). 
 (4) Area estimated from unpublished data in files of Dames & Moore. 
 (5) Production tonnage reported in Illinois Coal Reports. 
 (6) Production tonnage estimated from mined area at 74% recovery. 
 (7) Production within area of interest only. 
 (8) Access shaft or principal workings in adjoining section beyond area of interest. 
 (9) Does not include shaft pillar. 
(10) Total production reported for entire mine in Sections 13, 14, 23, and 24 was 1,797,653 tons. 
(11) Total production reported for entire mine in Sections 13 and 14 was 1,051,399 tons. 
(12) Operated 1908-1911 by Clarke City Wilmington Coal Co. (13) Tonnage computed from mine map area is 1,060,000 tons. (14) Development workings only. 
(15) Area of underground workings indicates production history prior to 1927. Operated by Skinner Coal Co., 1927-1937; by the South Wilmington Coal Co., 1938-1943; no production, 1944-1947; and by No. 3 Coal Corporation, 1948-1954. 
(16) Thickness of coal, depth, and area determined from surrounding drill-hole data. 
(17) Production erroneously attributed to Section 17, T.32N., R.9E. in Illinois Coal Reports. 
(18) Total production from Pit 12 including Section 11 is estimated at 3,700,000 tons. 
(19) In Kankakee County, 190,000 tons; in Grundy County, 720,000 tons. 
(20) Production from entire Pit 16 is estimated at 3,700,000 tons of product. 
(21) In 1909, the company name was changed to Joliet & Aurora Coal Co. 
(22) Mine later extended as Chicago, Wilmington & Vermillion Coal Co. "K" Mine. 
(23) Tonnage includes that of previous mine workings. 
(24) From Illinois Coal Reports. 

BRAIDWOOD-UFSAR 2.5-148 TABLE 2.5-6 TYPICAL COAL ANALYSES SAMPLES PROXIMATE HEAT VALUES COUNTY, NUMBER OF MINES, COAL CONDITIONS*
MOISTURE VOLATILE MATTER FIXED CARBON ASH  SULFUR CALORIES Btu          Grundy 1 17.1 37.4 39.7 5.82.8 6139 11,050 Four mines**
2  45.1 47.9 7.03.3 7402 13,320 Colchester (No. 2) coal 3  48.5 51.5  3.5 7959 14,330 4 18.6 38.8 42.6   6574 11,830  5  47.7 52.3   8009 14,520          Grundy 1 13.8 38.7 38.3 9.33.54 6052 10,894 One mine 2  44.8 44.4 10.34.11 7020 12,636 No. 4 coal 3  50.2 49.7  4.60 7868 14,162 4 15.6 41.5 42.9   6765 12,171 5  49.2 50.8   8019 14,401         Will 1 15.4 34.2 45.3 5.11.6 6299 11,340 One mine**
2  40.5 53.5 6.01.9 7449 13,410 Colchester (No. 2) coal 3  43.1 56.9  2.1 7928 14,270 4 16.5 35.4 48.1   6682 12,030 5  42.4 57.6   7998 14,400         Kankakee 1 15.0 36.4 42.8 5.82.77 6394 11,510 One mine 2  42.8 50.4 6.83.25 7520 13,536 Colchester (No. 2) coal 3  45.9 54.1  3.49 8066 14,520 4 16.3 37.8 45.9   6851 12,331 5  45.1 54.9   8176 14,717 

BRAIDWOOD-UFSAR 2.5-149 TABLE 2.5-6 (Cont'd)
SAMPLES PROXIMATE HEAT VALUES COUNTY, NUMBER OF MINES, COAL CONDITIONS*
MOISTURE VOLATILE MATTER FIXED CARBON ASH  SULFUR CALORIES Btu          Kankakee 1 14.4 38.0 38.8 8.93.42 6072 10,930 One mine 2  44.4 45.3 10.43.99 7093 12,767 No. 4 coal 3  49.5 50.5  4.45 7911 14,239 4 16.2 40.6 43.2   6752 12,154 5  48.4 51.6   8004 14,403 

____________________
_____________
* Type of analysis is denoted as follows: 

1 - sample as received at laboratory   2 - moisture free 3 - moisture and ash free 4 - moist mineral matter free 5 - dry mine ral matter free 
 ** Data from Cady (Ref. 53). 

==Reference:==

Illinois Bureau of Labor Statist ics, now published as the    Annual Coal, Oil and Gas Report of the I llinois Department    of Mines and Minerals, Illinois Coal Reports, 1882, 1970.
BRAIDWOOD-UFSAR 2.5-150 TABLE 2.5-7 MODIFIED MERCALLI INTENSITY (DAMAGE)
SCALE OF 1931 (ABRIDGED)

I. Not felt except by a very fe w under especially favorable circumstances.  (I, Rossi-Forel Scale) 

II. Felt only by a f ew persons at rest, especially on upper floors of buildings.
Delicately suspended o bjects may swing.  (I to II, Rossi-Forel Scale)
III. Felt quite noticeably indoors, especially on upper floors of buildings, but not recog nized by many people as an earthquake. Standing motorcars may rock sli ghtly. Vibration like passing of truck. Duration est imated.  (III, Rossi-Forel Scale)
IV. During the day felt in doors by many, out doors by few. At night some awakened. Dishes, window s, doors dis turbed; walls creaked. Sensation like heavy truck strikin g building.
Standing motor cars rock ed noticeably.  (IV to V, Rossi-Forel Scale)
V. Felt by nearly every one, many awakened.
Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable objects overturned. Di sturbances of trees, poles, and other tall objects sometimes noticed.
Pendulum clocks may stop.  (V to VI, Rossi-Forel Scale) 

VI. Felt by all, many frightened and may run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Dam age slight.  (VI to VII, Rossi-Forel Scale)
VII. Everybody may run outdoors.
Damage negligible in buildings of good design and construction; slight to moderate in well-built ordinary st ructures; considerable in poorly built or badly designed structures; so me chimneys brok en. Noticed by persons driving motorcars.  (VIII, Rossi-Forel Scale) 

VIII. Damage slight in speci ally designed stru ctures; considerable in ordinary substant ial buildings with partial collapse; great in poorly built st ructures. Panel wal ls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned.
Sand and mud ejected in small amounts. Chang es in well water. Persons driving motorcars dist urbed.  (VIII+ to IX-, Rossi-Forel Scale)
BRAIDWOOD-UFSAR 2.5-151 TABLE 2.5-7 (Cont'd)
IX. Damage considerable in specially desig ned structures; well-designed frame stru ctures thrown out of plumb; great in substantial buildings, with pa rtial collapse. Buildings shifted off foundation
: s. Ground cracked conspicuously.
Underground pipes broken.  (IX+, Rossi-Forel Scale)
X. Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foun dations; ground badly cracked. Rails bent.
Landslides cons iderable from river banks and steep slop es. Shifted sand and mud. Water splashed (slopped) over bank
: s.  (X, Rossi-Forel Scale) 

XI. Few, if any, (masonr y) structures may remain standing.
Bridges destroyed. Br oad fissures in gr ound. Underground pipelines completely out of service. Ea rth slumps and landslips in soft grou nd. Rails bent greatly. 

XII. Damage Total. W aves seen on ground su rface. Li nes of sight and level distorted.
Objects thrown upw ard into the air.
BRAIDWOOD-UFSAR 2.5-152 TABLE 2.5-8 EARTHQUAKE EPICENTERS, 38&deg; TO 46&deg; NORTH LATITUDE 84&deg; TO 94&deg; WEST LONGITUDE DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES
* 1804 Aug. 24 Fort 

==Dearborn,==
Ill. 42.0 87.8 VI-VII 30,0001, 2, 3, 5 1818 Apr. 11 St. Louis, Mo. 38.6 90.2 III-IV 7,5001 1819 Sept. 16 Randolph County, Ill. 38.1 89.8 IV 9,6001       1819 Sept. 17 Randolph County, Ill. 38.1 89.8 III-IV 1       1827 July 5 St. Louis, Mo. 38.6 90.2 IV-V 1       1827 July 5 Grant County, Ky. 38.7 84.6 IV 15,0001, 2 1827 July 5 New Albany, Ind. 38.3 85.8 165,00 0 1, 2 1827 July 6 Cincinnati, Ohio 39.1 84.5 IV  1 1827 Aug. 6 New Albany, Ind. 38.3 85.8 VI  1, 2, 3, 5 1827 Aug. 7 New Albany, Ind. 38.3 85.8 VI  1, 2, 3, 5 

1827 Aug. 14 St. Louis, Mo. 38.6 90.2 III  1 

1838 June 9 St. Louis, Mo. 38.5 90.3 VI 3001 

 *Key to references fol lows tabulated pages.
BRAIDWOOD-UFSAR 2.5-153 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1843 Feb. 16 St. Louis, Mo. 38.6 90.2 IV-V 100,0001 1883 Nov. 14 St. Louis, Mo. 38.6 90.2 IV 1,2001 1883 Dec. 28 Bloomington, Ill. 40.5 87.0 III 16 

1884 March 31 Preble County, Ohio 39.6 84.8 II 1 1884 Sept. 19 Allen County, Ohio 40.7 84.1 VI 125,0001, 2, 8, 14 1884 Dec. 23 Anna, Ohio 40.4 84.2 III 1, 5, 14 

1885 Dec. 26 Bloomington, Ill. 40.5 89.0 III 1 

1886 March 1 Butlerville, Ind. 39.0 85.5 IV 1, 2 1886 Aug. 13 Indianapolis, Ind. 39.8 86.2 IV-V 1 1887 Feb. 6 Vincennes, Ind. 38.7 87.4 VI 75,0001, 2, 3, 6, 7 1889 Sept. Anna, Ohio 40.4 84.2 III 1, 8, 14 

1891 July 26 Evansville, Ind. 38.0 87.6 VI 1, 2, 3, 6 

1892 Anna, Ohio 40.4 84.2  1, 8, 14 

1896 March 15 Sidney, Ohio 40.3 84.2 IV 1, 8, 14 1897 Oct. 31 Niles, Mich. 41.8 86.3  1 BRAIDWOOD-UFSAR 2.5-154 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1903 Nov. 20 Morgantown, Ind. 39.4 86.3 1
1903 Dec. 11 Effingham, Ill. 39.1 88.5 II 1       1903 Dec. 31 Fairmont, Ill. 41.6 88.1 1       1905 March 13 Menominee, Mich. 45.0 87.7 V 1, 3       1905 April 13 Keokuk, Iowa 40.4 91.6 IV-V 5,0001, 2, 3 1905 Aug. 22 Quincy, Ill. 39.9 91.4 II-III 1       1906 Feb. 23 Anabel, Mo. 39.7 92.4 III 1       1906 March 6 Hannibal, Mo. 39.7 91.4 IV 1
1906 April 22 Milwaukee, Wis. 43.0 87.9 1       1906 April 24 Milwaukee, Wis. 43.0 87.9 1       1906 May 8 Shelby County, Ind. 39.5 85.8 III-IV 6001 1906 May 9 Columbus, Ind. 39.2 85.9 IV 1, 2, 3       1906 May 11 Petersburg, Ind. 38.5 87.3 V 1,2001, 2, 3 1845 Putnam County, Ohio 41.1 84.2 II 1       1850 April 4 Louisvil le, Ky. 38.3 85.8 V 1, 2, 4       1854 Feb. 28 Lexington, Ky. 38.1 84.5 VI 15 BRAIDWOOD-UFSAR 2.5-155 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1857 Oct. 8 St. Louis, Mo. 38.6 90.3 VI-VII 7,5001, 3 1865 Le Sueur, Minn. 44.5 93.9 VI-VII 1, 2 

1869 Feb. 20 Lexington, Ky. 38.1 84.5 III-IV 1 1871 July 25 St. Clair County, Ill. 38.5 90.0 III 1,0001 1872 July 8 Chillicothe, Mo. 39.8 93.6 III 1 

1873 April 22 Dayton, Ohio 39.8 84.2 III-IV 1 1875 June 18 Champaign County, Ohio 40.2 84.0 VII 40,0001, 2, 6, 8, 14 1876 Jan. 27 Adrian, Mich. 41.9 84.0  1 

1876 June Anna, Ohio 40.4 84.2  1, 8, 14       1876 Sept. 24 Wabash County, Ill. 38.5 87.9 VI 1 1876 Sept. 25 Knox County, Ind. 38.5 87.7 VI 60,0001, 2, 3, 6, 7 1876 Sept. 26 Wabash County, Ill. 38.5 87.9 III 1 1877 May 26 New Harmony, Ind. 38.1 87.9 III-IV 1 

1881 April 20 Goshen, Ind. 41.6 85.8 IV 1 1881 May 27 La Salle, Ill. 41.3 89.1 VI 1, 2 BRAIDWOOD-UFSAR 2.5-156 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1881 Aug. 29 Hillsboro, Ohio 39.2 83.6 III 1       1882 Feb. 9 Anna, Ohio 40.4 84.2 V 1001, 2, 3, 8, 14 1882 July 20 Randolph County, Ill. 38.0 90.0 V 30,0001, 2 1882 Sept. 27 Macoupin County, Ill. 39.0 90.0 VI 25,0001, 2, 3 1882 Oct. 14 Macoupin County, Ill. 39.0 90.0 V 8,0001, 2 1882 Oct. 15 Macoupin County, Ill. 39.0 90.0 V 8,0001, 2, 3 1882 Oct. 22 Greenville, Ill. 38.9 89.4 III 1       1882 Nov. 15 St. Louis, Mo. 38.6 90.2 III 1       1883 Feb. 4 Kalamazoo County, Mich. 42.3 85.6 VI 150,0001, 2, 3 1899 Feb. 8 Chicago, Ill. 41.9 87.6 1       1899 Feb. 9 Chicago, Ill. 41.9 87.6 1       1899 April 29 Dubois County, Ind. 38.5 87.0 VII 40,0001, 2, 6, 7, 9 1899 Oct. 10 St. Joseph, Mich. 42.1 86.5 IV 1       1899 Oct. 12 Kenosha, Wis. 42.6 87.8 1       1902 Jan. 24 Maplewood, Mo. 38.6 90.3 VI 40,0001, 3       1902 March 10 Hagers town, Ind. 39.9 85.2 III-IV 1
BRAIDWOOD-UFSAR 2.5-157 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1903 Jan. 1 Hagerstown, Ind. 39.9 85.2 II-III 1
1903 Feb. 8 St. Louis, Mo. 38.6 90.3 VI 40,0001, 3       1903 March 17 Hillsb oro, Ill. 39.2 89.5 III-IV 1       1903 Sept. 20 Morgantown, Ind. 39.4 86.3 IV 1       1903 Sept. 21 Olne y, Ill. 38.7 88.1 IV 1       1903 Nov. 4 St. Louis, Mo. 38.6 90.3 VI-VII 70,0001, 3       1909 May 26 South Beloit, Ill. 42.5 89.0 VII 170,0001, 2, 3, 5 1909 July 18 Mason County, Ill. 40.2 90.0 VII 35,0001, 2, 3 1909 Aug. 16 Monroe County, Ill. 38.3 90.2 IV-V 18,0001 1909 Sept. 22 Lawrence County, Ind. 38.7 86.5 V 4,0001, 2, 3 1909 Sept. 27 Robinson, Il
: l. 39.0 87.7 VII 30,0001, 2, 3, 6, 10 1909 Sept. 27 Vincennes, I nd. 38.7 87.5 V 4,0001, 2, 3, 6, 10 1909 Oct. 22 Sterling, Ill. 41.8 89.7 IV-V 1, 2       1909 Oct. 22 Near Scott, Ky. 38.9 84.5 1       1909 Oct. 23 Robinson, Ill. 39.0 87.7 V 14,0001, 2, 5 

BRAIDWOOD-UFSAR 2.5-158 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1911 Feb. 28 St. Louis County, Mo. 38.7 90.3 IV 1       1911 July 29 Chicago, Ill. 41.9 87.6 ??
1, 2       1912 Jan. 2 Kendall County, Ill. 41.5 88.5 VI 40,0001, 3 1912 Sept. 25 Rockford, Ill. 42.3 89.1 ??
1, 2       1906 May 19 Grand Rapids, Mich. 43.0 85.7 ??
1       1906 May 21 Flora, Ill. 38.7 88.5 V 5801, 2, 3, 6 1906 Aug. 13 Greencastle, Ind. 39.6 86.9 IV 1       1906 Sept. 7 Owensville, Ind. 38.3 87.7 IV 5001       1906 Nov. 23 Anabel, Mo. 39.7 92.4 III 1       1907 Jan. 10 Menominee, Mich. 45.1 87.6 1       1907 Jan. 29 Morgan County, Ind. 39.5 86.6 V 1, 2       1907 Jan. 30 Greenville, Ill. 38.9 89.4 V 1       1907 Nov. 20 Stephenson County, Ill. 42.3 89.8 IV 1001, 2       1907 Nov. 28 Stephenson County, Ill. 42.3 89.8 IV 1001, 2       1907 Dec. 10 St. Louis, Mo. 38.6 90.2 IV 1       1908 Nov. 12 Sedalia, Mo. 38.7 93.2 IV 7001 BRAIDWOOD-UFSAR 2.5-159 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE (&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1913 Oct. 16 Sterling, Ill. 41.8 89.7 III-IV 4,0001, 2 1913 Nov. 11 Louisville, Ky. 38.3 85.8 IV 1 

