ML18285A596

Revision 19 to Updated Final Safety Analysis Report, Chapter 2, Site Characteristics

ML18285A596
Person / Time
Site:	Limerick
Issue date:	09/19/2018
From:	Exelon Generation Co
To:	Office of Nuclear Reactor Regulation
Shared Package
ML18285A591	List: ML18285A594 ML18285A595 ML18285A596 ML18285A599 ML18285A600 ML18285A601 ML18285A602 ML18285A603 ML18285A606 ML18285A607 ML18285A609 ML18285A611 ML18285A613 ML18285A614 ML18285A632
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{{#Wiki_filter:LGS UFSAR CHAPTER 02 2.1-1 REV. 14, SEPTEMBER 2008 CHAPTER 2 - SITE CHARACTERISTICS 2.1 GEOGRAPHY AND DEMOGRAPHY 2.1.1 SITE LOCATION AND DESCRIPTION 2.1.1.1 Specification of Location Limerick Generating Station is located in southeastern Pennsylvania on the Schuylkill River, about 1.7 miles southeast of the limits of the Borough of Pottstown and about 20.7 miles northwest of the Philadelphia city limits. The Schuylkill River passes through the site, separating the western portion located in East Coventry Township, Chester County, from the eastern portion located in Limerick Township and Pottsgrove Township, Montgomery County, Pennsylvania. Figure 2.1-1 identifies the general location of the LGS site, and Figure 2.1-2 shows the immediate environs within 5 miles of the site. The Universal Transverse Mercator coordinates of the LGS Unit 1 reactor are 4,452,582.462 meters north and 449,984.170 meters east, Zone 18T. The corresponding Greenwich coordinates for Unit 1 are 4013'26.67" north latitude and 7535'16.27" west longitude. The Unit 2 reactor is located at 4,452,528.462 meters north and 450,033.548 meters east, Zone 18T of the Transverse Mercator Coordinate System with corresponding 4013'26.64" north latitude and 7535'14.15" west longitude coordinates. 2.1.1.2 Site Area The land portion of the site consists of 595 acres, as shown in Figure 2.1-3. The property within the site boundary is owned by the licensee except as noted below. The site boundary is shown in Figure 2.1-3. The licensee owns additional property adjacent to the site on which the nuclear training center is located. This property is not considered part of the site. As shown in Figure 2.1-3, the site is traversed by several public roads, a railroad right-of-way and the Schuylkill River. These areas, including the island in the river, are considered public passageways and not part of the site property. The site is located in gently rolling countryside, traversed by numerous valleys containing small streams which empty into the Schuylkill River. On the eastern bank of the Schuylkill River the terrain rises from just under el 110' MSL (mean sea level) at the river, to approximately el 300' MSL toward the east, which is the highest ground on the site boundary. Two parallel streams, Possum Hollow Run and Brooke Evans Creek, cut through the site in wooded valleys, running southwest into the Schuylkill River. The grade in the area of the reactor and turbine enclosures is about el 217 feet MSL. On the western bank of the river, the terrain is relatively flat, rising only about 50 feet from the shore to the western edge of the site. One small stream flows southeastward through the site to the Schuylkill River. The locations of principal station structures are shown in Figure 2.1-4. In addition, the Limerick Energy Information Center is located on the site property. The information center, owned and operated by the licensee, is open to the public during specified hours. Admission to the information center is controlled by the licensee. A nuclear training center consisting of a simulator, laboratories and classrooms is located on the licensee property adjacent to the site. This facility is operated and controlled by the licensee. LGS UFSAR CHAPTER 02 2.1-2 REV. 14, SEPTEMBER 2008 2.1.1.3 Boundaries for Establishing Effluent Release Limits The boundary line of the restricted area, as defined in pre-1994 10CFR20, is identical to the site boundary line shown in Figure 2.1-3. The land area within the boundary lines is owned by the licensee. Control of public passageways is discussed in Section 2.1.2.1 and 2.1.3.3. There are no permanent residences within the restricted area. Station effluent release points are shown in Figure 2.1-4. 