1914 Oct.7 Madison, Wis. 43.1 89.4 IV 1 

1914 Anna, Ohio 40.4 84.2 II 1, 8, 14       1915 April 15 Olney, Ill. 38.7 88.1 II-III 3,0001 1916 Jan. 7 Worthingon, Ind. 39.1 87.0 III 3,0001 

1916 May 31 Madison, Wis. 43.1 89.4 II 1 

1916 Clarke County, Iowa 41.1 93.8 II-III 1 1917 April 9 Jefferson County, Mo. 38.1 90.6 VI 200,0001, 3 1918 Feb. 22 Shiawassee County, Mich. 42.9 84.2 IV 1 1918 July 1 Hannibal, Mo. 39.7 91.4 IV 1 

1919 May 25 Knox County, Ind. 38.5 87.5 V 18,0001, 2, 3, 6 

1920 April 30 Centralia, Ill. 38.5 89.1 IV 4,0001 1920 May 1 St. Louis County, Mo. 38.5 90.5 V 10,0001, 3       1921 March 14 Crawfordsville, Ind. 40.0 86.9 IV 25,0001 

BRAIDWOOD-UFSAR 2.5-160 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE (&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*       1921 Sept. 8 Waterloo, Ill. 38.3 90.2 IV 4,0001 1921 Oct. 9 Waterloo, Ill. 38.3 90.2 III 3,0001 

1922 April 10 Monmouth, Ill. 40.9 90.7 II 1 

1922 July 7 Fond du Lac, Wis. 43.8 88.5 V 1, 2 1923 March 8 Greenville, Ill. 38.9 89.4 III-IV 4,0001 1923 Nov. 9 Tallula, Ill. 40.0 89.9 V 6001, 2, 3 

1925 Jan. 26 Waterloo, Iowa 42.5 92.3 II 2001 

1925 March 3 Evanston, Ill. 42.0 87.7 II-III 1 1925 April 4 Cincinnati, Ohio 39.1 84.5  1, 8, 14       1925 April 26 Vanderburgh County, Ind. 38.0 87.5 VI 100,0001, 2, 3 1925 July 13 Edwardsville, Ill. 38.8 90.0 V 1 

1925 Oct. Anna, Ohio 40.4 84.2 II 1, 8, 14 

1926 Oct. 3 Princeton, Ind. 38.4 87.6 III 1 

1928 Jan. 23 Near Mount Carroll, Ill. 42.0 90.0 IV 4001, 2       1928 March 17 St. Louis, Mo. 38.6 90.2 I 1       1928 Oct. 27 Shelby County, Ohio 40.4 84.1 III 1001, 8, 14 BRAIDWOOD-UFSAR 2.5-161 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1929 Feb. 14 Near Princeton, Ind.38.3 87.6 III-IV 1,0001 1929 March 8 Shelby County, Ohio 40.4 84.2 V 5,0001, 2, 3, 6, 8, 14 1930 May 28 Near Hannibal, Mo. 39.7 91.3 III 1 1930 June 26 Near Lima, Ohio 40.5 84.0 IV 1, 8, 14       1930 June 27 Near Lima, Ohio 40.5 84.0 IV 1, 8, 14 

1930 Aug. 8 Near Hannibal, Mo. 39.6 91.4 III-IV 1 1930 Sept. 20 Anna, Ohio 40.4 84.2 VI 1, 2, 3, 8, 11, 14 1930 Sept. 29 Sidney, Ohio 40.3 84.2 III 1, 8, 14 

1930 Sept. 30 Anna, Ohio 40.3 84.3 VII 1, 2, 3, 8, 9, 14 1930 Oct. Anna, Ohio 40.4 84.2 III-IV 1, 8, 14 

1930 Dec. 23 Near St. Louis, Mo. 38.6 90.5 III-IV 1,0001 1931 Jan. 5 Elliston, Ind. 39.0 86.9 V 5001, 2, 3, 12 

1931 March 21 Sidney, Ohio 40.3 84.2 III 1, 8, 14 

1931 March 31 Shelby County, Ohio 40.4 84.1 III 1       1931 June 10 Malinta, Ohio 41.3 84.0 V 1,5001, 8, 14 

BRAIDWOOD-UFSAR 2.5-162 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1931 Sept. 20 Anna, Ohio 40.4 84.2 VII 45,4001, 2, 3, 8, 11, 12 1931 Oct. 8 Anna, Ohio 40.4 84.2 III 1, 8, 14       1931 Oct. 18 Madison, Wis. 43.1 89.4 III 1       1931 Dec. 17 St. Louis, Mo. 38.6 90.2 II 1       1931 Dec. 31 Petersburg, Ind. 38.5 87.3 1       1933 Feb. 22 Sidney, Ohio 40.3 84.2 III-IV 2,0001 1933 Nov. 16 Grover, Mo. 38.6 90.6 III-IV 1,5001 1933 Dec. 6 Stoughton, Wis. 42.9 89.2 IV 5,0001, 2, 3 1934 Nov. 12 Rock Island, Ill. 41.5 90.5 VI 5,0001, 3 1935 Jan. 5 Moline, Ill. 41.5 90.6 IV 2001, 2       1935 Jan. 30 Harrison County, Mo.40.5 94.0 III 1       1935 Feb. 26 Burlington, Iowa 40.8 91.2 III 1       1935 Oct. 29 Pike County, Ill. 39.6 90.8 1       1936 Oct. 8 Butler County, Ohio 39.3 84.4 III 7001, 8, 14 1936 Dec. 25 Cincinnati, Ohio 39.1 84.5 III  1 BRAIDWOOD-UFSAR 2.5-163 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1937 March 2 Anna, Ohio 40.4 84.2 VII 70,0001, 2, 6, 8,      9, 12, 14       1937 March 3 Anna, Ohio 40.4 84.2 V 1, 2, 8, 11, 14 1937 March 3 Anna, Ohio 40.4 84.2 III 2001, 8, 14 1937 March 8 Anna, Ohio 40.4 84.2 VII-VIII 150,0001, 2, 3, 6,      8, 12, 14       1937 April 23 Anna, Ohio 40.4 84.2 III 2001, 8, 14 1937 April 27 Anna, Ohio 40.4 84.2 III 2001, 8, 14 1937 May 2 Anna, Ohio 40.4 84.2 IV  1 1937 June 29 Peoria, Ill. 40.7 89.6 II  1 1937 Aug. 5 Near St.
Louis, Mo. 38.5 90.2 II-III  1 1937 Aug. 5 Granite City, Ill. 38.7 90.2 II  1 1937 Oct. 16 Cincinnati, Ohio 39.1 84.5 II-III  1 1937 Nov. 17 Near Centralia, Ill. 38.6 89.1 V 8,0001, 2, 3, 6, 12 1938 Feb. 12 Porter Count y, Ind. 41.6 87.0 V 6,5001, 2 1938 Nov. 7 Dubuque, Iowa 42.5 90.7   1, 2        1939 March 18 Near Jackson Center, Ohio 40.4 84.0 II 5001, 8, 14 BRAIDWOOD-UFSAR 2.5-164 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1939 June 17 Anna, Ohio 40.4 84.2 IV 4001, 8, 14 1939 July 9 Anna, Ohio 40.4 84.2 II 1, 8, 14       1939 July 18 Escanaba, Mich. 45.7 87.1 1       1939 Aug. 1 Escanaba, Mich. 45.7 87.1 1       1939 Nov. 7 Escanaba, Mich. 45.7 87.1 II-III 1       1939 Nov. 23 Monroe County, Ill. 38.2 90.1 V 150,0001, 3 1939 Nov. 24 Davenport, Iowa 41.6 90.6 II-III  1, 2 1940 Jan. 8 Louisville, Ky. 38.3 85.8 II-III  1 1940 May 27 Louisville, Ky. 38.3 85.8 III  1, 2 1940 Nov. 23 Monroe County, Ill. 38.2 90.1 VI 150,0001 1941 Oct. 4 St. Louis, Mo. 38.6 90.2 I  1        1941 Nov. 15 Waterloo, Ill. 38.3 90.2 III  1 1942 Jan. Winfield, Mo. 39.0 90.7 III  1 1942 Jan. 14 St. Louis, Mo. 38.6 90.2  6001        1942 Jan. 29 St. Louis, Mo. 38.6 90.2   1 BRAIDWOOD-UFSAR 2.5-165 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1942 Jan. 30 St. Louis, Mo. 38.6 90.2   1        1942 March 1 Kewanee, Ill. 41.2 89.9 IV-V 3,7001, 2        1942 Nov. 17 East St. Louis, Ill. 38.6 90.2 III-IV 2001 1942 Dec. 27 Maplewood, Mo. 38.6 90.3 II  1 1943 Feb. 9 Marinette County, Wis. 45.5 88.2 II-III  1 

1943 Feb. 15 Escanaba, Mich. 45.7 87.1   1        1943 April 13 Louisv ille, Ky. 38.3 85.8 IV  1 1943 April 18 Waterloo, Ill. 38.3 90.2 I  1        1943 May 20 West Alton, Mo. 38.9 90.2 I  1        1943 May 24 West Alton, Mo. 38.9 90.2 I  1        1943 June 8 Webster Groves, Mo. 38.6 90.4 III-IV  1 1943 June 15 House Springs, Mo. 38.4 90.6 I  1 1943 June 18 House Springs, Mo. 38.4 90.6 I  1        1943 Sept. 14 Near St. Louis, Mo. 38.7 90.3 I  1        1944 March 16 Elgi n, Ill. 42.0 88.3 II  1 1944 Sept. 25 St. Loui s, Mo. 38.6 90.2 IV 25,0001 

BRAIDWOOD-UFSAR 2.5-166 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1944 Nov. 13 Anna, Ohio 40.4 84.2 III 18,0001, 4, 18 1944 Nov. 16 Escanaba, Mich. 45.7 87.1 II  1 1944 Dec. 10 Escanaba, Mich. 45.7 87.1 IV  1 1945 March 27 St. Loui s, Mo. 38.6 90.2 II-III  1 1945 May 18 Escanaba, Mich. 45.7 87.1 II  1 1945 May 21 Near St. Louis, Mo. 38.7 90.2 III-IV  1 1946 Feb. 24 Centralia, Ill. 38.5 89.1 V 1,5001, 2, 10 1946 Nov. 7 Washington County, Mo. 38.0 90.7 II-III  1 1947 March 16 Kane County, Ill. 42.1 88.3 IV  1 

1947 May 6 Milwaukee, W is. 43.0 87.9 IV-V 3,0001, 2 1947 June 29 Near St. Louis, Mo. 38.4 90.2 VI 15,0001, 3 1947 Aug. 9 Branch County, Mich. 42.0 85.0 VI 70,0001, 2, 3 1948 Jan. 5 Centralia, Ill. 38.5 89.1 V 3001, 13        1948 Jan. 15 Madison County, Wis. 43.2 89.7 IV-V  1 1948 April 20 Iowa C ity, Iowa 41.7 91.5 III-IV  1 

BRAIDWOOD-UFSAR 2.5-167 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1949 June 8 Ste. Genevieve, Mo. 38.0 90.1 III 3001 1949 Aug. 11 Clayton, Mo. 38.7 90.3 II  1 

1949 Aug. 26 Defiance, Mo. 38.6 90.8 II-III  1 

1950 April 20 Dayton, Ohio 39.8 84.2 III  1, 8, 14 1951 Sept. 19 Near Florissant, Mo. 38.9 90.2 III-IV 1,2001       1952 Jan. 7 Champaign County, Ill. 40.3 88.3 II-III 1 

1953 Sept. 11 Near Roxana, Ill. 38.6 90.1 VI 6,0001, 3 1953 Dec. 30 Centralia, Ill. 38.5 89.1 IV 1,2001 1954 Aug. 9 Petersburg, Ind. 39.5 87.3 V  1, 2 

1955 April 9 Near Sparta, Ill. 38.1 89.8 VI 20,0001, 3 1955 May 29 Ewing, Ill. 38.1 88.9 III-IV 1 1956 Jan. 27 Anna, Ohio 40.4 84.2 V 2,0001, 2, 8, 14 

1956 March 13 Fulton County, Ill. 40.5 90.2 IV 2,0001 1956 July 18 Oostburg, Wis. 43.6 87.8 IV  1 

1956 Oct. 13 Near Milwaukee, Wis. 42.8 87.9 IV  1        1957 Jan. 8 Waupun, Wis. 43.6 88.7 III-IV  1 BRAIDWOOD-UFSAR 2.5-168 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1958 Nov. 7 Wabash County, Ill. 38.4 87.9 VI 33,300 1, 2, 3, 9 1959 Jan. 6 St. Louis County, Mo. 38.8 90.4 II-III  1 1967 Feb. 2 Lansing, Mich. 42.7 84.5 IV  1 

1967 Aug. 5 Jefferson County, Mo. 38.3 90.6 II  1        1968 Nov. 9 Hamilton County, Ill. 38.0 88.5 VII 585,0001, 2, 3, 9 

1968 Dec. 11 Louisville, Ky. 38.3 85.8 V  1 

1971 Feb. 12 Wabash County, Ill. 38.5 87.9 IV 1,300 1 1972 Sept. 15 Lee County, Ill. 41.6 89.4 V-VI 40,000 1, 5 1973 April 18 St. Clair County, Ill. 38.5 90.2 II-III  1 1974 March 27 St. Louis, Mo. 38.5 90.1   17 1974 April 3 Southern Illinois 38.6 88.1 VI  17 

1974 April 5 Eastern Missouri 38.6 90.9   17 1974 June 5 Kentucky 38.6 84.8   17 

1974 June 5 Southern Illinois 38.6 89.9 V  17 

BRAIDWOOD-UFSAR 2.5-169 TABLE 2.5-8 (Cont'd) 

DATE LOCATION NORTH LATITUDE (&deg;) WEST LONGITUDE 
(&deg;) MAXIMUM INTENSITY (MM) FELT AREA (mi 2)  

REFERENCES*        1974 Aug. 22 Southern Illinois 38.2 89.7 V  17        1976 April 8 Stinesville, Idaho 39.3 86.8 V  18  

BRAIDWOOD-UFSAR 2.5-170 TABLE 2.5-8 (Cont'd)
REFERENCES
: 1. State of Indiana, Computer L ist of Earthquak e Epicenters of the Midwestern Unite d States, Depart ment of Natural Resources, Geolo gical Survey, 1975. 
: 2. J. Docekal, Eart hquakes of the Stable Interior with Emphasis on the Midcontinent, Ph.D. dissertat ion, University of Nebraska, Lincoln, two volumes, 1971. 
: 3. J.L. Coffman and C.A. von Hake, eds., Earthq uake History of the United States, U.S.
Dept. of Commerce, NOAA, Environmental Data Ser vice, Boulder, Col o., Publication 41-1 (revised edition thr ough 1970, 1973). 
: 4. B.C. Moneymaker, Some Earthquakes in T ennessee and Adjacent States (1699 to 1850), Tennessee Academy of Sciences Journal, 29, 3:224-233, 1954. 
: 5. P.C. Heigold, Notes on the Earthquake of September 15, 1972, in Northern Illinois , State Geological S urvey Environmental Geology Notes, N
: o. 59, 1972. 
: 6. R.R. Heinrich, A Contribution to the E arthquake History of Missouri, Seismologi cal Society of Ame rica Bulletin 31, 3:187-244, 1941. 
: 7. B.C. Moneymaker, Tennessee Valley Authority, unpublished report, 1964. 
: 8. E.A. Bradley and T.J. Bennett, Earthquake History of Ohio, Seismological Society of Ameri ca Bulletin 55,4: 745-752, 1965.  
: 9. O.W. Nuttli, State-of-th e-Art for Asse ssing Earthquake Hazards in the U nited States, U.S. Army Waterways Experiment Station, Report 1, Design Eart hquakes for the Central United States, 1973. 
: 10. B.C. Moneymaker, Ear thquakes in Tennessee and Nearby Sections of Neighboring S tates (1901-1925), Ten nessee Academy of Sciences Journal Vol. 32, No. 2, pp. 91-105, 1957. 
: 11. R.R. Heinrich, T he Mississippi Valley Earthquake of June 20, 1947, Seismological So ciety of America B ulletin, Vol. 40:
7-19, 1950. 

BRAIDWOOD-UFSAR 2.5-171 TABLE 2.5-8 (Cont'd) 
: 12. U.S. Coast and Geodetic Survey, United States Earthquakes, 1920-1935 and United States Eart hquakes, 1936-1940, U.S.
Department of Co mmerce, Environmenta l Science Services Administration, Nation al Earthquake Informat ion Center (1968 reissue and 1969 reiss ue, respectively). 
: 13. B.C. Moneymaker, Ear thquakes in Tennessee and Nearby Sections of Neighboring S tates (1926-1950), Ten nessee Academy of Science Journal, Vol. 33, No. 3, pp. 224-239, 1958. 
: 14. E.F. Pawlowicz, Eart hquake Statistics for Ohio, Ohio Journal of Science 2:1 03, March 1975. 
: 15. B.C. Moneymaker, Earthquakes of Kentucky, unpublished, Tennessee Valley Authority (undated). 
: 16. C.G. Rockwood, Notes on American Earthquakes, American Journal of Science Vol. 21, No. 13, 3rd series, 1884. 
: 17. U.S. Geological Survey, Preliminary Determination of Epicenters, USGS monthly publica tion, March, April, June, August 1974. 
: 18. U.S. Geological Survey, Earthquake Information, USGS Bulletin, bimonthly publicatio n, Vol. 8, No. 4, July-August 1976, Vol. 8, No. 5, September-October 1976. 