2.1.2 Exclusion Area Authority And Control 2.1.2.1 Authority The exclusion area for LGS, shown in Figure 2.1-3, is defined as the area encompassed by a radius of 2500 feet from the center of each reactor unit. The property within the exclusion area is either owned or controlled by the licensee. Following fuel load, residence within the exclusion area will be prohibited in conformance with 10CFR100. The Controlled Areas, as defined in the post-1994 10CFR20 Regulation, may be established within the Site Boundary line outside the Restricted Area. LGS has no Controlled Areas because of the Restricted Area boundary extends all the way out to the Site Boundary line. As shown in Figure 2.1-3, the exclusion area is traversed by several public roads, a Conrail right-of-way, and the Schuylkill River. These areas, including the island in the river, are considered public passageways and not part of the site property. Arrangements for control of public access to these areas in the event of an emergency are discussed in Section 2.1.2.3. There are no outstanding mineral rights within the exclusion area. 2.1.2.2 Control of Activities Unrelated to Plant Operation Activities unrelated to plant operation that occur within the exclusion area, aside from transit through the area, are those associated with the Limerick Energy Information Center, located people are expected to visit the Information Center each year. The number of visitors to the center seldom exceeds 100 at any one time. Evacuation of these people is discussed in the Emergency Plan. 2.1.2.3 Arrangements for Traffic Control on Public Passageways Arrangements have been made with the Pennsylvania State Police to control public access to the exclusion area in the event of an emergency. Arrangements have been made with Conrail to control rail traffic through the exclusion area in the event of an emergency. Letters of agreement between the licensee and the State Police are referenced in the Emergency Plan. 2.1.2.4 Abandonment or Relocation of Roads LGS UFSAR CHAPTER 02 2.1-3 REV. 14, SEPTEMBER 2008 Prior to station construction, Longview Road traversed the site in a southerly direction from the juncture of Sanatoga Road and Possum Hollow Road to the railroad right-of-way on the eastern bank of the Schuylkill River. This portion of Longview Road, approximately 6000 feet, was abandoned and relocated to the eastern edge of the LGS site on a portion of roadway formerly known as Lozark Road. New sections of the roadway were constructed to realign Longview Road and Lozark Road between Keen Road and the existing paving on Longview Road South of Brook Evans Creek. Both Longview and Lozark Roads are township roads. 2.1.3 POPULATION DISTRIBUTION 2.1.3.1 Population Within 10 Miles The population distributions within 10 miles, as a function of distance and direction, for the decades 1970 through 2020 and for the year 1985 are listed in Tables 2.1-1 through 2.1-7. The 1970 and 1980 data are taken from actual census data; the other years are taken from projections (Table 2.1-15). The 1985 projections are considered to be representative of the population near the year of initial station operation, and the 2020 projections represent population near the end of station operation. These projections are based on 1980 census data. The 1980 data shows that population has decreased. A map, keyed to Tables 2.1-1 through 2.1-7, is provided in Figure 2.1-5. The population distribution within 10 miles is based upon the number of households obtained from a 1980 meter count of PECO Energy Co.'s residential customer billing file, and upon a 1980 meter count of Metropolitan Edison Company's billing file. A factor of 2.88 persons per residential meter in PECo territory and a factor of 2.70 persons per residential meter for the Metropolitan Edison Company territory were used to convert the meter count into population. Projected populations were determined by using county projection factors obtained from state agencies. Where information was not available to 2020, the licensee extended the available information through that year. Table 2.1-15 lists the sources of population information. Population for the year 1985 was estimated by the licensee by interpolation of data between 1980 and 1990. Projections for the years 2010 and 2020 were made by increasing projections for the year 2000 at a rate of 20% per 10 year period. 2.1.3.2 Population Between 10 and 50 Miles Population distribution between 10 and 50 miles for the decades 1970 through 2020 and for the year 1985 are listed in Tables 2.1-8 through 2.1-14. The 1970 and 1980 data are taken from actual census data; the other years are based on projections (Table 2.1-15). A map, keyed to Tables 2.1-8 through 2.1-14, is provided in Figure 2.1-6. Projected populations were determined by using county projection factors obtained from state agencies. Where information was not available to 2020, the licensee extended the available information through that year. Table 2.1-15 lists the sources of population information. Population changes for 1950 through 1980 in the counties within 50 miles of the station are indicated in Table 2.1-16. LGS UFSAR CHAPTER 02 2.1-4 REV. 14, SEPTEMBER 2008 2.1.3.3 Transient Population The transient population in the site area is classified as daily or seasonal. The daily transients result from the influx of employees to local business and industrial facilities. Local industries, and their location and employment, are listed in Table 2.1-17. The only industries with a significant daily transient population are Mrs. Smith's Pie Company, Sircom Knitting Company, and Crouse Company. A 1976 creel survey of people fishing the Schuylkill River within 3.1 miles of the station showed that 96% lived within 6.2 miles of the river and thus do not comprise a transient population. These data also projected 1980 fishing pressure within 3.1 miles of the station at 8800 angler hours for the principal fishing months of May through September. The average time spent fishing was 3.5 hours from shore and 4.7 hours by boat. Less than 20% of the fishing pressure came from boats. Based on these data and data collected in a 1980 creel survey conducted as part of the LGS preoperational program, an average of 1100 boaters per year could be expected to use the Schuylkill River within 10 miles of the station, most of which would occur below Vincent Dam (3.3 miles below the station). 2.1.3.4 Low Population Zone The LPZ established for LGS, in accordance with 10CFR100, consists of the area within a radius of 1.27 miles (2043 meters). The LPZ and the estimated population within the LPZ are shown in Figure 2.1-7. Population estimates are based on the 1980 meter count. There are no schools, parks, hospitals, prisons, or public beaches within the LPZ. Industrial facilities within the LPZ include Occidental Chemical Corporation, Amerind-MacKessie, Inc, Mahr Printing, Inc, Structural Foam, Inc, Eastern Warehouse, Inc, and Pottstown Trap Rock Quarries, Inc. The locations of these facilities are shown in Figure 2.2-2, and the number of employees at each location is listed in Table 2.1-17. Other facilities, located outside of the LPZ, that may require special consideration include the following: a. Pottstown Memorial Medical Center, with approximately 400 patients and 840 employees. The hospital is located 1.8 miles northwest of the station. b. Graterford Prison, an 1800 inmate maximum security State Prison. The prison is located approximately 8.3 miles from the station. c. The Montgomery County Geriatric Center, a 600 patient care facility, is located 5.1 miles from the station. 2.1.3.5 Population Center The nearest population center, as defined in 10CFR100, is Pottstown Borough, which had a 1980 population of 22,729. The nearest boundary of the borough is 1.7 miles northwest of the station, and is outside the LPZ as defined in Section 2.1.3.4. The transient population in the immediate area does not influence the selection of the population center. The population of the borough is projected to reach 28,195 by 1983, and 46,653 by the year 2020. Based on 1980 census information, these population estimates are probably conservative. The population density in LGS UFSAR CHAPTER 02 2.1-5 REV. 14, SEPTEMBER 2008 1970 was estimated to be 5282 persons per square mile, and is expected to grow to 5874 by 1983 and to 9719 by 2020 based on state projections that used 1970 census information. Based on the 1980 census, the population density is estimated to be 4735 persons per square mile in 1980. 2.1.3.6 Population Density Table 2.1-18 provides a comparison of cumulative population projected for 1985, representative of the initial year of operation, with a cumulative population resulting from a uniform population density of 500 people per square mile in all directions from the plant. Table 2.1-19 provides a comparison of cumulative population projected for 2020, the assumed final year of operation, with a cumulative population resulting from a uniform population density of 1000 people per square mile. LGS UFSAR CHAPTER 02 2.1-6 REV. 13, SEPTEMBER 2006 Table 2.1-1 POPULATION DISTRIBUTION 0-10 MILES (1970) DISTANCE (MILES) SECTOR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL N 48 579 423 533 782 6,969 9,334 NNE 110 206 262 360 152 3,121 4,211 NE 21 74 223 322 311 2,982 3,933 ENE 25 71 276 368 180 1,839 2,759 E 18 113 318 474 376 11,995 13,294 ESE 57 131 333 290 328 14,366 15,505 SE 0 417 1,175 4,419 1,235 3,191 10,437 SSE 11 308 1,326 3,612 1,498 25,337 32,092 S 3 390 244 67 337 4,043 5,084 SSW 0 460 290 314 223 2,023 3,310 SW 55 186 163 281 266 3,191 4,142 WSW 42 205 473 397 948 1,120 3,185 W 49 59 1,190 1,192 1,896 304 4,690 WNW 7 76 3,256 11,072 3,323 8,267 26,001 NW 23 466 3,338 8,481 1,987 1,091 15,386 NNW 10 675 1,112 1,093 815 6,234 9,939 TOTAL 479 4,416 14,402 33,275 14,657 96,073 163,302 LGS UFSAR CHAPTER 02 2.1-7 REV. 13, SEPTEMBER 2006 Table 2.1-2 POPULATION DISTRIBUTION 0-10 MILES (1980) DISTANCE (MILES) SECTOR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL N 58 682 894 397 753 3,158 5,942 NNE 46 1,088 244 478 204 2,428 4,488 NE 46 40 202 334 276 3,732 4,630 ENE 12 58 199 380 228 5,139 6,016 E 20 150 271 389 418 5,120 6,368 ESE 29 179 297 268 579 9,223 10,575 SE 6 369 141 4,844 4,055 6,830 16,245 SSE 0 190 285 2,664 1,587 20,992 25,718 S 3 343 331 164 340 3,864 5,045 SSW 12 611 308 513 268 1,848 3,560 SW 69 181 204 311 300 1,783 2,848 WSW 46 179 533 458 1,596 1,899 4,711 W 35 118 1,754 1,515 1,054 2,239 6,715 WNW 40 320 2,992 11,076 3,545 9,791 27,764 NW 20 288 1,872 6,667 1,309 4,004 14,160 NNW 35 711 1,727 1,237 1,304 6,555 11,569 TOTAL 477 