BRAIDWOOD-UFSAR 2.5-172 TABLE 2.5-9 EARTHQUAKES OCCURRING OV ER 200 MILES FROM THE SITE FELT AT THE BRAIDWOOD SITE DISTANCE MODIFIED    FROM MERCALLI  EPICENTER LOCATION FELT AREASITE DATE INTENSITY LOCALITY (&deg;N. LAT.)(&deg;W. LONG.)(mi
: 2) (mi)       1811 XI Northeastern Arkansas 35.5 90.5 2,000,000420 December 16  Gulf Coast Tectonic Province    

1812 X-XI New Madrid, Missouri 36.6 89.5 2,000,000330 January 23  Gulf Coast Tectonic      Province          1812 XI-XII New Madrid, Missouri 36.6 89.5 2,000,000330 February 7  Gulf Coast Tectonic Province    

1886 X Charleston, South Carolina32.9 80.0 2,000,000730 August 31  Atlantic Coast Tectonic      Province    

1895 VIII Charleston, Missouri 37.0 89.4 1,000,000300 October 31  Gulf Coast Tectonic      Province    

1935 VI Timiskaming, Canada 46.8 79.1 1,000,000580 November 1  Laurentian Shield Sub-Province of Central Stable Interior    

1968 VII Southern Illinois 38.0 88.5 580,000225 November 9  Central Stable Interior    

BRAIDWOOD-UFSAR 2.5-173 TABLE 2.5-10 DIRECT SHEAR TEST DATA PLANT SITE BORINGS

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  NORMAL PRESSURE (lb/ft 2)  YIELD STRENGTH (lb/ft 2)  PEAK STRENGTH (lb/ft 2)         A-2 582.0 SP 19.8 106 1000 615 920         A-3 587.3 SP 19.6 106 1000 625 940         A-3 557.3 SP 13.4 118 3500 2140 3200         A-5 568.5 SP 13.3 121 3000 2100 3150         A-6 590.2 SW.SP 18.1 110 1000 550 820 

BRAIDWOOD-UFSAR 2.5-174 TABLE 2.5-11 STRENGTH TESTS*
COHESIVE SOILS

TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION 

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)         MP-4 569.1 ML 18.5 111.9   2145 MP-7 572.4 ML 13.6 124.6 2400 6000  

MP-8 572.2 ML 8.5 136 2150 13680  

MP-8 567.2 ML 7.7 138 2600 9040 MP-8 562.2 ML 14.1 118.8 3000 6800 MP-10 571.8 ML 17.3 113.8 2360 1780  

MP-10 566.8 ML 17.7 112.7 2800 960  

MP-10 561.8 ML 7.7 137.8 3230 7000  

MP-12 574.3 ML 20.1 110.9 1900 3310  

MP-12 569.3 ML 7.1 139.9 2325 6980          MP-12 564.3 ML 8.6 134.9 2750 11640 BRAIDWOOD-UFSAR 2.5-175 TABLE 2.5-11 (Cont'd)
TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)        MP-13 564.5 ML 8.6 136.2 2750 6560          MP-15 573.2 ML 11.0 130.2 8640 13340  

MP-15 563.2 ML 8.5 136.0 8640 16760  

MP-15 559.5 ML 5.7 139.1 8640 12200  

MP-19 572.5 ML 19.5 113.9 8640 8920  

MP-19 567.5 ML 9.6 135.2 8640 8780 MP-20 562.1 ML 11.3 131.2 2800 5740 MP-24 577.3 ML 11.2 130.9 1500 9260  

MP-24 571.8 ML 9.3 132.3 1900 4560  

MP-24 566.8 ML 12.4 125.6 2400 1965  

MP-25 576.9 ML 9.0 135.2 1500 5000 MP-25 571.9 ML 8.9 136.2 1970 10920 MP-28 571.7 ML 13.9 118.0 8640 1250  

MP-28 566.7 ML 8.4 134.9 2800 9000 BRAIDWOOD-UFSAR 2.5-176 TABLE 2.5-11 (Cont'd)
TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION 

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)         MP-29 575.5 ML 9.8 132.7   9400 

MP-29 564.5 ML 12.2 124.0   2600         MP-30 570.7 ML 10.9 127   9360* 

MP-30 573.7 ML 11.0 140.3   7680* 

MP-30 575.2 ML 12.0 131.3 60 6240*  

MP-30 563.2 ML 10.3 131   5520* 

MP-30 566.2 ML 10.1 131   6960*         MP-35 582.6 ML 17.8 106.9   520 

MP-35 562.6 ML 9.2 134.4   7060 

MP-35 572.6 ML 8.4 135.6   11860 

MP-40 581.8 ML 11.4 125.8 1500 6320  

MP-40 576.8 ML 10.2 131.8 1940 1360 MP-40 571.8 ML 9.3 134.2 2380 10400  

BRAIDWOOD-UFSAR 2.5-177 TABLE 2.5-11 (Cont'd)
TRIAXIAL COMPRESSION (UU)  UNCONFINED COMPRESSION 

BORING NO.
ELEVATION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)  SHEAR STRENGTH (lb/ft 2)         MP-40 566.8 ML 9.3 134.2 2800 7960  

MP-42 575.1 ML 12.3 127.1   2760         MP-42 573.1 ML 10.3 132.5   800 

MP-42 565.1 ML 9.9 131.3   1560 

MP-56 577.5 ML 11.9 130.5 8640 8900  

MP-56 572.5 ML 10.4 132.0 8640 15840  

MP-56 567.5 ML 12.3 127.1 8640 3580          MP-56 562.5 ML 9.1 134.1 2800 6400  

MP-65 571.6 ML 16.7 115.3 8640 3600  

MP-65 561.6 ML 12.9 122.6 8640 8860  

LSH-1 579.2 ML 9.7 134.1   13600 

LSH-1 574.2 ML 9.2 133.7 8640 12660  

  *Strength tests were p erformed on samples of 4-inch diameter. 

BRAIDWOOD-UFSAR 2.5-178 TABLE 2.5-12 TRIAXIAL COMPRESSION (CU) TESTS COHESIONLESS SOILS

BORING NO.
ELEVA-TION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%)  FIELD  DRY DENSITY (lb/ft 3)  CONFINING PRESSURE (lb/ft 2)  SHEAR STRENGTH* (lb/ft 2)        A-17 583.5 SP 19.4 106.7 1495 ' tan 44        A-18 595.9 SP 20.2 99.8 1080 ' tan 36  

 *' = Effective Normal Stress.
BRAIDWOOD-UFSAR 2.5-179 TABLE 2.5-13 DENSITY TEST DATA PLANT SITE ASTM D2049 ASTM D1557 

LOCATION  DEPTH (ft) IN SITU DRY DENSITY (lb/ft 3) MINIMUM DRY DENSITY (lb/ft 3) MAXIMUM DRY DENSITY (lb/ft 3) RELATIVE DENSITY (%) MAXIMUM DRY DENSITY (lb/ft 3)        TP 1 3 103 90 112 64 ---  8 117 107 130 48 ---        TP 2 3 104 87 110 78 ---  8 98 96 119 10.5 ---        MP-14, MP-31 0-10 99 84 109 67 108  10-17 103 91 110 67 105  0-17 100 91 112 48 107        Plant Borings (Blended) 0-22 --- 97 121 -- --- 

Ditch Bank (Bulk Samples) 0-5 ---
89 111 -- 110  0-5 --- 86 111 -- 108  5-10 --- 91 113 --
110  5-10 --- 86 110 --
110  10-15 --- 93 112 --
107  10-15 --- 92 116 -- 
---
BRAIDWOOD-UFSAR 2.5-180 TABLE 2.5-14 

==SUMMARY==
OF BORINGS

BORING  SURFACE ELEVATION (ft)  DEPTH TO ROCK  (ft) BEDROCK SURFACE ELEVATION (ft)  TOTAL DEPTH OF HOLE (ft)      A-1 593.9 41.0 552.9 276.0 A-2 593.0 36.0 557.0 276.0 A-3 598.3 41.0 557.3 308.0 A-4 592.6 32.0 560.6 164.0 A-5 598.5 49.0 549.5 149.0 A-6 601.2 44.5 556.7 184.0 A-7 600.6 47.5 553.1 184.0 A-8 601.7 46.0 555.7 168.0 A-9 598.5 36.0 562.5 157.5 A-10 597.8 41.0 556.8 158.0 A-11 602.0 41.0 561.0 163.5 P-3 599.2 50.0 549.2 305.0 P-6 595.6 50.0 545.6 232.0 P-10 596.8 61.0 535.8 178.0 H-1 600.9 48.0 552.9 158.0 H-2 598.9 45.0 553.9 162.5 H-3 599.2 42.5 556.7 157.5 H-4 595.1 47.0 548.1 157.5 H-5 599.2 37.5 561.7 37.5 L-1 564.1 45.0 519.1 255.0 L-2 587.7 72.5 515.2 312.0 L-3 589.0 57.0 532.0 286.0 L-4 581.6 35.0 546.6 345.0 A-12 592.5 48.5 544.0 176.5 A-13 589.3 41.0 548.3 168.0 A-14 598.8 43.0 555.8 194.0 A-15 597.1 45.0 552.1 205.0 A-16 591.7 46.0 545.7 188.0 A-17 599.0 38.5 560.5 186.5 A-18 601.4 39.0 562.4 194.0 MP-1 598.0 45.0 553.0 164.0 MP-2 600.2 44.7 555.5 102.0 MP-3 600.5 40.7 559.8 112.0 MP-4 599.6 40.0 559.6 102.5 MP-5 601.6 42.0 559.6 103.0 MP-6 601.7 34.7 567.0 110.0 MP-7 602.9 41.2 561.7 110.0 MP-8 600.2 40.0 560.2 102.5
____________________
Note:  All elevation s refer to USGS datum.
BRAIDWOOD-UFSAR 2.5-181 TABLE 2.5-14 (Cont'd) 

BORING  SURFACE ELEVATION (ft)  DEPTH TO ROCK (ft) BEDROCK SURFACE ELEVATION (ft)  TOTAL DEPTH OF HOLE (ft)      MP-9 601.7 44.0 557.7 119.5 MP-10 602.3 44.0 558.3 102.0 MP-11 600.1 44.0 556.1 106.0 MP-12 599.3 42.0 557.3 104.0 MP-13 599.5 41.5 558.0 104.0 MP-14 599.4 44.0 555.4 164.0 MP-15 598.2 43.0 555.2 163.0 MP-16 598.8 40.0 558.8 105.0 MP-17 599.6 40.0 559.6 172.0 MP-18 598.9 36.5 562.4 190.0 MP-19 598.0 39.0 559.0 182.0 MP-20 597.6 41.0 556.6 107.0 MP-21 597.9 40.0 557.9 106.0 MP-22 599.3 39.0 560.3 110.0 MP-23 598.5 40.0 558.5 167.0 MP-24 597.8 38.0 559.8 157.0 MP-25 597.4 32.0 565.4 165.0 MP-26 599.3 40.0 559.3 169.0 MP-27 603.0 40.0 563.0 185.0 MP-28 602.2 41.0 561.2 190.5 MP-29 601.0 39.5 560.5 190.0 MP-30 601.2 39.5 561.7 190.0 MP-31 597.8 38.5 559.3 115.0 MP-32 603.3 40.0 563.3 118.0 MP-33 601.1 39.5 561.6 165.0 MP-34 600.0 39.5 560.5 174.0 MP-35 603.1 42.0 561.1 185.0 MP-36 602.6 41.5 561.1 169.0 MP-37 600.2 40.0 560.2 109.0 MP-38 602.7 40.0 562.7 185.0 MP-39 600.8 36.0 564.8 187.0 MP-40 602.3 40.5 561.8 195.0 MP-41 602.3 36.4 565.9 110.0 MP-42 603.1 40.0 563.1 189.5 MP-43 599.5 39.0 560.5 120.0 MP-44 599.5 40.0 559.5 110.0 MP-45 601.7 42.5 559.2 185.0 MP-46 598.9 36.5 562.4 110.0 MP-47 601.2 39.0 562.0 115.0 MP-48 599.5 39.5 560.0 186.0 MP-49 598.3 39.0 559.3 110.0 MP-50 601.7 40.0 561.7 120.0 MP-51 602.2 40.0 562.2 120.0 MP-52 601.8 40.0 561.8 181.0 

BRAIDWOOD-UFSAR 2.5-182 TABLE 2.5-14 (Cont'd) 

BORING  SURFACE ELEVATION (ft)  DEPTH TO ROCK (ft) BEDROCK SURFACE ELEVATION (ft)  TOTAL DEPTH OF HOLE (ft)      MP-53 600.7 41.5 559.2 52.0 MP-54 598.6 38.5 560.1 49.0 MP-55 603.1 40.0 563.1 52.0 MP-56 603.0 45.0 558.0 46.5 MP-57 598.9 47.0 551.9 48.0 MP-58 599.3 39.0 560.3 41.0 MP-59 597.4 43.0 554.0 43.0 MP-60 594.6 ----- ----- 40.0 MP-61 599.7 ----- ----- 36.5 MP-62 600.0 34.9 656.1 35.5 MP-63 603.6 40.0 563.6 110.5 MP-64 599.8 40.0 559.8 98.5 MP-65 597.1 38.0 559.1 98.3 MP-66 597.7 39.7 558.0 87.5 MP-67 599.3 39.5 559.8 39.8 MP-68 602.2 42.2 560.0 42.5 LSH-1 599.7 33.5 566.2 95.0 HS-1 597.2 46.0 551.2 56.0 HS-2 598.1 44.0 554.1 54.0 HS-3 599.5 52.0 547.5 57.2 HS-4 598.3 50.0 548.3 60.0 HS-5 596.5 46.0 550.5 56.0 HS-6 597.7 42.0 555.7 52.0 HS-7 599.7 44.0 555.7 54.0 HS-8 599.3 43.5 555.8 53.5 HS-9 596.2 46.0 550.2 56.0 HS-10 598.8 49.0 549.8 59.0 HS-11 599.5 44.0 555.5 54.0 HS-12 598.2 43.5 554.7 53.5 HS-13 599.8 ----- ----- 31.5 HS-14 597.9 ----- ----- 27.0 HS-15 593.7 ----- ----- 18.5 HS-16 598.3 ----- ----- 24.5 HS-17 598.4 ----- ----- 26.5 HS-18 590.1 ----- ----- 14.0 

BRAIDWOOD-UFSAR 2.5-183 TABLE 2.5-15 

==SUMMARY==
OF SHALLOW P IEZOMETER INSTALLATIONS

BORING GROUND SURFACE ELEVATION (ft)  DEPTH TO BOTTOM OF WELL-POINT SCREEN (ft)  

GEOLOGIC HORIZON WATER ELEVATION (ft)  

DATE       A-4 592.6 15.5 Dolton Member 590.9 11/1/72     590.5 4/14/73 

A-5 598.5 20.5 Dolton Member 587.0 11/1/72     588.7 4/14/73 

A-7 600.6 25.5 Dolton Member 590.7 11/1/72     593.2 4/14/73 

A-8 601.7 19.0 Dolton Member 594.7 11/1/72     598.3 4/14/73 

A-9 598.5 22.0 Dolton Member 590.1 11/1/72 A-10 597.8 27.0 Dolton Member 589.6 11/1/72 A-11 602.0 26.5 Dolton Member 592.2 11/1/72       H-1 600.9 24.0 Dolton Member 582.0 11/1/72       H-2 598.9 22.0 Dolton Member 580.3 11/1/72     579.8 4/14/73 

H-3 599.2 24.0 Dolton Member 583.1 11/1/72 H-4 595.1 17.5 Dolton Member 584.6 11/1/72     585.8 4/14/73 

P-10 596.8 52.0 Residual Soil 560.6 10/19/72 BRAIDWOOD-UFSAR 2.5-184 TABLE 2.5-15 (Cont'd) 

BORING GROUND SURFACE ELEVATION (ft)  DEPTH TO BOTTOM OF WELL-POINT SCREEN (ft)  

GEOLOGIC HORIZON WATER ELEVATION (ft)  

DATE       MP-8 600.2 16.0 Dolton Member 596.1 4/24/73 MP-30 601.2 16.0 Dolton Member 598.3 4/24/73 MP-43 599.5 16.0 Dolton Member 599.0 4/24/73 MP-46 598.9 16.0 Dolton Member 597.1 4/24/73 

BRAIDWOOD-UFSAR 2.5-185 TABLE 2.5-16 

==SUMMARY==
OF DEEP PIEZOMETER I NSTALLATIONS

BORING GROUND SURFACE ELEVATION (ft)  DEPTH OF SCREENED ZONE (ft)
GEOLOGIC HORIZON  WATER ELEVATION (ft)  

DATE A-1 593.9 Below 45 Carbondale
*579.910/19/72  Formation A-2 593.0 Below 50 Carbondale*
579.410/19/72  Formation

A-3 598.3 Below 41 Carbondale*
593.110/19/72  Formation595.94
/14/73  A-6 601.2 Below 50 Carbondale*
588.210/19/72  Formation    H-2 598.9 148-158Ft. Atkinson536.14
/14/73  Limestone H-4 595.1 147-157Ft. Atkinson530.74
/14/73  Limestone

P-3 601.4 Below 50Carbondale*526.710
/19/72  Formation

P-6 599.0 Below 50Carbondale*543.610
/19/72  Formation 

Mine Vent 599.08
** 578.310/19/72 Shaft***                        
   *Uppermost formation. 
 **Elevation of r eference point. 
***Located in the SW 1/4 of the NE 1/4  of the NW 1/4  of Se ction 20, T.32N., R.9E.
BRAIDWOOD-UFSAR 2.5-186 TABLE 2.5-17 SEISMIC REFRACTION SURVEY:

==SUMMARY==
OF COMPUTED DEPTHS AND CORRESP ONDING COMPRESSION AL WAVE VELOCITIES SHOT POINT  d 0  V 1  d 1  V 2  d 2  V 3  d 3  V 4  d 4  V 5            0+00 0 1000 8.5 6000 51 8500 151 16,000 2+50 0 1000 8.5 6000 51 8500 151 16,000 5+00 0 1000 10 6000 39.5 8500 154.5 16,000 7+50 0 1000 10  6000 44 8500 159  16,000 10+00 0 1000 12  6000 46 8500 86* 10,000 201 16,000 

10+00 0 1000 12 6000 46 8500 159 16,000 12+00 0 1000 11 6000 53 8400 152 16,000 15+00 0 1000 11 6000 49 8400 167.5 16,000   17+50 0 1000 11 6000 50 8400 163.5 16,000   20+00 0 1000 10 6000 39.5 8500 168 16,000 SEISMIC LINE 2 0+50 0 1000 10.5 6000 50.5 9000 130 17,000 3+50 0 1000 11  6000 42 9000 153 17,000 5+50 0 1000 10.5 6000 54.5 9000 144.5 17,000 8+50 0 1000  9 6000 42.5 9000 153.5 17,000 10+00 0 1000 12.5 6000 52.5 9000 160.5 17,000 11+50 0 1000 16  6000 52 8500 190 17,000 12+50 0 1000 10  6000 50 9000 155 17,000 16+00 0 1000  9 6000 49 9000 171 17,000 18+00 0 1000 10.5 6000 42.5 9000 161 17,000 20+00 0 1000 11.5 6000 61.5 9000 167.5 17,000 

BRAIDWOOD-UFSAR 2.5-187 TABLE 2.5-17 (Cont'd)
SHOT POINT  d 0  V 1  d 1  V 2  d 2  V 3  d 3  V 4  d 4  V 5 SEIMIC LINE 1A**
0+00 0 1000 15 7000 51 8000 154 20,000 2+50 0 1000 13.6 6300 56 7400 130 20,400   5+00 0 1000 10.6 6400 53 8000 122 14,000   7+50 0 1000 12.2 6200 56 8500 127 14,000 10+00 0 1000 10.1 6000 51 8700 141 15,500   

____________________
Notes:  1. For seismic line plan lo cation, see Figu re 2.5-55. 
: 2. d = Depth, feet. 

V = Compressional wave v elocity, feet per second. 

(The subscript on de pth indicates the top of a given layer, and on velocity, t he compressional wave velocity for that layer.) 

 *Hidden layer case. 

**Data were corrected to a 600-foot elevation datum. 

BRAIDWOOD-UFSAR 2.5-188 TABLE 2.5-18 SURFACE WAVE DATA

OBSERVED WAVE WAVE TYPE  PREDOMINANT PARTICLE MOTION  PREDOMINANT FREQUENCY (Hz)  APPARENT WAVELENGTH (ft)  APPARENT VELOCITY (ft/sec) OBSERVED LENGTH OF WAVE TRAIN (cycles)        1 Rayleigh Longitudinal 9.5 120 1150 4   Transverse 2 Unknown Longitudinal 13.5 47 635 6   Transverse 3 Love Longitudinal 10.0 52 520 5 

BRAIDWOOD-UFSAR 2.5-189 TABLE 2.5-19 AMBIENT GROUND MOTIO N MEASUREMENTS September 28, 1972)
AMBIENT FREQUENCY* GROU ND MOTION**, X 10
-3 STATION (Hz)   TRANS. VERT. LONG.        1 5.5, 8.5, 9.0, Displacement (in.) .0055 .00125 .00375 11.0, 12.5, 14.5      (Near Boring A-6) 10.0, 12.5, 16.5 Acceleration (in./s/s).192 .0417 .0917  6.5, 7.0, 8.5, 9.0,Velocity (in./s) .305 .0805 .255 10.0 , 11.0, 12.5,       14.5, 16.5 2 10.0 , 12.5 Displacement (in.) .00125  - .00175 9.0, 16.5 Acceleration (in./s/s).0417 .025  (Near Borings A-3) 6.5, 10.0 , 12.5, Velocity (in./s) .140 .025 .110 (See Figure 2.5-55) 20.0, 25.0             3 4.5 Displacement (in.) .00075 - .00075 8.5, 12.5 , 25.0 Acceleration (in./s/s).025 .0333 .0166 (Near Boring A-1) 4.5 , 5.0 , 5.5, Velocity (in./s) .175 .095 .125  10.0, 11.0, 12.5,      

14.5 , 16.5       

____________________ 

 *Predominant frequenc ies are underlined. 
**Trans. = transverse. 

Vert. = vertical. 

Long. =
longitudinal. 

BRAIDWOOD-UFSAR 2.5-190 TABLE 2.5-20 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-1 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           48.0 to  58.0 48.0 4.30 30.0 69.3 89.76 3.57 86.19 244.47 2.36-04 48.0 to  58.0 48.0 7.20 50.0 115.4 135.94 10.01 125.92 280.19 2.71-04 48.0 to  58.0 48.0 4.70 30.0 69.3 89.76 4.27 85.49 269.39 2.60-04 55.0 to  68.0 55.0 5.30 40.0 92.3 112.85 6.36 106.49 198.84 1.92-04 58.0 to  68.0 58.0 5.00 40.0 92.3 112.85 5.66 107.19 228.58 2.21-04 58.0 to  68.0 58.0 10.40 60.0 138.5 159.02 24.49 134.53 378.82 3.66-04 58.0 to  68.0 58.0 4.50 40.0 92.3 112.85 4.59 108.26 203.68 1.97-04 68.0 to  78.0 68.0 3.60 50.0 115.4 135.94 3.37 132.57 133.07 1.29-04 68.0 to  78.0 68.0 5.10 50.0 115.4 135.94 6.76 129.18 193.46 1.87-04 68.0 to  78.0 68.0 12.00 70.0 161.6 182.11 37.40 144.71 406.36 3.93-04 68.0 to  78.0 68.0 7.10 50.0 115.4 135.94 13.09 122.84 283.23 2.68-04 78.0 to  88.0 78.0 0.09 60.0 138.5 159.02 0.00 159.02 2.77 2.68-06 78.0 to  88.0 78.0 9.60 80.0 184.7 205.20 27.01 178.19 264.00 2.55-04 78.0 to  88.0 78.0 7.10 60.0 138.5 159.02 14.77 144.25 241.19 2.33-04 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 88.0 to  98.0 88.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.30 60.0 138.5 159.02 0.04 158.98 9.25 8.94-06 118.0 to 128.0 118.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

BRAIDWOOD-UFSAR 2.5-191 TABLE 2.5-20 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           128.0 to 148.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 128.0 to 148.0 128.0 0.50 90.0 207.8 228.28 0.12 228.16 6.22 6.01-06 128.0 to 148.0 128.0 0.30 60.0 138.5 159.02 0.04 158.98 5.35 5.18-06 148.0 to 161.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 161.0 148.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 148.0 to 161.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

____________________
Notes:  1. Gauge height above ground = 2.0 ft 4. Depth of water table = 18.5 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 35 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7 in. 

BRAIDWOOD-UFSAR 2.5-192 REVISION 7 - DECEMBER 1998 TABLE 2.5-21 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-2 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           48.0 to  58.0 48.0 0.00 30.0 69.3 89.76 0.00 89.76 0.00 0.00 48.0 to  58.0 48.0 0.00 50.0 115.4 135.94 0.00 135.94 0.00 0.00 48.0 to  58.0 48.0 0.00 30.0 69.3 89.76 0.00 89.76 0.00 0.00 58.0 to  68.0 58.0 0.06 40.0 92.3 112.85 0.00 112.85 2.61 2.52-06 58.0 to  68.0 58.0 0.20 60.0 138.5 159.02 0.01 159.01 6.16 5.96-06 58.0 to  68.0 58.0 0.09 40.0 92.3 112.85 0.00 112.85 3.91 3.78-06 68.0 to  78.0 68.0 0.16 50.0 115.4 135.94 0.01 135.93 5.77 5.58-06 68.0 to  78.0 68.0 7.40 70.0 161.6 182.11 14.22 167.89 215.99 2.09-04 68.0 to  78.0 68.0 2.90 50.0 115.4 135.94 2.18 133.75 106.25 1.03-04 68.0 to  78.0 68.0 4.60 60.0 138.5 159.02 5.50 153.53 146.82 1.42-04 68.0 to  78.0 68.0 7.30 70.0 161.5 182.11 13.84 168.27 212.59 2.06-04 78.0 to  88.0 78.0 7.50 60.0 138.5 159.02 16.48 142.54 257.84 2.49-04 78.0 to  88.0 78.0 8.70 70.0 161.6 182.11 22.18 159.93 266.57 2.58-04 78.0 to  88.0 78.0 10.00 80.0 184.7 205.20 29.30 175.89 278.60 2.69-04 78.0 to  88.0 78.0 8.80 70.0 161.6 182.11 22.69 159.42 270.50 2.62-04 78.0 to  88.0 78.0 7.80 60.0 138.5 159.02 17.83 141.19 270.71 2.62-04 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 88.0 to  98.0 88.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 88.0 to  98.0 88.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 98.0 to 108.0 98.0 0.30 60.0 138.5 159.02 0.03 158.99 9.25 8.94-06 98.0 to 108.0 98.0 0.40 90.0 207.8 228.28 0.06 228.23 8.59 8.31-06 98.0 to 108.0 98.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 108.0 to 118.0 108.0 0.00 90.0 207.5 228.28 0.00 228.28 0.00 0.00 108.0 to 118.0 108.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 118.0 to 128.0 118.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 118.0 to 128.0 118.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 128.0 to 138.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

BRAIDWOOD-UFSAR 2.5-193 TABLE 2.5-21 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gpm) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           128.0 to 138.0 128.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 128.0 to 138.0 128.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 138.0 to 148.0 138.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 138.0 to 148.0 138.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 158.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 148.0 to 158.0 148.0 0.00 90.0 207.8 228.28 0.00 228.28 0.00 0.00 148.0 to 158.0 148.0 0.00 60.0 138.5 159.02 0.00 159.02 0.00 0.00 

____________________ Notes:  
: 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 18.5 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 37 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7000 in. 

BRAIDWOOD-UFSAR 2.5-194 TABLE 2.5-22 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-3 INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           45.5 to  52.5 45.5 0.00 25.0 57.7 76.72 0.00 76.72 0.00 0.00 45.5 to  52.5 45.5 0.00 40.0 92.3 111.35 0.00 111.35 0.00 0.00 52.5 to  62.5 52.5 1.50 30.0 69.3 88.26 0.47 87.79 83.72 8.10-05 52.5 to  62.5 52.5 7.40 50.0 115.4 134.43 11.40 123.04 294.72 2.85-04 52.5 to  62.5 52.5 2.10 30.0 69.3 88.26 0.92 87.34 117.82 1.14-04 62.5 to  72.5 62.5 1.20 45.0 103.9 122.89 0.35 122.54 47.99 4.64-05 62.5 to  72.5 62.5 6.80 60.0 138.5 157.52 11.16 146.36 227.67 2.20-04 62.5 to  72.5 62.5 2.20 45.0 103.9 122.89 1.17 121.72 88.57 8.56-05 72.5 to  82.5 72.5 1.60 50.0 115.4 134.43 0.70 133.73 58.63 5.67-05 72.5 to  82.5 72.5 5.80 70.0 161.6 180.61 9.24 171.37 165.85 1.60-04 72.5 to  82.5 72.5 3.30 50.0 115.4 134.43 2.99 131.44 123.03 1.19-04 82.5 to  92.5 82.5 1.40 50.0 115.4 134.43 0.60 133.83 51.26 4.96-05 82.5 to  92.5 82.5 2.10 70.0 161.6 180.61 1.36 179.25 57.41 5.55-05 82.5 to  92.5 82.5 1.50 50.0 115.4 134.43 0.69 133.74 54.96 5.31-05 92.5 to 102.5 92.5 8.10 55.0 127.0 145.98 22.39 123.58 321.18 3.11-04 92.5 to 102.5 92.5 13.50 75.0 173.2 192.15 62.21 129.94 509.09 4.92-04 92.5 to 102.5 92.5 10.60 55.0 127.0 145.98 38.35 107.63 482.62 4.67-04 102.5 to 112.5 102.5 11.50 55.0 127.0 145.98 49.55 96.43 584.37 5.65-04 102.5 to 112.5 102.5 14.40 75.0 173.2 192.15 77.68 114.47 616.45 5.96-04 102.5 to 112.5 102.5 11.60 55.0 127.0 145.98 50.41 95.57 594.79 5.75-04 112.5 to 122.5 112.5 12.40 60.0 138.5 157.52 62.72 94.80 640.98 6.20-04 112.5 to 122.5 112.5 14.10 75.0 173.2 192.15 81.10 111.05 622.18 6.02-04 112.5 to 122.5 112.5 11.40 60.0 138.5 157.52 53.02 104.51 534.54 5.17-04 122.5 to 132.5 122.5 0.60 60.0 138.5 157.52 0.16 157.36 18.68 1.81-05 122.5 to 132.5 122.5 1.10 80.0 184.7 203.70 0.53 203.16 26.53 2.57-05 122.5 to 132.5 122.5 0.90 60.0 138.5 157.52 0.36 157.16 28.06 2.71-05 132.5 to 142.5 132.5 0.20 65.0 150.1 169.07 0.02 169.05 5.80 5.61-06 132.5 to 142.5 132.5 0.50 85.0 196.2 215.24 0.12 215.12 11.39 1.10-05 132.5 to 142.5 132.5 0.30 65.0 150.1 169.07 0.04 169.02 8.70 8.41-06 

BRAIDWOOD-UFSAR 2.5-195 TABLE 2.5-22 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           142.5 to 152.5 142.5 0.30 65.0 150.1 169.07 0.05 169.02 8.70 8.41-06 142.5 to 152.5 142.5 0.40 85.0 196.2 215.24 0.08 215.16 9.11 8.81-06 142.5 to 152.5 142.5 0.20 65.0 150.1 169.07 0.02 169.05 5.80 5.61-06 152.5 to 162.5 152.5 0.30 70.0 161.6 180.61 0.05 180.56 8.14 7.87-06 152.5 to 162.5 152.5 1.00 90.0 207.8 226.78 0.54 226.24 21.66 2.09-05 152.5 to 162.5 152.5 0.70 70.0 161.6 180.61 0.27 180.34 19.02 1.84-05 

____________________ 

Notes:  1. Gauge height above ground = 2.0 ft 4. Depth of water table = 17.0 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 35 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7 in. 

BRAIDWOOD-UFSAR 2.5-196 TABLE 2.5-23 WATER-PRESSURE TEST RESULTS:  BOREHOLE H-4

INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           50.0 to  57.0 50.0 0.00 20.0 46.2 65.17 0.00 65.17 0.00 0.00  50.0 to  57.0 50.0 0.00 40.0 92.3 111.35 0.00 111.35 0.00 0.00  50.0 to  57.0 50.0 0.00 20.0 46.2 65.17 0.00 65.17 0.00 0.00  57.0 to  67.0 57.0 0.00 30.0 69.3 88.26 0.00 88.26 0.00 0.00  57.0 to  67.0 57.0 0.00 50.0 115.4 134.43 0.00 134.43 0.00 0.00  57.0 to  67.0 57.0 0.00 30.0 69.3 88.26 0.00 88.26 0.00 0.00  67.0 to  77.0 67.0 0.30 40.0 92.3 111.35 0.02 111.32 13.21 1.28-05  67.0 to  77.0 67.0 0.60 60.0 138.5 157.52 0.09 157.43 18.68 1.81-05  67.0 to  77.0 67.0 0.30 40.0 93.3 111.35 0.02 111.32 13.21 1.28-05  77.0 to  87.0 77.0 0.00 45.0 103.9 122.89 0.00 122.89 0.00 0.00  77.0 to  87.0 77.0 0.20 65.0 150.1 169.07 0.01 169.05 5.80 5.61-06  77.0 to  87.0 77.0 0.05 45.0 103.9 122.89 0.00 122.89 1.99 1.93-06  87.0 to  97.0 87.0 3.10 50.0 115.4 134.43 3.10 131.33 115.67 1.12-04  87.0 to  97.0 87.0 7.50 70.0 161.6 180.61 18.17 162.44 226.25 2.19-04  87.0 to  97.0 87.0 4.70 50.0 115.4 134.43 7.14 127.30 180.92 1.75-04  97.0 to 107.0 97.0 0.00 50.0 115.4 134.43 0.00 134.43 0.00 0.00  97.0 to 107.0 97.0 0.70 70.0 161.6 180.61 0.17 180.43 19.01 1.84-05  97.0 to 107.0 97.0 0.05 50.0 115.4 134.43 0.00 134.43 1.82 1.76-06 107.0 to 117.0 107.0 1.60 60.0 138.5 157.52 1.00 156.52 50.09 4.84-05 107.0 to 117.0 107.0 1.80 80.0 184.7 203.70 1.26 202.43 43.57 4.21-05 107.0 to 117.0 107.0 0.80 60.0 138.5 157.52 0.25 157.27 24.93 2.41-05 116.0 to 127.0 116.0 0.90 60.0 138.5 157.52 0.34 157.18 26.06 2.52-05 116.0 to 127.0 116.0 2.10 80.0 184.7 203.70 1.87 201.83 47.36 4.58-05 116.0 to 127.0 116.0 0.40 60.0 138.5 157.52 0.07 157.45 11.56 1.12-05 127.0 to 137.0 127.0 0.10 65.0 150.1 169.07 0.00 169.06 2.90 2.80-06 127.0 to 137.0 127.0 0.20 85.0 196.2 215.24 0.02 215.22 4.55 4.40-06 127.0 to 137.0 127.0 0.15 65.0 150.1 169.07 0.01 169.06 4.35 4.20-06 137.0 to 147.0 137.0 0.10 70.0 161.6 180.61 0.00 180.60 2.71 2.62-06 

BRAIDWOOD-UFSAR 2.5-197 TABLE 2.5-23 (Cont'd)
INTERVAL VERTICAL DISCHARGE OF GAUGE WATER COLUMN FRICTON TOTAL PERMEABILITY TESTED DEPTH WATER LOSS PRESSURE PRESSURE HEAD LOSS HEAD K (ft) (ft) (gal/min) (psi) (ft) (ft) (ft) (ft) (ft/yr) (cm/sec)           137.0 to 147.0 137.0 0.30 90.0 207.8 226.78 0.04 226.74 6.48 6.27-06 137.0 to 147.0 137.0 0.15 70.0 161.6 180.61 0.01 180.60 4.07 3.94-06 147.0 to 157.0 147.0 0.10 80.0 184.7 203.70 0.01 203.69 2.41 2.33-06 147.0 to 157.0 147.0 0.20 100.0 230.9 249.87 0.02 249.85 3.92 3.79-06 147.0 to 157.0 147.0 0.10 80.0 184.7 203.70 0.01 203.69 2.41 2.33-06 

____________________ 

Notes:  
: 1. Gauge height above ground = 2.0 ft 4. Depth of water table = 17.0 ft 2. Angle of hole = 0.0
&deg;  5. Number of tests = 33 3. Diameter of hole = 3.0 in. 6. Length between packers = 10.0 ft   7. Diameter of pipe = 0.7 in. 