5,507 12,254 31,695 17,816 88,605 156,354 LGS UFSAR CHAPTER 02 2.1-8 REV. 13, SEPTEMBER 2006 Table 2.1-3 POPULATION DISTRIBUTION 0-10 MILES (1985) ___________________________________________________________________________________________________________________ DISTANCE (MILES) SECTOR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL N 60 712 933 414 786 3,296 6,201 NNE 48 1,135 254 499 212 2,533 4,681 NE 48 42 210 349 288 3,894 4,831 ENE 12 60 207 397 237 5,359 6,272 E 21 156 282 406 436 5,341 6,642 ESE 30 186 309 279 604 9,620 11,028 SE 6 385 147 5,054 4,230 7,126 16,948 SSE 0 204 306 2,861 1,704 22,544 27,619 S 3 368 356 176 365 4,150 5,418 SSW 12 656 331 551 288 1,986 3,824 SW 74 195 220 334 322 1,913 3,058 WSW 49 192 572 492 1,714 2,041 5,060 W 37 127 1,884 1,627 1,132 2,405 7,212 WNW 42 334 3,122 11,556 3,699 10,215 28,968 NW 21 300 1,953 6,955 1,366 4,176 14,771 NNW 36 742 1,802 1,290 1,361 6,839 12,070 TOTAL 499 5,794 12,888 33,240 18,744 93,438 164,603 LGS UFSAR CHAPTER 02 2.1-9 REV. 13, SEPTEMBER 2006 Table 2.1-4 POPULATION DISTRIBUTION 0-10 MILES (1990) DISTANCE (MILES) SECTOR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL N 63 741 972 431 818 3,433 6,458 NNE 50 1,182 265 519 221 2,637 4,874 NE 50 44 219 363 300 4,055 5,031 ENE 13 63 216 413 247 5,582 6,534 E 22 163 294 422 454 5,563 6,918 ESE 31 194 322 291 629 10,019 11,486 SE 6 401 153 5,263 4,406 7,423 17,652 SSE 0 218 327 3,058 1,822 24,097 29,522 S 3 393 380 188 390 4,436 5,790 SSW 13 701 354 588 307 2,123 4,086 SW 79 208 235 357 344 2,046 3,269 WSW 53 205 612 526 1,831 2,179 5,406 W 40 136 2,013 1,739 1,210 2,570 7,708 WNW 44 347 3,251 12,035 3,852 10,639 30,168 NW 22 313 2,034 7,244 1,423 4,351 15,387 NNW 38 773 1,876 1,344 1,417 7,123 12,571 TOTAL 527 6,082 13,523 34,781 19,671 98,276 172,860 LGS UFSAR CHAPTER 02 2.1-10 REV. 13, SEPTEMBER 2006 Table 2.1-5 POPULATION DISTRIBUTION 0-10 MILES (2000) DISTANCE (MILES) SECTOR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL N 64 756 990 440 834 3,499 6,583 NNE 51 1,205 270 529 225 2,690 4,970 NE 51 45 223 370 306 4,134 5,129 ENE 13 64 220 421 252 5,691 6,661 E 22 166 300 431 463 5,672 7,054 ESE 32 198 329 297 641 10,213 11,710 SE 6 408 156 5,365 4,491 7,566 17,992 SSE 0 224 336 3,141 1,871 24,749 30,321 S 3 404 390 194 401 4,557 5,949 SSW 14 720 363 604 316 2,179 4,196 SW 81 214 241 367 353 2,102 3,358 WSW 54 211 628 540 1,881 2,239 5,553 W 41 139 2,068 1,786 1,243 2,640 7,917 WNW 45 354 3,314 12,268 3,927 10,844 30,752 NW 22 319 2,073 7,384 1,450 4,435 15,683 NNW 38 788 1,913 1,370 1,444 7,261 12,814 TOTAL 537 6,215 13,814 35,507 20,098 100,471 176,642 LGS UFSAR CHAPTER 02 2.1-11 REV. 13, SEPTEMBER 2006 Table 2.1-6 POPULATION DISTRIBUTION 0-10 MILES (2010) DISTANCE (MILES) SECTOR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL N 77 907 1,189 528 1,001 4,199 7,901 NNE 61 1,446 324 635 271 3,227 5,964 NE 61 54 268 444 367 4,960 6,154 ENE 15 77 264 505 302 6,828 7,991 E 27 199 360 517 555 6,806 8,464 ESE 38 237 394 356 769 12,257 14,051 SE 8 490 188 6,438 5,390 9,081 21,595 SSE 0 269 403 3,769 2,245 29,703 36,389 S 4 485 469 232 481 5,468 7,139 SSW 16 864 436 725 379 2,616 5,036 SW 98 257 289 440 424 2,523 4,031 WSW 65 253 754 648 2,258 2,685 6,663 W 49 167 2,482 2,143 1,491 3,168 9,500 WNW 54 425 3,977 14,722 4,712 13,013 36,903 NW 27 383 2,488 8,861 1,740 5,323 18,822 NNW 46 945 2,295 1,644 1,733 8,714 15,377 TOTAL 646 7,458 16,580 42,607 24,118 120,571 211,980 LGS UFSAR CHAPTER 02 2.1-12 REV. 13, SEPTEMBER 2006 Table 2.1-7 POPULATION DISTRIBUTION 0-10 MILES (2020) DISTANCE (MILES) SECTOR 0-1 1-2 2-3 3-4 4-5 5-10 10-MILE TOTAL N 92 1,088 1,426 633 1,202 5,039 9,480 NNE 73 1,736 389 762 325 3,873 7,158 NE 73 64 322 533 441 5,952 7,385 ENE 18 92 317 606 363 8,195 9,591 E 32 239 432 620 666 8,167 10,156 ESE 46 285 473 427 923 14,708 16,862 SE 9 588 225 7,726 6,468 10,895 25,911 SSE 0 323 484 4,523 2,694 35,640 43,664 S 5 582 562 279 577 6,562 8,567 SSW 20 1,037 523 870 455 3,140 6,045 SW 117 308 347 528 509 3,027 4,836 WSW 78 303 905 777 2,709 3,226 7,998 W 59 200 2,978 2,572 1,790 3,801 11,400 WNW 64 510 4,773 17,667 5,655 15,616 44,285 NW 32 459 2,986 10,634 2,089 6,385 22,585 NNW 55 1,135 2,754 1,972 2,080 10,455 18,451 TOTAL 773 8,949 19,896 51,129 28,946 144,681 254,374 LGS UFSAR CHAPTER 02 2.1-13 REV. 13, SEPTEMBER 2006 Table 2.1-8 POPULATION DISTRIBUTION 10-50 MILES (1970) DISTANCE (MILES) SECTOR 0-10 10-20 20-30 30-40 40-50 50-MILE TOTAL N 9,334 6,253 40,245 42,944 27,908 126,684 NNE 4,211 19,178 188,605 170,433 35,189 417,616 NE 3,933 21,396 14,868 22,233 38,547 100,977 ENE 2,759 38,121 38,625 17,188 28,712 125,405 E 13,294 52,056 94,689 164,754 338,592 663,385 ESE 15,505 131,917 724,262 610,275 73,658 1,555,617 SE 10,437 90,554 1,255,972 566,597 103,147 2,026,707 SSE 32,092 24,552 250,377 25,563 21,282 353,866 S 5,084 60,017 29,018 332,241 18,248 444,608 SSW 3,310 28,071 23,849 36,668 45,361 137,259 SW 4,142 4,060 34,181 9,976 14,319 66,678 WSW 3,185 