BRAIDWOOD-UFSAR 2.5-198 TABLE 2.5-24 

==SUMMARY==
OF PER MEABILITY TESTS

BORING  SAMPLE NO. DEPTH (ft)  UNIFIED SOILS CLASSIFICATION PERMEABILITY K (cm/sec)      H-5 1 0.5 SP 2.212 x 10
-3 2 3.0 SP 1.784 x 10
-3 3 5.5 SP 5.973 x 10
-3 4 8.0 SP 5.647 x 10
-4 5 13.0 SP 7.015 x 10
-4      6 15.5 SP 6.2433 x 10
-4      7 18.0 SP 7.826 x 10
-4 8 20.5 SP 4.483 x 10
-4 9 23.0 SP 3.658 x 10
-4 H-1 8 20.5 SP 8.3 x 10
-3 12 35.5 GM 8.91 x 10
-4 13 38.0 GM 8.24 x 10
-4 14 40.5 GM 8.37 x 10
-4 H-2 6 13.0 SP 5.61 x 10
-3 8 20.5 SP 4.74 x 10
-3 A-1 5 20.0 SP 7.37 x 10
-2 A-3 2 5.5 SP 5.41 x 10
-2 A-5 1 2.5 SP-ML 8.28 x 10
-4 3 9.5 SP 8.84 x 10
-4 A-6 4 16.0 SP 9.68 x 10
-4 Note:  Permeability tests were performed accor ding to ASTM-D2434.
BRAIDWOOD-UFSAR 2.5-199 TABLE 2.5-24 (Cont'd) 

BORING  SAMPLE NO. DEPTH (ft)  UNIFIED SOILS CLASSIFICATION PERMEABILITY K (cm/sec)      P-3 3 10.5 SP 7.72 x 10
-4 4 16.0 SP 7.42 x 10
-4 P-6 2 5.5 SP 7.50 x 10
-4 3 10.0 SP 7.27 x 10
-4 H-4 13 25.5 ML-SL 2.60 x 10
-6      H-3 14 37.0 GM 8.17 x 10
-4      HS-2 1 4.1 SM 1.7 x 10
-3 2 8.0 SP 1.0 x 10
-3 3 14.0 SP 4.1 x 10
-3 4 19.0 SP 10.0 x 10
-3 HS-3 1 4.0 SP 2.6 x 10
-3 2 9.0 SP 4.0 x 10
-3 3 14.0 SP 7.0 x 10
-3 4 19.0 SP 8.0 x 10
-3 5 24.0 SP 7.0 x 10
-3 6 27.8 SP 2.4 x 10
-3      HS-6 2 10.0 SP 2.4 x 10
-3   

BRAIDWOOD-UFSAR 2.5-200 TABLE 2.5-25 

==SUMMARY==
OF PIE ZOMETER READINGS BORING OR TEST PIT  GROUND SURFACE ELEVATION (ft) ELEVATION OF PIEZOMETER TIP (ft)
DATE MEASURED  WATER ELEVATION (ft)      H-1 600.9 576.9 10-29-72 581.9  600.9 576.9 11-01-72 582.0 600.9 576.9 11-22-72 581.0 600.9 442.9 10-29-72 549.7 600.9 442.9 11-22-72 537.2 

H-2 598.9 576.9 10-29-72 582.7 598.9 576.9 11-01-72 580.3 598.9 576.9 11-22-72 579.6 598.9 440.9 10-29-72 555.6  598.9 440.9 11-22-72 533.4 H-3 599.2 575.2 10-29-72 583.0 599.2 575.2 11-01-72 583.1 599.2 575.2 11-22-72 582.5 599.2 437.2 10-29-72 557.0 599.2 437.2 11-22-72 556.5 

H-4 595.1 577.6 10-29-72 584.6 595.1 577.6 11-01-72 584.6 595.1 577.6 11-22-72 584.5  595.1 438.1 10-29-72 530.5  595.1 438.1 11-22-72 529.2 

HS-2 598.1   585.9 HS-3 599.5   587.9 HS-4 598.3   587.2 HS-5 596.5   587.0 HS-6 597.7   589.6 

HS-7 599.7   587.5 HS-8 599.3   588.6 HS-11 599.5   591.0 HS-12 599.2   583.9 HS-13 599.8  02-18-75 585.8 

HS-14 597.9  02-17-75 590.4 HS-15 593.7  02-18-75 584.0 HS-16 598.3  02-17-75 588.2 HS-17 598.4  02-17-75 589.7 HS-18 590.1  02-17-75 583.3 

BRAIDWOOD-UFSAR 2.5-201 TABLE 2.5-25 (Cont'd) 

BORING OR TEST PIT  GROUND SURFACE ELEVATION (ft) ELEVATION OF PIEZOMETER TIP (ft)
DATE MEASURED  WATER ELEVATION (ft)      TP-1 590.1  02-27-75 583.9 TP-2 596.7  03-03-75 582.7 TP-4 594.1  02-28-75 585.0 TP-5 596.6  03-04-75 583.6 TP-6 595.4  03-13-75 582.5 

BRAIDWOOD-UFSAR 2.5-202 TABLE 2.5-26 

==SUMMARY==
OF STATIC AND DYNAMIC PROPERTIES OF SUBSURFACE MATERIALS FORMATION PROPERTY  RECOMPACTED SANDS  WEDRON TILL CARBONDALE SPOON BRAINARD FORT ATKINSON 

SCALES  WISE LAKE DUNLEITH        Approximate elevation (ft) 601 to 579 579 to 561 561 to 461 461 to 421 421 to 327 Below 327 Poisson's ratio       (static or dynamic) 0.41 0.38 0.38 0.32 (0.32)* 0.32        Static modulus of 0.2 x 10 6 0.9 x 10 6 0.1 x 10 8 3.5 x 10 8 1.5 x 10 8 8.0 x 10 8 elasticity, E (lb/ft
: 2) to 1.0 x 10 6 to 5.0 x 10 6 to 0.5 x 10 8 to 7.5 x 10 8 to 3.5 x 10 8 to 10.0 x 10 8        Dynamic modulus of elasticity (lb/ft
: 2)       single-amplitude       shear strain - 1.0%   5,600 5.0 m)(** 0.3 x 10 6            0.1%  36,000 5.0 m)( 1.5 x 10 6            0.01% 127,000 5.0 m)( 5.5 x 10 6 0.8 x 108*** 6.0 x 108*** 2.0 x 108*** 9.5 x 10 8    to 3.5 x 10 8 to 11.0 x 10 8 to 4.5 x 10 8 to 12.0 x 108***        Static modulus of rigidity, G (lb/ft
: 2) 0.07 x 10 6 0.4 x 10 6 0.1 x 10 8 1.5 x 10 8 0.6 x 10 8 3.0 x 10 8  to 0.4 x 10 6 to 2.0 x 10 6 to 0.2 x 10 8 to 3.0 x 10 8 to 1.5 x 10 8 to 4.0 x 10 8        Modulus number 500 5,000 50,000                  exponent 0.5 1.0 1.0 - - - 

BRAIDWOOD-UFSAR 

2.5-203  

REVISION 1 - DECEMBER 1989 TABLE 2.5-26 (Cont'd)
FORMATION 

PROPERTY  RECOMPACTED SANDS  WEDRON TILL CARBONDALE SPOON BRAINARD FORT ATKINSON 

SCALES  WISE LAKE DUNLEITH        Dynamic modulus of rigidity (lb/ft
: 2)              single-amplitude       shear strain - 1.0%  2,000 5.0 m)(** 0.1 x 10 6            0.1% 13,000 5.0 m)(** 0.5 x 10 6            0.01% 45,000 5.0 m)( 2.0 x 10 6 0.3 x 10 8 2.0 x 10 8 0.7 x 10 8 3.5 x 10 8    to 1.0 x 10 8 to 4.0 x 10 8 to 2.0 x 10 8 to 4.5 x 10 8
Damping factor (percent       of critical dumping)              single-amplitude       shear-strain - 1% 26% 20%
0.1% 17% 15%
0.01% 6% 10% 3% 2% 2% 2% 

 *Values in parenthesis are estimated values. 
 **mis mean effective principal stress. 
***These values represent the upper range of the deformation moduli and are valid for  strain levels on the order of 10
-4 to 10-5%. Nomenclature defined in Reference 69.
BRAIDWOOD-UFSAR 

2.5
-204 REVISION 3 -
DECEMBER 1991 TABLE 2.5-27 DYNAMIC TRIAXIAL COMPR ESSION TEST DATA PLANT SITE BORINGS COHESIONLESS SOILS

BORING NO.
ELEVA-TION (ft)  

SOIL TYPE  MOISTURE CONTENT* (%)  DRY DENSITY* (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN 
(%) MODULUS OF  RIGIDITY (lb/ft 2)
DAMPING (%)         A-1 578.9 SP 22.3 105 0.0084 2.04x10 6 6   (Equality   0.0237 1.17x10 6 5   Formation)   0.0363 0.94x10 6 7      0.0489 0.88x10 6 12 (Confining press ure = 1000 lb/ft
: 2)   0.0725 0.75x10 6 13      0.1114 0.61x10 6 13      0.1324 0.56x10 6 13      0.293 0.31x10 6 24      0.447 0.23x10 6 23      0.571 0.19x10 6 25      0.809 0.14x10 6 -
A-2 578.0 SP 22.3 105 0.0046 1.93x10 6 7   (Equality   0.0209 0.60x10 6 8   Formation)   0.0318 0.52x10 6 9      0.0515 0.38x10 6 16 (Confining press ure = 1000 lb/ft
: 2)   0.0654 0.36x10 6 17      0.2991 0.09x10 6 24      0.591 0.08x10 6 24      0.876 0.09x10 6 26 BRAIDWOOD-UFSAR 

2.5-205 

REVISION 3 - DECEMBER 1991 TABLE 2.5-27 (Cont'd) 

BORING NO.
ELEVA-TION (ft)  

SOIL TYPE  MOISTURE CONTENT* (%)  DRY DENSITY* (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN 
(%) MODULUS OF  RIGIDITY (lb/ft 2)
DAMPING (%)         A-3 583.3 SP 22.1 105 0.0117 1.36x10 6 7   (Equality   0.0293 0.76x10 6 9   Formation)   0.0400 0.68x10 6 17      0.0714 0.51x10 6 18 (Confining press ure = 1000 lb/ft
: 2)   0.1026 0.42x10 6 21      0.1275 0.38x10 6 20      0.278 0.22x10 6 22      0.581 0.13x10 6 24      0.903 0.10x10 6 27 A-4 579.6 SP 20.8 107 0.0114 1.91x10 6 6   (Equality   0.0226 1.37x10 6 7   Formation)   0.0403 0.97x10 6 13      0.0670 0.82x10 6 14 (Confining press ure = 1000 lb/ft
: 2)   0.0902 0.71x10 6 13      0.1066 0.71x10 6 17      0.259 0.37x10 6 21      0.561 0.20x10 6 23      0.847 0.14x10 6 27         MP-14 598.4 SM.SP 20.0 107 0.0072 2.00x10 6 15  and  to (Equality   0.0281 1.14x10 6 16 MP-31 581.4 Formation)   0.0461 0.88x10 6 18      0.1032 0.41x10 6 23 (Confining press ure = 2000 lb/ft
: 2)   0.1474 0.26x10 6 25      0.2625 0.11x10 6 27      0.5124 0.03x10 6 27 BRAIDWOOD-UFSAR 2.5-206 TABLE 2.5-27 (Cont'd) 

BORING NO.
ELEVA-TION (ft)  

SOIL TYPE  MOISTURE CONTENT* (%)  DRY DENSITY* (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN 
(%) MODULUS OF RIGIDITY (lb/ft 2)
DAMPING (%)         MP-14 598.4 SM.SP 21.3 107 0.0118 2.57x10 6 7  and to (Equality   0.0276 2.07x10 6 8 MP-31 581.4 Formation)   0.0439 1.49x10 6 12      0.0898 1.28x10 6 17 (Confining press ure = 6000 lb/ft
: 2)   0.1445 0.93x10 6 18      0.3129 0.31x10 6 22      0.6594 0.09x10 6 19  
 *Samples were recompacted in t he laboratory to a relative density of at least 80%. The moisture content and dry densi ty of the recompacted samples di ffer from in situ samples. 

BRAIDWOOD-UFSAR 2.5-207 TABLE 2.5-28 DYNAMIC TRIAXIAL COMPR ESSION TEST DATA PLANT SITE BORINGS COHESIVE SOILS BORING  NO.
ELEVA- TION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN
(%) MODULUS OF RIGIDITY (lb/ft 2)
DAMPING (%)         A-1 558.9 ML 11.4 129 0.0064 2.46x10 6 17   (Wedron   0.0014 1.63x10 6 14   Formation)  0.0312 0.92x10 6 11      0.0598 0.60x10 6 22 (Confining press ure = 3,000 lb/ft 2,  0.0734 0.55x10 6 22 undrained shear stre ngth = 8,280 lb/ft
: 2)  0.1029 0.44x10 6 25      0.1717 0.32x10 6 24      0.3041 0.20x10 6 26      0.6426 0.11x10 6 23      1.279 0.06x10 6 23         A-5 573.5 ML 12.5 125 0.0128 0.98x10 6 15   (Wedron   0.0342 0.86x10 6 14   Formation)  0.0517 0.67x10 6 11      0.0876 0.47x10 6 16 (Confining press ure = 2,000 lb/ft 2,  0.1408 0.35x10 6 24 undrained shear stre ngth = 7,620 lb/ft
: 2)  0.2083 0.27x10 6-      0.2978 0.20x10 6 26      0.3841 0.16x10 6-      0.4669 0.13x10 6 21      0.5033 0.11x10 6 21      0.8207 0.08x10 6 25      0.7945 0.06x10 6-BRAIDWOOD-UFSAR 2.5-208 TABLE 2.5-28 (Cont'd) 

BORING  NO. ELEVA-TION (ft)
SOIL TYPE FIELD MOISTURE CONTENT (%) FIELD DRY DENSITY (lb/ft 3) SINGLE AMPLITUDE SHEAR STRAIN
(%) MODULUS OF RIGIDITY (lb/ft 2)   DAMPING (%)         A-6 571.2 ML 7.7 137 0.0043 16.27x10 6-   (Wedron   0.0057 13.86x10 6-   Formation)  0.0074 14.94x10 6 14      0.0194 6.68x10 6 11 (Confining press ure = 2,500 lb/ft 2,  0.0479 4.50x10 6 15 undrained shear streng th = 12,770 lb/ft
: 2)  0.0758 3.55x10 6 23      0.1019 3.11x10 6 29      0.2293 1.77x10 6 32      0.3805 1.53x10 6 32      0.6773 0.97x10 6-      0.8135 0.89x10 6-        MP-30 565.7 ML 7.3 139 0.0148 5.90x10 6 7   (Wedron   0.0342 3.86x10 6 9   Formation)  0.0767 2.55x10 6 8 (Confining press ure = 3,200 lb/ft 2,  0.2060 2.29x10 6 12 undrained shear streng th = 25,490 lb/ft
: 2)  0.4193 1.75x10 6 10         MP-30* 563.2 ML 9.7 134 0.0051 2.75x10 6 6   (Wedron   0.0120 2.00x10 6 6   Formation)  0.0233 1.57x10 6 14      0.0526 1.02x10 6 16 (Confining press ure = 4,100 lb/ft 2,  0.0772 0.83x10 6 17 undrained shear streng th = 14,110 lb/ft
: 2)  0.1382 0.59x10 6 15      0.2885 0.39x10 6 15      0.5827 0.29x10 6 13  *Test conducted on 4-inc h-diameter cored sample.
BRAIDWOOD-UFSAR 2.5-209  TABLE 2.5-29 FOUNDATION DATA

STRUCTURE 

SEISMIC CATEGORY I APPROXIMATE PLAN DIMENSIONS (ft)  APPROXIMATE FOUNDATION ELEVATION (ft) APPROXIMATE STATIC BEARING PRESSURE (ksf)  

BEARING STRATA MAXIMUM ESTIMATED TOTAL SETTLEMENT*
 (in)        Reactor containment Yes 160 (diam.) 562 6-10 ksf Siltstone 0.5 inch   (Core)   (539)  (sandstone) (0.25 inch)
Auxiliary building Yes 80 X 450 and 523 to 570 5-10 ksf Siltstone 0.25 inch 90 X 90            Fuel handling Yes 90 X 120 579 and 4-5 ksf Glacial till 0.75 inch   building 595  and recom-pacted sand         Lake screen house Yes 118 X 196 565 3 ksf Glacial till 0.25 inch Turbine building No 130 X 740 551 to 596 4 ksf Sandstone 0.5 inch        Turbine generator No 60 X 210 562 6 ksf Sandstone 0.5 inch   pedestal Radwaste building No 90 X 140 594 and 598 2 ksf Recompacted  0.5 inch      sand         Service building No 130 X 150 597 2 ksf Recompacted 0.5 inch      sand         Heater bay No 50 X 500 591 and 597 4 ksf Recompacted 1.0 inch      sand   

 *The maximum estimated settlements for the main power block structures were based on approximate static bearing pressure and approximate plan dimensions and elevations. The actual settlement values, based on field monitoring, are presented in Tables 2.5-41 and 2.5-42. 