7,472 19,717 62,299 126,433 219,106 W 4,690 3,644 15,006 41,717 70,654 135,711 WNW 26,001 123,107 71,310 18,760 26,015 265,193 NW 15,386 7,797 16,911 14,553 61,969 116,616 NNW 9,939 9,816 14,500 5,792 34,883 74,930 TOTAL 163,302 628,011 2,832,135 2,141,993 1,064,917 6,830,358 LGS UFSAR CHAPTER 02 2.1-14 REV. 13, SEPTEMBER 2006 Table 2.1-9 POPULATION DISTRIBUTION 10-50 MILES (1980) DISTANCE (MILES) SECTOR 0-10 10-20 20-30 30-40 40-50 50-MILE TOTAL N 5,942 7,884 53,061 55,728 24,830 147,445 NNE 4,488 24,323 185,370 175,555 38,751 428,487 NE 4,630 18,810 19,791 25,253 49,483 117,967 ENE 6,016 54,025 52,445 19,874 36,108 168,468 E 6,368 60,790 88,479 178,907 331,487 666,031 ESE 10,575 124,311 654,399 609,017 105,734 1,504,036 SE 16,245 84,571 1,042,915 509,968 182,225 1,835,924 SSE 25,718 24,010 260,063 31,240 22,748 363,779 S 5,045 71,662 37,832 329,479 23,712 467,730 SSW 3,560 41,678 25,473 47,226 48,771 166,708 SW 2,848 7,171 34,583 11,577 18,878 75,057 WSW 4,711 9,298 24,662 72,930 133,537 245,138 W 6,715 4,729 17,437 49,786 74,846 153,513 WNW 27,764 120,554 72,875 25,831 29,043 276,067 NW 14,160 9,026 17,164 17,026 63,480 120,856 NNW 11,569 12,706 16,031 7,502 34,491 82,299 TOTAL 156,354 675,548 2,602,580 2,166,899 1,218,124 6,819,505 LGS UFSAR CHAPTER 02 2.1-15 REV. 13, SEPTEMBER 2006 Table 2.1-10 POPULATION DISTRIBUTION 10-50 MILES (1985) DISTANCE (MILES) SECTOR 0-10 10-20 20-30 30-40 40-50 50-MILE TOTAL N 6,201 15,786 55,411 58,654 26,896 162,948 NNE 4,681 25,699 193,709 184,827 40,999 449,915 NE 4,831 19,495 21,217 26,719 52,088 124,350 ENE 6,272 54,208 56,225 21,111 39,128 176,944 E 6,642 71,745 94,178 191,806 348,565 712,936 ESE 11,028 136,168 600,174 571,592 108,755 1,427,717 SE 16,948 84,872 948,054 500,820 186,962 1,737,656 SSE 27,619 31,051 257,792 32,345 23,407 372,214 S 5,418 78,282 39,399 343,371 24,571 491,041 SSW 3,824 43,076 27,358 49,699 50,543 174,500 SW 3,058 9,030 37,127 12,403 19,894 81,512 WSW 5,060 9,084 26,382 78,015 142,849 261,390 W 7,212 4,335 18,608 53,247 79,911 163,313 WNW 28,968 129,767 76,716 27,363 30,747 293,561 NW 14,771 4,579 18,068 17,852 66,226 121,498 NNW 12,070 13,491 16,858 7,843 36,416 86,678 TOTAL 164,603 730,668 2,487,276 2,177,667 1,277,957 6,838,171 LGS UFSAR CHAPTER 02 2.1-16 REV. 13, SEPTEMBER 2006 Table 2.1-11 POPULATION DISTRIBUTION 10-50 MILES (1990) DISTANCE (MILES) SECTOR 0-10 10-20 20-30 30-40 40-50 50-MILE TOTAL N 6,458 16,501 57,759 61,579 28,963 171,260 NNE 4,874 26,941 202,042 193,452 43,149 470,458 NE 5,031 20,676 22,643 28,000 54,138 130,488 ENE 6,534 56,983 60,007 22,529 41,340 187,393 E 6,918 74,718 99,879 204,701 368,386 754,602 ESE 11,486 141,812 545,945 545,422 118,787 1,363,452 SE 17,652 87,619 853,199 509,471 201,709 1,669,650 SSE 29,522 33,077 255,520 35,376 24,065 377,560 S 5,790 83,674 40,942 356,138 25,115 511,659 SSW 4,086 46,044 29,239 52,309 53,205 184,883 SW 3,269 9,652 39,671 13,226 21,149 86,967 WSW 5,406 9,678 28,101 83,101 152,160 278,446 W 7,708 4,486 19,777 56,708 84,972 173,651 WNW 30,168 136,351 80,556 28,896 32,451 308,422 NW 15,387 4,929 18,974 18,681 68,972 126,943 NNW 12,571 14,243 17,682 8,183 38,340 91,019 TOTAL 172,860 767,384 2,371,936 2,217,772 1,356,901 6,886,853 LGS UFSAR CHAPTER 02 2.1-17 REV. 13, SEPTEMBER 2006 Table 2.1-12 POPULATION DISTRIBUTION 10-50 MILES (2000) DISTANCE (MILES) SECTOR 0-10 10-20 20-30 30-40 40-50 50-MILE TOTAL N 6,583 16,837 58,743 62,871 29,786 174,820 NNE 4,970 27,473 205,566 198,282 44,225 480,516 NE 5,129 21,141 23,177 30,320 59,686 139,453 ENE 6,661 58,184 61,422 24,904 47,162 198,333 E 7,054 76,172 102,127 209,526 389,831 784,710 ESE 11,710 144,573 542,450 572,224 137,627 1,408,584 SE 17,992 89,099 844,309 550,741 224,521 1,726,662 SSE 30,321 33,947 256,615 39,309 25,600 385,792 S 5,949 85,945 42,015 368,752 26,026 528,687 SSW 4,196 47,295 30,036 54,130 55,746 191,403 SW 3,358 9,915 40,738 13,566 21,947 89,524 WSW 5,553 9,931 28,797 85,157 155,924 285,362 W 7,917 4,564 20,260 58,108 87,041 177,890 WNW 30,752 139,379 82,329 29,560 33,205 315,225 NW 15,683 5,078 19,391 19,088 70,460 129,700 NNW 12,814 14,581 18,059 8,347 39,276 93,077 TOTAL 176,642 784,114 2,376,034 2,324,885 1,448,063 7,109,738 LGS UFSAR CHAPTER 02 2.1-18 REV. 13, SEPTEMBER 2006 Table 2.1-13 POPULATION DISTRIBUTION 10-50 MILES (2010) DISTANCE (MILES) SECTOR 0-10 10-20 20-30 30-40 40-50 50-MILE TOTAL N 7,901 20,203 70,491 75,444 35,745 209,784 NNE 5,964 32,968 246,677 237,938 53,069 576,616 NE 6,154 25,371 27,813 36,384 71,622 167,344 ENE 7,991 69,822 73,705 29,886 56,593 237,997 E 8,464 91,406 122,553 251,430 467,794 941,647 ESE 14,051 173,487 650,942 686,669 165,153 1,690,302 SE 21,595 106,916 1,013,175 660,888 269,426 2,072,000 SSE 36,389 40,734 307,940 47,173 30,722 462,958 S 7,139 103,134 50,417 442,504 31,232 634,426 SSW 5,036 56,752 36,041 64,955 66,896 229,680 SW 4,031 11,895 48,889 16,280 26,336 107,431 WSW 6,663 11,919 34,557 102,185 187,108 342,432 W 9,500 5,478 24,311 69,729 104,447 213,465 WNW 