BRAIDWOOD-UFSAR 2.5-210 REVISION 1 - DECEMBER 1989 TABLE 2.5-30 IN-PLACE DENSITY AND WATER CONTENT TEST RESULTS FOR SAND DEPOSIT FROM UNDIST URBED TUBE AND BLOCK SAMPLES SAMPLE DESIGNATION UNIFIED IN-PLACE DRY WATER BORING OR SAMPLE DEPTH SOIL DENSITY CONTENT TEST PIT NUMBER (ft) CLASSIFCATION (lb/ft) (%)       HS-2 1 3 SP 99.4  HS-2 1 4 SP 99.0 21.6 HS-2 1 4.5 SP 105.0 17.0 HS-2 2 8 SP 105.8 22.1 HS-2 2 9.5 SP 95.1 17.4 HS-2 3 14.0 SP 99.9 23.7 HS-2 3 14.5 SP 101.7 24.0 HS-2 4 18 SP 101.7  HS-2 4 19 SP 101.6 22.2 HS-2 4 19.5 SP 105.4 21.8 

HS-3 1 3 SP 99.8 HS-3 1 4 SP 99.7 8.1 HS-3 1 4.5 SP 99.7 8.8 HS-3 2 8 SP 100.7 HS-3 2 9 SP 93.2 21.2 HS-3 2 9.5 ML-SM 104.7 20.3 HS-3 3 14 SP 104.7 20.1 HS-3 3 14.5 SP 93.9 21.2 HS-3 4 19 SP 104.1 21.2 HS-3 4 19.5 SP 100.2 20.7 HS-3 5 23 SP 103.1 HS-3 5 24 SP 105.8 20.5 HS-3 5 25 SP 97.6 20.3 HS-3 6 27.8 SM 113.1 13.1 

HS-6 2 9 SP 107.5 HS-6 2 10  SP 106.5 19.9 HS-6 2 10.5 SP 103.1 20.7 HS-16 U3 11.5 SM 103.9 22.6 HS-16 U3 12.3 SM 105.2 21.7 

HS-18 U1 3.4 SM 104.1 21.9 HS-18 U1 3.9 SM 102.3 22.2 HS-18 U2 6.6 SP 97.8 25.2 

TP-1* 1b 4.2 SM 108.3 11.4 TP-1* 2b 3.8 SM 106.0 11.7       TP-2* 11b 9.0 SM 98.7 6.9 BRAIDWOOD-UFSAR 2.5-211 REVISION 1 - DECEMBER 1989 TABLE 2.5-30 (Cont'd)
SAMPLE DESIGNATION UNIFIED IN-PLACE DRY WATER BORING OR SAMPLE DEPTH SOIL DENSITY CONTENT TEST PIT NUMBER (ft) CLASSIFCATION (lb/ft) (%)       TP-3* 32b 5.6 SM 99.7 10.8 TP-3* 39b 11.2 SP 102.9 16.9 

TP-4* 3b 8.1 SP 96.5 5.4 

TP-5* 20b 11.2 SP-SM 101.8 15.9 TP-5* 21b 9.9 SM 103.4 14.2 TP-5* 49b 8.6 SM 100.6 8.4 

TP-7* 52b 8.4 SP 103.2 4.7 TP-7* 59b 15.0 SP 98.8 4.3 TP-7* 60b 15.0 SP 95.3 5.5 

 *Indicates results obt ained from block samples.
BRAIDWOOD-UFSAR 2.5-212 TABLE 2.5-31 RESULTS OF FIELD DENSITY TESTS IN SAND DEPOSIT BELOW ELEVATION 590 TEST PIT NO. SAMPLE NO. ELEV. (ft)  DEPTH (ft)   USC FINES CONTENT (%)
D 50 (mm) WATER CONTENT (%)  Y max (lb/ft 3) Y min (lb/ft 3) Y d (lb/ft 3) D r (%)             HTP-1 29 586.9 3.2 SM
* 25 0.12 12.8 108.3 84.4 102.9 81  2 586.3 3.8 SM* 15 0.16 11.7 114.8 94.5 109.5 77  1 585.9 4.2 SM* 13 0.19 11.4 113.9 96.3 111.2 87 30 584.5 5.6 SP 2 0.15 22.7 104.7 86.9 101.9 87 HTP-2 10 588.7 5.0 SM* 21 0.11 5.0 107.8 88.5 108.3 100 11 587.7 9.0 SM* 21 0.10 6.9 105.0 86.1 103.6 94 15 586.2 10.5 SP* 3 0.26 2.8 111.2 95.2 108.2 84 14 585.3 11.4 SP 4 0.24 6.2 110.6 92.9 107.3 84  13 584.7 12.0 SP 4 0.23 14.7 113.1 94.2 107.0 77 HTP-3 35 586.5 4.7 SM* 21 0.14 14.0 111.3 92.8 106.6 84 32 585.6 5.6 SM* 13 0.16 10.8 104.1 89.4 104.0 99 38 584.4 6.8 SP 1 0.27 3.7 106.1 91.7 105.9 99 34 584.2 7.0 SP 1 0.25 3.6 106.5 91.8 103.2 80 33 583.0 8.2 SP 1 0.26 3.8 106.5 91.8 103.7 83 36 582.2 9.0 SP 2 0.22 6.2 106.5 91.7 106.2 98 40 581.7 9.5 SP 1 0.28 5.0 107.2 93.6 106.8 97 37 580.8 10.4 SP 1 0.24 5.6 105.6 91.5 105.4 99 42 579.6 11.6 SP 1 0.26 16.9 110.2 93.8 107.1 83 41 578.6 12.6 SP 3 0.18 21.3 108.7 89.2 104.8 83 HTP-4 1 589.7 4.3 SP-SM*8 0.17 10.1 109.1 90.0 105.7 85  4 589.0 5.0 SP* 2 0.25 3.7 109.3 91.4 103.0 69  2 588.2 5.8 SP* 4 0.17 4.5 108.3 90.0 99.4 56 5 586.8 7.2 SP 1 0.23 7.1 107.8 90.7 100.2 60 3 585.9 8.1 SP 0 0.23 5.4 106.8 90.9 99.9 61 

 *Denotes the test was made in brown silty fine sand.
BRAIDWOOD-UFSAR 2.5-213 TABLE 2.5-31 (Cont'd)
TEST PIT NO. SAMPLE NO. ELEV. (ft)  DEPTH (ft)   USC FINES CONTENT (%)
D 50 (mm) WATER CONTENT (%)  Y max (lb/ft 3) Y min (lb/ft 3) Y d (lb/ft 3) D r (%)             HTP-5 48 589.0 7.6 SP-SM
* 12 0.17 6.3 110.5 91.7 100.5 51  49 588.0 8.6 SM* 17 0.15 8.4 112.0 92.7 101.9 52  23 587.3 9.3 SP-SM*8 0.19 5.5 110.7 92.4 102.5 60 21 586.7 9.9 SM* 21 0.14 14.2 111.5 92.3 106.6 78 20 585.4 11.2 SP-SM 6 0.20 15.9 111.5 93.4 104.7 66 22 584.4 12.2 SP-SM 11 0.16 19.2 113.0 92.9 108.8 79 HTP-6 46 587.5 7.9 SM* 44 0.09 8.3 110.7 93.8 109.5 94 44 586.5 8.9 SP-SM*10 0.22 3.2 112.1 95.1 106.2 69 45 585.2 10.2 SP-SM*11 0.19 9.0 111.6 94.5 113.4 100 43 583.2 12.2 SP 2 0.24 16.2 106.1 91.4 106.5 100 HTP-7 52 588.4 8.4 SP* 2 0.22 4.7 105.6 89.0 104.7 95  63 586.9 9.9 SM* 14 0.17 7.3 109.1 91.2 104.9 80  55 585.6 11.2 SM* 35 0.09 19.4 108.1 85.4 102.0 78 62 584.3 12.5 SP 4 0.25 3.8 107.4 94.0 103.5 74 50 583.8 13.0 SP 1 0.23 7.2 105.3 91.8 104.4 94 61 583.0 13.8 SP 2 0.21 4.2 104.9 91.3 101.3 76 59 581.8 15.0 SP 3 0.22 4.3 108.0 91.8 104.1 79 60 581.8 15.0 SP 2 0.25 5.5 108.1 91.6 100.6 76 58 580.8 16.0 SP 1 0.21 5.5 104.4 91.0 104.7 100 57 579.9 16.9 SP 2 0.19 12.6 105.5 91.6 101.2 85 56 579.0 17.8 SP 1 0.22 21.3 105.1 85.4 103.6 94 

 *Denotes the test was made in brown silty fine sand.
BRAIDWOOD-UFSAR 2.5-214 TABLE 2.5-32 RESULTS OF STATIC TE STS ON BROWN SILTY FINE SAND BELOW ELEVATION 590 FEET NO. OF DETER-  PARAMETER MINATIONS AVERAGE    Water Content (%)
42 13.00    Grain Size:
Finer than #40 s ieve (%) 31 98.00    Finer than #60 s ieve (%) 31 81.00    Finer than #100 sieve (%) 31 49.00    Finer than #200 sieve (%) 32 19.00    D 50 , mm 31 0.16    Inferred relative density (%) 27 85.00    Maximum dry density (lb/ft
: 3) 21 109.80 Minimum dry density (lb/ft
: 3) 21 91.30 Field dry density (lb/ft
: 3) 21 105.00 Measured relative density (%) 21 80.00 

BRAIDWOOD-UFSAR 2.5-215 TABLE 2.5-33 RESULTS OF FINE STATIC TESTS ON GRAY FINE SAND BELOW ELEVATION 585 FEET NO. OF DETER-  PARAMETER MINATIONS AVERAGE    Water Content (%)
53 15.50    Grain Size:
Finer than #40 s ieve (%) 38 95.00 Finer than #60 s ieve (%) 38 57.00 Finer than #100 sieve (%)
38 16.00 Finer than #200 sieve (%)
40 5.00    D 50 , mm 38 0.24    Inferred relative density (%)
43 87.00    Maximum dry density (lb/ft
: 3) 20 107.20 Minimum dry density (lb/ft
: 3) 20 91.50    Field dry density (lb/ft
: 3) 20 104.80    Measured relative density (%) 20 87.00 

BRAIDWOOD-UFSAR 2.5-216 TABLE 2.5-34 RESULTS OF STATIC TESTS ON GLACIAL T ILL DEPOSITS PARAMETER NO. OF DETERMINATIONS AVERAGE    Water Content (%)
64 13.4    Grain size finer than 
#200 sieve (%)
6 64.0    Liquid limit 8 23.7    Plastic limit 8 14.9 SAMPLE DESIGNATION  IN-PLACE WATER UNCONFINED COMPRESSIVE BORING NO. SAMPLE NO. DEPTH (ft) USC DRY DENSITY (lb/ft 3) CONTENT (%) STRENGTH (lb/ft 2)        HS-3 6 28.5 CL-ML 131.0 11.5 7,200 HS-3 7 30.0 CL-ML 135.2 8.2 17,000 HS-6 4 20.6 CL 126.3 10.6 6,800 

BRAIDWOOD-UFSAR 2.5-217 TABLE 2.5-35 RESULTS OF CYCLIC SHEAR STRENGTH TESTS ON SAND DEPOSITS - PHASE 1 TYPE               TEST OF TEST D 50 FC min min d D r 3 c d N (cycle)  
+/- c  NO. SPECIMEN (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2a 3c IL 2.5% 5% 7.5% 10%                  TEST BR-101a R .25 1 104.8 91.6 101 74 1500 .426 13 16 19 24 44 SERIES 1* BR-101b R .25 1 104.8 91.6 101 74 1500 .397 18 17 25 30 40 

BR-101c R .25 1 104.8 91.6 101 74 1500 .497 6 8 10 12 18 

BR-101d R .25 1 104.8 91.6 101 74 1500 .443 11 15 19 24 37 

BR-102a R .25 1 104.8 91.6 103 88 1500 .457 15 20 28 62 68 

BR-102b R .25 1 104.8 91.6 103 88 1500 .491 11 16 23 39 47 

BR-102c R .25 1 104.8 91.6 103 88 1500 .404 30 37 44 64 81 BR-103a R .25 1 104.8 91.6 98 52 1500 .398 4 5 7 8 10 BR-103b R .25 1 104.8 91.6 98 52 1500 .378 12 14 16 17 19 

BR-103c R .25 1 104.8 91.6 98 52 1500 .361 12 13 15 16 18 

BR-103d R .25 1 104.8 91.6 98 52 1500 .388 7 8 10 11 14 

BRAIDWOOD-UFSAR 2.5-218   TABLE 2.5-35 (Cont'd)
TYPE               TEST OF TEST D 50 FC min min d D r 3 c d N (cycle)  
+/- c  NO. SPECIMEN (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2a 3c IL 2.5% 5% 7.5% 10%                  TEST BR-104a R .15 11 110.9 92.1 110 93 1500 .494 30 36 51 102 108 SERIES 2** BR-104b R .15 11 110.9 92.1 110 93 1500 .470 30 39 58 105 110 

BR-104c R .15 11 110.9 92.1 110 93 1500 .425 58 74 115 174 195 

BR-105a R .15 11 110.9 92.1 107 80 1500 .494 17 21 26 38 66 

BR-105b R .15 11 110.9 92.1 107 80 1500 .451 21 26 33 48 80 

BR-105c R .15 11 110.9 92.1 107 80 1500 .426 31 36 43 70 88 

BR-106a R .15 11 110.9 92.1 103.5 63 1500 .488 10 12 14 16 25 

BR-106b R .15 11 110.9 92.1 103.5 63 1500 .447 11 13 15 19 33 

TEST BR-107a R .17 20 112.8 92.9 109.2 85 1500 .494 26 31 46 95 106 SERIES 3*** BR-107b R .17 20 112.8 92.9 109.2 85 1500 .447 35 41 50 108 128 

BR-107c R .17 20 112.8 92.9 109.2 85 1500 .425 35 35 54 125 172 

BR-108a R .17 20 112.8 92.9 106 70 1500 .489 14 17 22 29 68 

BR-108b R .17 20 112.8 92.9 106 70 1500 .426 25 29 35 47 77 

BRAIDWOOD-UFSAR 2.5-219 TABLE 2.5-35 (Cont'd)
___________________ 

Key:
R: test on reconstituted test specimens. 

D 50: 50% of sample is smaller than this grain size. FC: fines content - percent passing the 1200 mesh sieve (0.074 mm).
* The test specimen for Test Series 1 was composed of material from Test Pit No. 3, block samples Nos. 37  and 38. Table 2.5-31 lists the elevations of the block samples. 

** The test specimen for Test Series 2 was composed of material from Test Pit No. 3, block samples Nos. 32  and 37, and 38. Table 2.5-31 lists the elevations of the block samples. 

*** The test specimen for Test Series 3 was composed of material from Test Pit No. 3, block samples Nos. 37  and 38 and Test Pit No. 5, block sample No. 21. Table 2.5-31 lists the elevations of the block samples. 