36,903 167,256 98,795 35,473 39,845 378,272 NW 18,822 6,094 23,269 22,906 84,552 155,643 NNW 15,377 17,499 21,671 10,016 47,131 111,694 TOTAL 211,980 940,934 2,851,246 2,789,860 1,737,671 8,531,691 LGS UFSAR CHAPTER 02 2.1-19 REV. 13, SEPTEMBER 2006 Table 2.1-14 POPULATION DISTRIBUTION 10-50 MILES (2020) DISTANCE (MILES) SECTOR 0-10 10-20 20-30 30-40 40-50 50-MILE TOTAL N 9,480 24,242 84,586 90,526 42,888 251,722 NNE 7,158 39,555 296,007 285,513 63,674 691,907 NE 7,385 30,441 33,371 43,654 85,939 200,790 ENE 9,591 83,778 88,441 35,859 67,908 285,577 E 10,156 109,680 147,060 301,706 561,341 1,129,943 ESE 16,862 208,176 781,112 823,984 198,173 2,028,307 SE 25,911 128,297 1,215,784 793,046 323,302 2,486,340 SSE 43,664 48,875 369,510 56,603 36,862 555,514 S 8,567 123,754 60,496 530,994 37,474 761,285 SSW 6,045 68,095 43,245 77,941 80,271 275,597 SW 4,836 14,273 58,659 19,532 31,599 128,899 WSW 7,998 14,296 41,466 122,616 224,521 410,897 W 11,400 6,573 29,168 83,668 125,325 256,134 WNW 44,285 200,700 118,545 42,560 47,807 453,897 NW 22,585 7,310 27,917 27,482 101,452 186,746 NNW 18,451 20,994 26,002 12,018 56,551 134,016 TOTAL 254,374 1,129,039 3,421,369 3,347,702 2,085,087 10,237,571 LGS UFSAR CHAPTER 02 2.1-20 REV. 13, SEPTEMBER 2006 Table 2.1-15 SOURCES OF PROJECTED POPULATIONS State 1970 1980 1985 1990 2000 2010 2020 Delaware 1 7 8 2 2 6 6 Maryland 1 7 8 3 3 6 6 New Jersey 1 7 8 4 4 6 6 Pennsylvania 1 7 8 5 5 6 6 Year of Estimate 1 U.S. Census 1970 2 Delaware Development Office, Delaware Population Consortium 1982 3. Maryland Department of State Planning 1982 4 New Jersey Department of Labor, Division of Planning and Research, Office of Demographic and Economic Analysis 1983 5 Pennsylvania Department of Environmental Resources 1983 6 PECo 1984 7. U.S. Census 1980 8. PECo, based on projections made by sources 2, 3, 4, and 5 1984 LGS UFSAR CHAPTER 02 2.1-21 REV. 13, SEPTEMBER 2006 Table 2.1-16 BUREAU OF CENSUS POPULATIONS OF COUNTIES WITHIN 50 MILES OF THE SITE COUNTY STATE 1950 1960 1970 1980 New Castle DE 218,879 307,446 385,856 399,002 Cecil MD 33,356 48,408 53,291 60,430 Burlington NJ 135,910 224,499 323,132 362,542 Camden NJ 300,743 392,035 456,291 471,650 Gloucester NJ 91,727 134,840 172,681 199,917 Hunterdon NJ 42,736 54,107 69,718 87,361 Mercer NJ 229,781 266,392 303,968 307,863 Salem NJ 49,508 59,711 60,346 64,676 Somerset NJ 99,052 143,913 198,372 203,129 Warren NJ 54,374 63,220 73,879 84,429 Berks PA 255,740 275,414 296,382 312,509 Bucks PA 144,620 308,567 415,056 479,211 Carbon PA 57,558 52,889 50,573 52,285 Chester PA 159,141 210,608 278,311 316,660 Delaware PA 414,234 553,154 600,035 555,007 Lancaster PA 234,717 278,359 319,693 362,346 Lebanon PA 78,905 90,853 99,665 109,829 Lehigh PA 198,207 227,536 255,304 273,582 Monroe PA 33,803 39,567 45,422 69,409 Montgomery PA 353,068 516,682 623,799 643,621 Northampton PA 185,243 201,412 214,368 225,418 Philadelphia PA 2,071,605 2,002,517 1,948,609 1,688,210 Schuylkill PA 200,577 173,027 160,089 160,630 York PA 202,737 238,336 272,603 312,963 LGS UFSAR CHAPTER 02 2.1-22 REV. 13, SEPTEMBER 2006 Table 2.1-17 INDUSTRIES WITHIN 5 MILES OF THE SITE COMPANY PRODUCT LOCATION NUMBER OF EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Montgomery County Mrs. Smith's Pie Co Frozen Specialties Charlotte & Water Sts 1,700 3.6 WNW Pottstown Princess Bakery Bread and Bakery Products 113 S. Washington St 14 3.2 WNW Pottstown Lincoln Underwear Co Knit Underwear Mills 175 S. Evans St 240 3.5 WNW Pottstown Spring City Knitting Co Circular Knit Fabric Mills 475 N. Lewis Rd 129 2.6 ESE Royersford Pottstown Textile Co, Inc Dresses 420 Apple St 36 3.2 WNW Pottstown Sunset Manufacturing Inc Dresses 24 Moser Rd 300 2.0 NW Pottstown INA-Lin Dress Co Dresses 119 N. York St 40 3.8 WNW Pottstown Frederick Bros, Inc Millwork Hanover and East Sts 14 3.7 NW Pottstown Dela Foil, Inc Aluminum Products Shoemaker & Robinson Rds 10 4.3 WNW Rixie Paper Products, Inc Paperboard Products Quinter and H Sts 40 5.1 WNW Pottstown Peerless Publications, Inc Newspapers Hanover and King Sts 99 3.6 WNW Pottstown Mahr Printing Commercial Printing R. D. 3 13 1.1 NNW Pottstown LGS UFSAR CHAPTER 02 2.1-23 REV. 13, SEPTEMBER 2006 Table 2.1-17 (Cont'd) COMPANY PRODUCT LOCATION NUMBER OF EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Smales Printery Commercial Printing 785 N. Charlotte St 20 3.5 NW Pottstown Risson Press, Inc Commercial Printing 244 King St 12 3.5 WNW Pottstown S.T.V., Inc Engineering Robinson Rd 225 4.3 WNW Pottstown Polymeric Systems, Inc Adhesives and Sealants 860 Cross St 34 2.6 WNW Pottstown Pottstown Roller Mills, Inc Ball and Roller Bearings 625 Ind Hwy 10 2.9 WNW Pottstown Stanley Tools, Inc Miscellaneous Upper Lewis Rd 136 2.9 E Plastics Products Limerick Twp Diamond Glass Co Glass Containers First Ave 780 4.0 SE Royersford Keystone Gray Iron Foundry Co Gray Iron Foundries Keim and Cross Sts 60 2.6 WNW Pottstown Albright Paper & Box Co Cardboard Conversion Robinson Rd 8 4.3 WNW Pottstown Reading Crane & Conveying Equipment 1200 High St 30 2.3 NW Engineering Co Pottstown Morris Wheeler & Co, Inc Fabricated Structural Steel First Ave 80 4.1 SE Fabricating Works Royersford Pottstown Metal Welding Fabricated Plate Work 350 W. High St 45 4.4 WNW Co, Inc Pottstown Sanatoga Metal Co, Inc Sheet Metal Work Sanatoga 15 1.0 WNW Lower Pottsgrove Twp Superior Metal Prod Co, Inc Sheet Metal Work Berks St 45 5.3 WNW Pottstown LGS UFSAR CHAPTER 02 2.1-24 REV. 13, SEPTEMBER 2006 Table 2.1-17 (Cont'd) COMPANY PRODUCT LOCATION NUMBER OF EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Cann and Saul Steel Co Iron and Steel Forgings N. 4th Ave 190 3.6 SE Royersford Mrs. Smith's Foil Co Metal Stampings, N.E.C. 255 South St 75 3.6 WNW Pottstown American Metal Finishers, Inc Electroplating 1346 Farmington Ave 30 4.5 NW Pottstown Platers, Inc Electroplating Keim and Cross Sts 12 2.6 WNW Pottstown Pottstown Plating Works Electroplating Washington & Laural Sts 52 3.2 WNW Pottstown Rivlin Bros Scrap Processing Old Reading Pike 10 5.5 WNW Pottstown Pottstown Pipe Products, Inc Valve and Pipe Fittings 412-42 Laurel St 44 3.2 WNW Pottstown Royersford Spring Co Wire Springs Main Street & 1st Ave 29 3.7 SE Royersford B and S Specialties, Inc Fabricated Metal Products, N.E.C. Rt 20 & Levengood Rd 23 4.7 NW Pottstown Teleflex, Inc Mechanical Division Internal Combustion Engines, N.E.C. North Wales 200 2.5 E Limerick Twp Neapco Products, Inc Construction Machinery and Equipment Queen and Bailer Sts 400 3.0 WNW Pottstown United States Axle Co Construction Machinery and Equipment 275 Shoemaker 40 4.8 WNW Pottstown Pottstown Machine Co Machine Tools Roland and Reading RR 80 2.3 WNW Pottstown Brusch Machine and Tool Co Special Dyes and Tools 342 W. Ridge Pike 15 3.6 E Limerick Twp LGS UFSAR CHAPTER 02 2.1-25 REV. 13, SEPTEMBER 2006 Table 2.1-17 (Cont'd) COMPANY PRODUCT LOCATION NUMBER OF EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Chop Rite Mfg Co Food Products Machinery 859 Cross St 22 2.7 WNW Pottstown American Machine and Woodworking Machinery Spring and 4th Sts 100 3.9 SE Tool Co, Inc Royersford Clover Lamp Co, Inc Lighting Equipment, N.E.C. First Ave 100 3.9 SE Royersford Dana Corp - Spicer Division Motor Vehicle Parts and 125 S. Keim St 625 2.5 WNW Accessories Pottstown Tri-Rx Laboratories Optical Instruments and Lens 701 High St 45 2.7 WNW Pottstown Power Wash, Inc Manufacturing High and Berks St 20 4.7 WNW Industries, N.E.C. Pottstown Montgomery County A & L Handles, Inc Plastic Products 244 Shoemaker Rd 30 4.7 WNW Pottstown Amcord, Inc Redwood Furniture Adam & Queen Sts 106 3.1 WNW Pottstown Gudebrod, Inc Thread, Sewing Kits & Cord Shoemaker Road 250 4.7 WNW Pottstown Hooker Chemical Co (PVC Div) PVC Resins and Fabricated Firestone Boulevard 750 1.5 WNW Products Pottstown Pollock Research & Special Design Machinery & 1200 High St 90 2.3 NW Design, Inc Material Handling Equipment Pottstown Plating Works, Inc Electroplating Washington & Laurel 52 3.1 WNW & Finishing Metals Pottstown Bemiss-Jason Corp Corrugated Paper Displays, Railroad Avenue 20 3.4 SE Crepe Papers, Royersford School Supplies LGS UFSAR CHAPTER 02 2.1-26 REV. 13, SEPTEMBER 2006 Table 2.1-17 (Cont'd) COMPANY PRODUCT LOCATION NUMBER OF EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Dow Chemical Co Plastic Lined Pipe 1st Avenue 7 4.2 SE Royersford French Creek Products Plastic Products 1st Avenue 18 3.4 SE Royersford H. E. Quay Welding Welding Specialties Robinson Rd 3 4.7 WNW Pottstown Snow King Frozen Foods, Inc Processing of Frozen Foods 980 Glascow St 120 4.8 WNW Pottstown Pottstown Cement Block Co Concrete Block & Brick W. High Street 7 5.5 WNW Pottstown Crouse Co., Inc Fabricated Pipe and Upper Lewis Rd 1,300 3.1 E Industrial Controls Royersford Gretz Machine Products Machinery 40 Sacco Rd 13 1.4 SE Linfield, Limerick Twp Videotek, Inc Radio - TV Transmitting, & 125 N. York St 85 3.8 WNW Detectional Equipment Pottstown D - B Construction Co Wood Kitchen Cabinets 1949 N. Charlotte St 41 3.6 NNW Pottstown "The Guardian" Newspaper 40 High St 9 3.9 WNW Pottstown Sermetal, Inc Inorganic Chemical Coatings International Hq 83 2.8 E 155 S. Limerick Rd Limerick Nelson's Ice Cream Inc Ice Cream 651 Walnut St 35 3.8 SE Royersford Bechtel Dairies Dairy 617 S. Lewis Rd 52 4.8 ESE Royersford LGS UFSAR CHAPTER 02 2.1-27 REV. 13, SEPTEMBER 2006 Table 2.1-17 (Cont'd) COMPANY PRODUCT LOCATION NUMBER OF EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Columbia Boiler Co Heating Equipment Old Reading Pike 89 5.3 WNW of Pottstown W. Pottsgrove Twp Roll Form, Inc Roll Forming & Metal Fab. Rt. 422 10 4.1 E Limerick Imperial Specialty, Inc Screw Machine Products 1153 Sembling Ave 20 2.4 WNW Pottstown Baker Equipment Engr. Co Comm. - Ind. Machinery Airport Rd 41 2.4 E of Pa Ben Franklin Hwy Limerick Beechwood Co Plastic 1356 Farmington Ave 12 4.5 NW Pottstown A. W. Walker Electrical Construction 826 North Lewis