BRAIDWOOD-UFSAR 2.5-220 TABLE 2.5-36 

==SUMMARY==
OF SKEMP TON "B" VALUES FOR PHASE 1 TESTS TEST  "B" NUMBER VALUE BR-101a 0.95 BR-101b 0.96 

BR-101c 0.95 

BR-102a 0.98 

BR-102b 1.0 

BR-102c 0.98 

BR-103a 0.95 BR-103b 0.98 BR-103c 0.95 

BR-103d 0.95 

BR-104a 0.98 

BR-104b 0.98 

BR-104c 1.0 

BR-105a 0.95 

BR-105b 0.98 

BR-105c 0.98 BR-106a 0.95 

BR-106b 0.98 

BR-107a 0.95 

BR-107b 0.96 

BR-107c 0.95 

BR-108a 0.95 

BR-108b 1.0 

NOTE: The source of the test s pecimens referenced above is detailed in Table 2.5-35.
BRAIDWOOD-UFSAR 2.5-221 TABLE 2.5-37 RESULTS OF CYCLIC SHEAR STRENGTH TESTS ON SAND DEPOSITS - PHASE II TEST TYPE  OF TEST EL. D 50 FC y max y min y d D r 3 c d N (cycle) 
+/- c NO. SPECIMEN (ft) (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2 3c IL 2.5% 5% 7.5% 10%                 BR-109a I 585.9 0.16 16 113.9 96.3 108.3 72 1500 0.43 13 13 25 106 143 BR-109b R 585.9 0.16 14 116.5 96.3 108.7 66 1500 0.42 10 12 14 17 39 

BR-110a I 586.3 0.18 17 114.8 94.5 105.2 58 1500 0.40 3 3 9 38 62 BR-110b R 586.3 0.22 13 114.0 94.5 104.5 59 1500 0.41 16 16 18 21 31 BR-111a I 586.3 0.17 17 114.8 94.5 106.8 65 1500 0.35 9 9 20 86 143 BR-111b R 586.3 0.17 11 114.0 94.5 106.8 67 1500 0.36 20 22 26 30 51 

BR-112a I 586.3 0.17 17 114.8 94.5 106.7 65 750 0.40 4 6 13 48 81 BR-112b R 586.3 0.17 14 114.0 94.5 106.8 67 750 0.42 30 30 34 38 60 

BR-113a I 585.9 0.20 1 106.8 90.9 96.5 39 1500 0.41 7 3 5 11 19 BR-113b R 585.9 0.21 1 106.8 90.9 96.5 39 1500 0.41 7 7 9 12 16 

BR-114a I 585.4 0.15 13 111.5 93.4 101.8 51 1500 0.42 4 6 13 50 130 BR-114b R 585.4 0.15 7 112.2 93.4 101.8 49 1500 0.40 4 5 6 7 9 

BR-115a I 587.7 0.09 20 105.0 86.1 98.7 71 1500 0.38 15 28 66 232 246 BR-115b R 587.7 0.09 19 104.5 86.4 98.7 72 1500 0.38 25 28 31 34 39 

BR-116a I 586.7 0.12 33 111.5 92.3 103.4 62 1500 0.44 14 13 24 74 134 BR-116b R 586.7 0.10 33 111.4 92.3 103.4 62 1500 0.43 6 7 8 10 11 BR-117a I 580.2 0.22 3 108.2 93.1 102.9 68 1500 0.40 6 5 30 130 136 BR-117b R 580.2 0.22 3 107.4 92.4  102 67 1500 0.40 9 11 14 15 36 

BR-118a I 588.0 0.16 14 112.0 92.7 100.6 46 1500 0.39 2 2 4 5 12 BR-118b R 588.0 0.16 14 112.4 94.4  102 47 1500 0.39 6 6 7 8 9 

BRAIDWOOD-UFSAR 2.5-222 TABLE 2.5-37 (Cont'd)
TEST TYPE  OF TEST EL. D 50 FC y max y min y d D r 3 c d N (cycle) 
+/- c NO. SPECIMEN (ft) (mm) (%) (lb/ft
: 3) (lb/ft 3) (lb/ft 3) (%) (lb/ft
: 2) 2 3c IL 2.5% 5% 7.5% 10%                 BR-119a I 585.6 0.15 6 104.1 89.4 99.7 73 1500 0.41 12 22 114 165 169 BR-119b R 585.6 0.17 7 105.4 89.4 99.7 68 1500 0.41 8 9 11 14 17 

BR-120a I 581.8 0.25 2 105.1 90.5 95.3 36 1500 0.35 3 3 5 10 39 BR-120b R 581.8 0.25 3 105.1 90.5 95.3 36 1500 0.36 10 12 13 14 16 

BR-121a I 581.8 0.19 3 108.0 91.8 98.8 47 1500 0.45 4 4 8 27 68 BR-121b R 581.8 0.18 4 109.0 91.8 98.8 45 1500 0.44 8 8 10 11 13                 BR-122a I 581.8 0.19 2 108.0 91.8 100  55 1500 0.49 3 3 7 44 65 BR-122b R 581.8 0.16 3 109.0 91.8 100  52 1500 0.50 7 8 10 12 13 

___________________ 

Key: 

I: test on intact specimen.
R: test on reconstituted specimen. 

D 50: 50% of the sample is smaller than this grain size. 

FC: fines content = percent passing the #200 mesh sieve (0.074 mm). 

BRAIDWOOD-UFSAR 2.5-223 TABLE 2.5-38 

==SUMMARY==
OF SKEMPTON "B" VALUES FOR PHASE II TESTS

TEST  "B" NUMBER VALUE BR-109a 0.95 BR-109b 0.98 BR-109c 0.96 

BR-110a 0.95 BR-110b 0.95 BR-111a 0.95 BR-111b 0.95 BR-112a 0.96 

BR-112b 0.95 BR-113a 1.0 BR-113b 0.95 BR-114a 0.95 BR-114b 0.98 

BR-115a 0.98 BR-115b 0.95 BR-116a 0.95 

BR-116b 0.95 BR-116c 0.98 BR-117a 0.98 BR-117b 0.95 BR-117c 0.95 

BR-118a 1.0 BR-118b 0.98 BR-118c 0.96 BR-119a 0.95 BR-119b 0.95 BR-119c 1.0 

BR-120a 0.96 BR-120b 0.95 BR-121a 0.93 

BR-121b 0.95 BR-122a 1.0 BR-122b 0.954 BRAIDWOOD-UFSAR 2.5-224 TABLE 2.5-39 

==SUMMARY==
OF RESULTS OF LIQUEFACTION POTENTIAL ANALYSIS - C  r BASED ON D r      FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM        Average   I.L.
1.17    +/- 5% 588  1.74   
 +/- 10%   2.36 I.L. 1.20   1.25  +/- 5% 585 1.77   1.72 
 +/- 10%  2.43   2.32 I.L. 1.58   +/- 5% 570   2.18  
 +/- 10%    2.92 Low average   I.L.
1.10    +/- 5% 588  1.51   
 +/- 10%   2.27 I.L. 1.13   1.05  +/- 5% 585 1.55   1.43 
 +/- 10%  2.31   1.85 

BRAIDWOOD-UFSAR 2.5-225 TABLE 2.5-39 (Cont'd)
FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM           I.L. 1.34   +/- 5% 570   1.81   +/- 10%    2.32         

  *D r and FC for the b rown silty fine and gray medium to fine sand are given with the corresponding strength curves on Figures 2.5-116 and 2.5-117. 
 **Strain criterion, I.L. = initial liquefaction. 

BRAIDWOOD-UFSAR 2.5-226 TABLE 2.5-40 

==SUMMARY==
OF RESULTS OF LIQUEFACTION POTENTIAL ANALYSIS - C  r BASED ON K o      FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM        Average   I.L.
1.30    +/- 5% 588  1.94   
 +/- 10%   2.63 I.L. 1.34  1.39   +/- 5% 585 1.97  1.91  
 +/- 10%  2.70  2.58 I.L. 1.40  +/- 5% 570    1.92 
 +/- 10%     2.57 Low average   I.L.
1.23    +/- 5% 588  1.68   
 +/- 10%   2.53 I.L. 1.26  1.17   +/- 5% 585 1.73  1.59  
 +/- 10%  2.57  2.06  

BRAIDWOOD-UFSAR 2.5-227 TABLE 2.5-40 (Cont'd)
FACTOR OF SAFETY, f/d CONDITION  ELEV.
BROWN SILTY FINE SAND GRAY MEDIUM TO FINE SAND (D r and FC)* ** (ft) MAXIMUM MINIMUM MAXIMUM MINIMUM           I.L. 1.18  +/- 5% 570    1.60 
 +/- 10%     2.05        

 *D r and FC for the brown silt y fine and gray medi um to fine sand are given with the corresponding strength curves on Figures 2.5-116 and 2.5-117. 
 **Strain criterion, I.L. = initial liquefaction. 

BRAIDWOOD-UFSAR 

2.
5-228 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 TABULATED DIFFERENTI AL SETTLEMENTS F OR SURVEY MONUMENTS BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)      Fuel 9 2/79 to 12/81 +0.002 
-0.015  10 2/79 to 8/80 -0.012   New 10 9/81 to 4/88 -0.006 New  9 9/81 to 12/85 -0.008 51 9/81 to 4/88 -0.004   52 9/81 to 6/83 +0.001   52 A 6/83 to 6/86 -0.011 Refueling Water 40 2/79 to 8/80 -0.025 
-0.010 Storage Tanks New 40 9/81 to 4/88 -0.011 55 9/81 to 4/88 -0.006       Auxiliary KK 2/77 to 8/80 -0.059 -0.039 Building LL 2/77 to 8/77 -0.013 JJ 2/77 to 5/77 -0.010   21 2/79 to 8/80 -0.020 -0.010 22 2/79 to 8/80 -0.013 -0.010 23 2/79 to 8/80 -0.015 -0.005 24 2/79 to 8/80 -0.020 -0.015 26 2/79 to 8/80 -0.021 -0.020 27 2/79 to 8/80 -0.027 -0.020 28 2/79 to 8/80 -0.025   New 21 9/81 to 1/87 -0.004 New 26 9/81 to 6/87 -0.004 New 27 9/81 to 3/87 -0.011 New 29 9/81 to 6/87 +0.002 53 9/81 to 3/87 +0.008   54 9/81 to 10/87 -0.002 BRAIDWOOD-UFSAR 

2.
5-229 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 (Cont'd)
BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)
Unit 1     Containment U 2/77 to 8/80 
-0.061 -0.070 V 2/77 to 8/80 
-0.052 -0.063 N 2/77 to 8/80 
-0.080 -0.067 N2 3/77 to 6/77 
-0.014   N4 3/77 to 6/77 
-0.014   P 2/77 to 8/77 
-0.004   13 2/79 to 2/80 
-0.012 -0.008 14 2/79 to 8/80 
-0.005 -0.007 15 2/79 to 8/80 
-0.010 -0.012 36 2/79 to 8/80 
-0.003 -0.012 39 2/79 to 8/80 
-0.018 -0.012 New U 9/81 to 3/86 
-0.006   New V 9/18 to 10/82 +0.018 (Damaged)
New N 9/81 to 4/88 
-0.010   New 3 9/81 to 3/87 
-0.008   New 37 9/81 to 4/88 
-0.008   New 39 9/81 to 4/88 
-0.012       Unit 1 Safety 1 (Northeast 2/79 to 8/80 Valve Room Room)  -0.011 -0.015 3 (Northwest Room) 2/79 to 8/80 
-0.027 -0.025 Unit 2 Safety 42 2/79 to 8/80 
-0.024 -0.015 Valve Room 

BRAIDWOOD-UFSAR 

2.
5-230 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 (Cont'd)
BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)
Unit 2     Containment AA 2/77 to 6/77 
+0.005   BB 2/77 to 6/77 
+0.006        R 2/77 to 8/77 
-0.001   R1 2/77 to 8/77 
-0.014   R2 2/77 to 5/77 
-0.020   R3 2/77 to 8/77 
-0.013   R4 2/77 to 8/80 
-0.078 -0.074 Z 2/77 to 8/80 
+0.064 -0.065 18 2/79 to 8/80 
-0.020 -0.015 19 2/79 to 8/80 
-0.024 -0.018 20 2/79 to 8/80 
-0.020 -0.012 43 2/79 to 8/80 
-0.017 -0.008 44 2/79 to 5/80 
-0.007 -0.010 Z1 9/81 to 10/86 -0.020 (Damaged)
New R4 9/81 to 6/87 
-0.021   New 17 9/81 to 5/84 
-0.001   New 18 9/81 to 4/88 
-0.022   New 41 9/81 to 4/88 
-0.023   New  Z 9/81 to 6/87 
-0.014       Units 1 & 2 Turbine Room CC 2/77 to 5/77 
-0.001   HH 2/77 to 8/77 
-0.033   T 2/77 to 8/77 
-0.002   W 3/77 to 8/77 
-0.013   X 2/77 to 8/77 
+0.001   4 2/79 to 8/80 
-0.010 -0.015 BRAIDWOOD-UFSAR 

2.
5-231 REVISION 1 -
DECEMBER 1989 TABLE 2.5-41 (Cont'd)
BUILDING MONUMENT NUMBER PERIOD OF MEASUREMENT MAXIMUM MEASURED DIFFERENTIAL MOVEMENT (feet)*
DIFFERENTIAL MOVEMENT BASED ON STABILIZED ELEVATION (ft)       5 2/79 to 8/80 
-0.001 -0.005 6 2/79 to 8/82 
+0.003 0  33 2/79 to 8/82 
-0.005 0  New  4 9/81 to 1/88 
+0.001   New 33 9/81 to 4/88 
-0.012   New 34 9/81 to 4/88 
+0.002   56 9/81 to 9/85 
-0.012   58 9/81 to 4/88 
+0.006   59 9/81 to 4/88 
-0.011       Heater Bay 57 9/81 to 6/87 
-0.018       Radwaste/Service DD 2/77 to 8/77 
-0.003  Building XX 2/77 to 8/80 
-0.013 -0.023 34 2/79 to 8/80 
-0.008 0      Lake Screen House 60 1/84 to 1/88 
+0.005   61 1/84 to 1/88 
+0.007   62 1/84 to 4/88 
+0   63 1/84 to 1/88 
+0.006   64 1/84 to 4/88 
+0.001   65 1/84 to 4/88 
+0.003        ___________________
Key: - indicates downward movement for peri od of measurement given.  + indicates upward movement for period of measurement given. 

BRAIDWOOD-UFSAR 2.5-232 TABLE 2.5-42 PROJECTED MAXIMUM TO TAL AND DIFFERENTIAL SETTLEMENTS MAXIMUM CATEGORY I PROJECTED MAXIMUM
* DIFFERENTIAL STRUCTURE TOTAL SETTLEMENT (feet)SETTLEMENT (feet)    Unit 1 Containment -0.074 -0.01 Unit 2 Containment -0.078 -0.01 Auxiliary Building -0.041 -0.03 Fuel Building -0.04
** -0.02**    Refueling Water Tanks -0.04** -0.02**
* Projected maximum total settle ment determined by increasing by 5% the difference be tween stabilized m onument elevations and the monument initial elevations. Monume nts, U, V, Z, N, R 4 , and KK were monitored from the beginning of construction to August 1980. Th ese monuments were used to compute total settlement for the c ontainments and auxi liary buildi ng areas. 
  ** Settlement values gi ven here are estimated conservatively because a significant amo unt of construction occurred before monuments we re installed. Actual 

measurements indicate less than or equal to -0.025 feet total settlement. 

BRAIDWOOD-UFSAR 2.5-233 TABLE 2.5-43 

==SUMMARY==
OF PERMEABILITY VALUES BORING SAMPLE SAMPLE DEPTH  d D 10 D 20 -#200  K (cm/sec)
NUMBER NUMBER (ft) USCS (pcf) (mm) (mm) (%) C u SEE NOTE 1 SEE NOTE 2 SEE NOTE 3 SEE NOTE 4 REMARKS               HS-2 1 4.1 ML 99.0 0.019 0.035 83 2.84 1.4x10 - -                 2 8.0 SM 105.8 - 1.9x10 - -
3 14.0 SM 99.9 - 0.074 19 - 4.1x10 - 0.9x10
-3 4 19.0 SP 101.6 0.092 0.120 3 1.74 10.0x10
-3 8.5x10-3 9.1x10-3 2.7x10-3                HS-3 1 4.0 SM 9.87 - 0.075 19 - 2.6x10 - 0.9x10
-3 2 9.0 SM 102.4 - 0.084 16 - 4.1x10 - 1.2x10
-3 3 14.0 SP-SM 104.7 0.088 0.120 9 1.93 7.0x10
-3 7.7x10-3 8.1x10-3 2.7x10-3                 4 19.0 SP 104.1 0.149 0.170 3 1.68 8.0x10
-3 2.2x10-2 2.4x10-2 6.1x10-3                 5 24.0 SP 105.8 0.140 0.170 3 1.71 7.0x10
-3 2.0x10-2 2.1x10-2 6.1x10-3 6 27.8 ML 113.1 0.004 0.011 72 - 2.4x10  -                HS-6 2 10.0 SM 106.5 - ~0.070 22 - 2.0x10
-3   ~0.8x10-3                H-1 8 20.5 SP      8.3x10
-3 12 35.5 GM      0.9x10
-3    See              Note 5 13 38.0 GM      0.8x10
-3    See              Note 5 14 40.5 GM      0.8x10
-3    See              Note 5 

BRAIDWOOD-UFSAR 2.5-234  TABLE 2.5-43 (Cont'd)
BORING SAMPLE SAMPLE DEPTH  d D 10 D 20 -#200  K (cm/sec)
NUMBER NUMBER (ft) USCS (pcf) (mm) (mm) (%) C u SEE NOTE 1 SEE NOTE 2 SEE NOTE 3 SEE NOTE 4 REMARKS               H-2 6 13.0 SP      5.6x10-3    

8 20.5 SP      4.7x10-3    

H-3 14 37.0 GM      0.8x10-3 See              Note 6 H-4 13 25.5 ML      2.6x10-6    

NOTES (N:)
:  1. Laboratory k values are from the tests performed on relatively undisturbed samples. 
: 2. k values based on Hazen's Formula, k=100 D 10, cm/sec, where D 10 in cm. 3. k values based on D 10 (meters) and C u=D 60/D 10.  

==Reference:==
Beyer, W./Schweiger, "For the Determination of the  Effective Porosity of Aquifers," Wasser Wirtsch, Wasser techn. 19, No. 2., 1969, pp. 57-60. 4. k values based on D 20 (mm), k=0.36 D 20, cm/sec.  

==Reference:==
Bialas, Z./Kleczkowski, A.S., "Practical Use of Certain  Empirical Formulae to Determine Coefficient of Permeability k," Arch. Hydrotechn, Vol. 17, No. 3, 1970, pp. 405-417. 5. The sample was obtained from the Wedron Formation till. The GM layer is overlain by 5 ft. of sand and 3.5 ft of  silty clay layer. 6. The sample was obtained from the Wedron Formation till. The GM layer is overlain by 11 feet of silt layer. 

BRAIDWOOD-UFSAR 2.5-235 TABLE 2.5-44 BLAST DATA MAXIMUM  BLAST MONITORING DATA  DATE AND BLAST TYPE OF BLAST LOADING MONITORING PEAK VELOCITY, PEAK AIR PRESSURE, BLAST TIME LOCATION BLAST (lb/delay) DISTANCE (ft) (in/sec) (lb/in
: 2)         A 12/31/75 Unit 1 Presplit 40 to 128 ~1800 0.11 0.0006  4:45 p.m.               B 12/31/75 Unit 1 Presplit 106 to 110 ~1800 0.12 0.0011  4:50 p.m.
C 01/06/76 Unit 2 Presplit 40 to 96 ~1800 0.12 0.0028  4:41 p.m.
D 01/06/76 Unit 2 Presplit 40 ~1800 0.18 0.0019  4:48 p.m.
E 01/07/76 Unit 2 Production 40 to 280 ~1800 0.50 0.0003  4:26 p.m. and Presplit F 01/12/76 Unit 1 Production 120 to 260 ~2300 0.11 0.0026  4:48 p.m. and Presplit G 01/12/76 West of Production 153 ~2800 0.04 Less than wind and  4:36 p.m. Unit 1 and 2 and Presplit background noise H 01/22/76 West of Production 189 ~1900 0.15 -  4:30 p.m. Unit 1 and 2 and Presplit     

NOTES 1. Presplit blasts utilized presplit explosives in the holes; individual holes were detonated with primacord  surface line to down hole primacord lines; blasts detonated electrically. 
: 2. Production blasts were loaded with conventional explosives, detonated by electric millisecond (ms) delay  firing techniques. All explosive products used were manufactured by Atlas, except for Ensign-Bickford "Primacord."
BRAIDWOOD-UFSAR 2.5-236 TABLE 2.5-45 MATERIAL TESTING AND FREQUENCY

Field and laboratory test measurements shall be performed to the following minimum test frequencies. 

TEST FREQUENCY FIELD DENSITY

Controlled Compacted Fill A, B, C, E, F, K, L, M Regular Compacted Fill A, B, (L*)
COMPACTION

Controlled Compacted Fill D, F, G, (L*), M Regular Compacted Fill F, J, D 

MOISTURE CONTENT

Borrow C, D, H 

Controlled Compacted Fill C, H, K, (L*), M Regular Compacted Fill C, D, H 

GRAIN SIZE

Controlled Compacted Fill F, J Regular Compacted Fill L 

LIFT THICKNESS

Controlled Compacted Fill C, D, I Regular Compacted Fill C, D, I 

RELATIVE DENSITY

Controlled Compacted Fill L 

Key:  A = In areas where degree of compaction is doubtful. B = In areas where earth fill operations are concentrated.
C = At least one f or each earth fill shift. D = One for every 8,000 yd 3 of fill for co ntrol and record. E = For record tests at loca tion of any em bedded items.
BRAIDWOOD-UFSAR 2.5-237   TABLE 2.5-45 (Cont'd) 

F = Where material ident ity is questionable.
G = One for each field d ensity test as needed.
H = Where soil appears too wet or too dry.
I = Periodic surveillance and measurement checks.
J = One for every 4,000 yd 3 for record.
K = One for every 500 yd 3 for record and control (in confined areas only).
L = One for every 4,000 yd 3 for record and control.
M = One for every 500 linear fee t of dike for slurry trench cap.
* Indicates a requirement for the Lake Work in addition to the listed requirements.
BRAIDWOOD-UFSAR 2.5-238 TABLE 2.5-46 ULTIMATE BEARING PRESSURES OF BACKFILL FOR CATEGORY I STRUCTU RES AND BURIED PIPE AVERAGE ACTUAL ULTIMATE BEARING ULTIMATE BEARING CATEGORY I PRESSURE OF PRESSURE OF THE STRUCTURE BACKFILL MATERIALFOUNDING STRATA OR PIPELINE (ksf) (ksf)    Containment 165 150 Building Unit 1   

Containment 170 150 Building   Unit 2   

Auxiliary 211 150 Building   

Fuel Handling 175.6 150 Building   

Essential Service 75 45 Water Pipeline   Foundation Essential Service 75.5 20 Water Pipeline Encasement   

BRAIDWOOD-UFSAR 2.5-239 TABLE 2.5-47 MAXIMUM BEARING PRESSURE AND FACTORS OF SAFETY FOR ESSENTIAL SERVICE WA TER DISCHARGE STRUCTURE DYNAMIC LOADING  STATIC LOADING OBE SSE CASE I CASE II CASE I CASE II CASE I CASE II Maximum Bearing Pressure, ksf 1.22 1.26 1.42 1.46 1.66 1.70 Factors of Safety              Against Sliding in Direction       of Pipes (Section G, Figure 2.5-302) 5.3 5.0 6.4 6.4 5.9 5.9 Against Sliding in Direction Perpendicular to Pipe       (Section F, Figure 2.5-302) 36.2 28.3 2.8 2.8 1.1 1.1 Against Overturning (Section G, Figure 2.5-302) 2.4 2.5 2.0 2.1 1.6 1.6 Against Overturning (Section F, Figure 2.5-302) 2.6 2.8 1.8 1.9 1.2 1.3 

Note: Case I  - Water Surf ace at Elevation 598.2 feet (Flood Conditions)  Case II - Water Surface at Eleva tion 587.0 feet 

BRAIDWOOD-UFSAR 2.5-240 TABLE 2.5-48 ESSENTIAL SERVICE WATER PIPES -
SUBGRADE AND BAC KFILL CONDITIONS PIPE LOCATION SUBGRADE BACKFILL    E line turbine wall to 

5' west of C line turbine 

wall at 31+35 S, 43+85 E 

(4 pipes).
Pipeline subgrade consisted 

of fill concre te placed over Wedron silty clay till to 

bring grade level FSAR 

2.5.4.1 and Figs. 2.5-16 & 

2.5-25. Reinforced concrete to 

1 foot over pipe.
Medium-fine sand above concrete 

compacted to 85% RD.
31+35 S, 43+85 E to 

33+06.5 S (90 degree 

elbow) (4 pipes).
Pipeline subgrade consisted 

of Wedron silty clay till 

FSAR 2.5.4.5.1 

Figs 2.5-16 & 2.5-25 

Except in circ. water 

intake pipe excavation 

where fill concrete was 

placed between the circ. 

water and ESW pipes.
Pipes encased in lean concrete 

or Bash. Concrete encasement 

backfilled to gr ade to 80% RD min.
33+06.5 S to 33+92.5 S (4 pipes)
Pipeline subgrade consisted 

of medium-fine sand backfill compacted to 85% RD within circ. water di scharge pipe excavation.
Encased in con crete backfilled with medium-fine sand and compacted to 85% RD min. to top of concrete and 80% RD min. above concrete.
33+92.5 S to 49+20 S 

(4 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5-1 

Figs. 2.5-16 
& 2.5-25 Pipes encased in lean concrete 

or Bash. Concrete encasement 

backfilled to grade to 80% 

RD min.  

BRAIDWOOD-UFSAR 2.5-241 TABLE 2.5-48 (Cont'd)
PIPE LOCATION SUBGRADE BACKFILL    49+20 S to 50+90 S (Screenhouse) 
(2 pipes).
Wedron Silty Clay Till FSAR 2.5.4.5.1 Figs 2.5-16 & 2.5-25 Pipes encased in lean concrete or Bash and ba ckfilled to grade to 80% RD min.
49+20 S to 51.06 S 

(2 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5.1 

Figs 2.5-16 & 2.5-25 Pipes encased in lean concrete 

or Bash and ba ckfilled to grade to 80% RD min.
51.06 S to 51.14 S 

(2 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5.1 

Figs 2.5-16 & 2.5-25 Lean concrete or Bash encasement (S-93BR) and b ackfilled with sand compacted to 80% RD min. 51.14 S to 52+00 S (2 pipes).
Wedron Silty Clay Till 

FSAR 2.5.4.5.4.1 

Figs 2.5-16 & 2.5-25 Lean concrete or Bash encasement 

and backfilled with sand  

to 80% RD min.
52+00 S to 81+17.25 S Pipeline encasement sup- 

ported on pads founded 

on Wedron Silty Clay 

Till - 2.5.4.5.4.1.
Encased in lean concrete. 

Backfilled with sand to 85%
min. RD on the sides of the pipes.  

BRAIDWOOD-UFSAR 2.5-242 TABLE 2.5-49 FS AGAINST LIQUEFACTION FOR AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 590.0 ft) 
  (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               588 Brown 48.2 IL 134 0.56 56.3 1.17 1.00 56.3 1.17 0.83 62.3 1.30  Fine 48.2 
+/-5% 134 0.70 70.5 1.46 1.19 83.7 1.74 0.83 92.7 1.94  Silty 48.2 
+/-10% 134 0.83 83.5 1.72 1.38 114.0 2.36 0.83 127.0 2.63  Sand 585 Brown 115.0 IL 335 0.56 141.0 1.22 1.00 140.3 1.22 0.83 154.1 1.34  Fine 115.0 
+/-5% 335 0.70 176.0 1.53 1.19 203.6 1.77 0.83 226.6 1.97  Silty 115.0 
+/-10% 335 0.83 208.0 1.80 1.38 280.0 2.43 0.83 310.0 2.70  Sand 585 Gray 115.0 IL 335 0.54 135.8 1.18 1.03 143.8 1.25 0.83 159.9 1.39  Fine 115.0 
+/-5% 335 0.63 158.0 1.37 1.25 196.7 1.72 0.83 219.6 1.91  Sand 115.0 
+/-10% 335 0.75 188.5 1.64 1.42 266.0 2.32 0.83 296.0 2.58               570 Gray 375.9 IL 1340 0.54 543.0 1.48 1.03 581.4 1.58 0.65 515.2 1.40  Fine 375.9 
+/-5% 1340 0.63 633.0 1.72 1.25 802.2 2.18 0.65 706.6 1.92  Sand 375.9 
+/-10% 1340 0.75 755.0 2.05 1.42 1070.0 2.92 0.65 945.0 2.57 

BRAIDWOOD-UFSAR 

2-5-243   

REVISION 3 - DECEMBER 1991 TABLE 2.5-50 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR LOW AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 590.0 ft) 
  (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               588 Brown 48.2 IL 134 0.53 53.3 1.11 0.99 53.0 1.10 0.83 59.3 1.23  Fine 48.2 
+/-5% 134 0.62 62.3 1.29 1.17 72.8 1.51 0.83 81.0 1.68  Silty 48.2 
+/-10% 134 0.79 79.5 1.65 1.36 109.4 2.27 0.83 121.9 2.53  Sand 585 Brown 115.0 IL 335 0.53 133.0 1.13 0.99 130.0 1.13 0.83 144.9 1.26  Fine 115.0 
+/-5% 335 0.62 156.0 1.36 1.17 178.2 1.55 0.83 199.0 1.73  Silty 115.0 
+/-10% 335 0.79 198.5 1.72 1.36 265.6 2.31 0.83 295.6 2.57  Sand 585 Gray 115.0 IL 335 0.48 120.5 1.05 1.00 120.8 1.05 0.83 134.6 1.17  Fine 115.0 
+/-5% 335 0.55 138.0 1.20 1.19 164.4 1.43 0.83 182.8 1.59  Silty 115.0 
+/-10% 335 0.61 153.0 1.33 1.38 212.8 1.85 0.83 236.9 2.06  Sand 570 Gray 375.9 IL 1340 0.48 482.0 1.34 1.00 493.1 1.34 0.65 434.2 1.18  Fine 375.9 
+/-5% 1340 0.55 552.0 1.50 1.19 666.1 1.81 0.65 588.8 1.60  Sand 375.9 
+/-10% 1340 0.61 613.0 1.67 1.38 853.8 2.32 0.65 754.4 2.05 

BRAIDWOOD-UFSAR 2-5-244 TABLE 2.5-51 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR AVERAGE RELATIVE DENSITY CONDITIONS Level Ground at Elevation 584.0 ft (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               582 Gray 48.2 IL 134 0.54 54.3 1.12 1.03 55.9 1.16 0.83 61.9 1.28 Fine 48.2 
+/-5% 134 0.63 63.3 1.31 1.25 79.1 1.64 0.83 87.6 1.82  Sand 48.2 
+/-10% 134 0.75 75.4 1.56 1.42 112.4 2.33 0.83 124.4 2.58 579 Gray 115.0 IL 335 0.54 135.7 1.18 1.03 139.7 1.21 0.83 154.6 1.34 Fine 115.0 
+/-5% 335 0.63 158.3 1.38 1.25 197.9 1.72 0.83 219.0 1.90  Sand 115.0 
+/-10% 335 0.75 188.4 1.64 1.42 267.6 2.33 0.83 296.1 2.58               577.5 Gray 148.8 IL 435.5 0.54 176.4 1.18 1.03 181.7 1.22 0.83 201.5 1.35 Fine 148.8 
+/-5% 435.5 0.63 205.8 1.38 1.25 257.2 1.73 0.83 285.3 1.92  Sand 148.8 
+/-10% 435.5 0.75 245.0 1.65 1.42 347.8 2.34 0.83 385.9 2.59               570 Gray 309.0 IL 938 0.54 379.9 1.23 1.03 391.3 1.27 0.73 380.8 1.23 Fine 309.0 
+/-5% 938 0.63 443.2 1.43 1.25 554.0 1.79 0.73 539.2 1.74  Sand 309.0 
+/-10% 938 0.75 527.6 1.71 1.42 749.2 2.42 0.73 729.2 2.36               

BRAIDWOOD-UFSAR 2-5-245 TABLE 2.5-52 FACTOR OF SAFETY (FS) AGAINST LIQUEFACTION FOR LOW AVERAGE RELATIVE DENSITY CONDITIONS (Level Ground at Elevation 584.0 ft) 
  (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)      d (---)   D c  FS (C r C r  FS (C r   d Strain v 23c f  (based f based (based f based Elev Soil (psf) Condition (psf) N=10 (psf) FS on D r) (psf) on D r) on K o) (psf) on K o)               582 Gray 48.2 IL 134 0.48 48.2 1.00 1.00 48.2 1.00 0.83 53.5 1.11 Fine 48.2 
+/-5% 134 0.55 55.3 1.15 1.19 65.8 1.36 0.83 73.0 1.51  Sand 48.2 
+/-10% 134 0.61 61.3 1.27 1.38 84.6 1.76 0.83 93.8 1.95 579 Gray 115.0 IL 335 0.48 120.6 1.05 1.00 120.6 1.05 0.83 133.8 1.16 Fine 115.0 
+/-5% 335 0.55 138.2 1.20 1.19 164.4 1.43 0.83 182.4 1.59  Sand 115.0 
+/-10% 335 0.61 153.3 1.33 1.38 211.5 1.84 0.83 234.6 2.04               577.5 Gray 148.8 IL 435.5 0.48 156.8 1.05 1.00 156.8 1.05 0.83 173.9 1.17 Fine 148.8 
+/-5% 435.5 0.55 179.6 1.21 1.19 213.8 1.44 0.83 237.1 1.59  Sand 148.8 
+/-10% 435.5 0.61 199.2 1.34 1.38 274.9 1.85 0.83 305.0 2.05               570 Gray 309.0 IL 938 0.48 337.7 1.09 1.00 337.7 1.09 0.73 328.7 1.06 Fine 309.0 
+/-5% 938 0.55 386.9 1.25 1.19 460.4 1.49 0.73 448.2 1.45  Sand 309.0 
+/-10% 938 0.61 429.1 1.39 1.38 592.2 1.92 0.73 576.4 1.86               

BRAIDWOOD-UFSAR 2.5-246 TABLE 2.5-53 

==SUMMARY==
OF STATIC AND DYNAMIC STABILITY ANALYSES FOR INTERIOR DIKE LOADING CONDITIONS MINIMUM FACTOR OF SAFETY PROVIDED     a. Static Loading conditions 
: 1. End of Constru ction - no water 2.2     2. Full Reservoir - Water Elevation 595 feet 2.0     3. Rapid Drawdown -
Water Reduced from Elevation 595 feet to 592 feet 1.8    b. Pseudostatic Loading Conditions with 0.12 Seismic Coefficient 
: 1. End of Constru ction - no water 1.5     2. Full Reservoir - Water Elevation 595 feet 1.3     3. Rapid Drawdown -
Water Reduced from Elevation 595 feet to 592 feet 1.2     

BRAIDWOOD-UFSAR REVISION 5 - DECEMBER 1994 

Attachments 2.5A through 2.5D ha ve been deleted intentionally.}}