Rd 30 2.5 E Royersford Jacob Castings Pattern Industrial Patterns - Alum. Old Reading Pike 70 5.4 WNW Work, Inc & Zinc Molded Castings Pottstown Mayer - Pollack Steel Corp Fabricated Structural Steel S. Keim St 200 2.6 WNW Pottstown "The Mercury" Newspaper Hanover & King Sts 99 3.6 WNW Pottstown Interstate Energy Energy Research Robinson Road 12 4.5 WNW Pottstown Pottsgrove Metal Finishers Electroplating 533 W. High St 45 5.5 WNW Pottstown Chester County Norco Finishing, Inc Electroplating 238 Root Ave 14 3.7 WNW Pottstown Bard Mfg. Div. Miller Seal Precision Parts Elliswood Rd 25 1.9 WSW (Screw Machine Parts) Pottstown LGS UFSAR CHAPTER 02 2.1-28 REV. 13, SEPTEMBER 2006 Table 2.1-17 (Cont'd) COMPANY PRODUCT LOCATION NUMBER O EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Pickar Bros Die Cast & Plastic Molds 876 E. Schuylkill Rd 14 2.6 WNW Pottstown Meadowbrook Farms, Inc Fluid Milk 895 S. Keim St 53 2.7 W Pottstown Sunny Slope Dairies, Inc Fluid Milk Bridge St Ext 88 3.2 S Spring City Sircom Knitting Co, Inc Male Underwear 475 N. Lewis St 1,000 2.6 ESE Spring City Valley Forge Flag Co, Inc Fabricated Textile Prod Main St 175 3.6 SSE N.E.C. Spring City Weekly Advisor, Inc Newspapers, Publishing 225 Schuylkill Rd 11 3.4 SSE c/o The Reporter and Printing Spring City Tursack Printing, Inc Commercial Printers, R.D. 1 32 5.3 SW Lithographic Spring City Taylor Industries Cut Stone and Stone Products Anderson Rd 26 1.4 SSW Parkerford Little Lake Industries Wood Household Furniture Sanatoga Rd 105 0.6 W (U.S. Leisure, Inc) East Coventry Twp Mingo Nonferrous Metals, Inc Nonferrous Foundries N. Church St 34 3.4 SSE Spring City Allied Steel Products Fabricated Plate Work Rt. 724 & Wells Rd 28 1.4 S Corp of PA Parkerford Spring City Electric Mfg Co Cast Metal Housings Hall and Main Sts 90 3.9 SSE Spring City Brinser Mfg Co Screw Machine Products 312 Church St 10 3.7 SSE Spring City Norco Foundry and Valves and Pipe Fittings 216 River Rd 25 3.8 WNW Specialty Co, Inc Pottstown LGS UFSAR CHAPTER 02 2.1-29 REV. 13, SEPTEMBER 2006 Table 2.1-17 (Cont'd) COMPANY PRODUCT LOCATION NUMBER OF EMPLOYEES TOTAL DISTANCE FROM SITE (MILES) DIRECTION FROM SITE Amerind-Mackessic, Inc Garden Tractors Old Schuylkill Rd 59 1.3 SSW and Equipment Parkerford Progressive Machine Co, Inc Special Industrial Pughtown Rd, R.D. 1 20 5.2 SSW Machinery, N.E.C. Spring City Spring City Foundry Noncurrent - Hall and Main Sts 100 4.0 SSE Carrying Wiring Devices Spring City Recticon Corp Semiconductors and Rt 724 & Wells Rd 75 1.4 S Related Devices Parkerford LaSalle Steel Co Cold Finished Steel Bars Main & Bridge Sts 81 3.5 SSE Spring City Micro-Strain, Inc Electronic Measuring Devices Stoney Run Rd 9 3.6 S Spring City Spring City Hoisery Mill, Inc Women's Hosiery Pikeland Ave 12 4.2 SSE Spring City LGS UFSAR CHAPTER 02 2.1-30 REV. 13, SEPTEMBER 2006 Table 2.1-18 COMPARATIVE CUMULATIVE POPULATIONS FOR 1985 DISTANCE (mi) 1985 500 PEOPLE/sq mi(1) 0-1 499 1,570 0-2 6,293 6,280 0-3 19,181 14,135 0-4 52,421 25,130 0-5 71,165 39,365 0-10 164,603 157,079 0-20 895,271 628,315 0-30 3,382,547 1,413,715 __________________ (1) The population that would result if 500 people per square mile were uniformly distributed over the study area. LGS UFSAR CHAPTER 02 2.1-31 REV. 13, SEPTEMBER 2006 Table 2.1-19 COMPARATIVE CUMULATIVE POPULATIONS FOR 2020 DISTANCE (mi) 2020 1000 PEOPLE/sq mi(1) 0-1 773 3,140 0-2 9,722 12,560 0-3 29,618 28,270 0-4 80,747 50,260 0-5 109,693 78,530 0-10 254,374 314,159 0-20 1,383,413 1,256,630 0-30 4,804,782 2,827,430 __________________ (1) The population that would result if 1000 people per square mile were uniformly distributed over the study area. LGS UFSAR CHAPTER 02 2.2-1 REV. 13, SEPTEMBER 2006 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES 2.2.1 LOCATIONS AND ROUTES The major transportation routes located within 5 miles of the site include the following: a. U.S. Route 422, an east-west highway passing approximately 11/2 miles north of the site; b. Pennsylvania Route 100, a north-south highway passing approximately 4 miles west of the site; c. Pennsylvania Route 724, a southeast-northwest highway passing approximately 1 mile southwest of the site; d. The Consolidated Rail Corporation (ConRail) line (formerly Reading Company) passing through the site along the east bank of the Schuylkill River. The line is comprised of two tracks, and has a rail spur serving the station; and e. The ConRail line (formerly Penn Central Railroad) running north-south, and passing along the western boundary of the site. These transportation routes are shown on Figure 2.2-1. Oil and natural gas pipelines located within five miles of the site are shown in Figures 2.2-1 and 2.2-4 and Table 2.2-2, and are described in Section 2.2.2.3. There is one quarry, Pottstown Trap Rock Quarry Inc, located about 0.8 miles from the site. Operations at the quarry consist of blasting, crushing, grading, and storing lightweight rock. The location of the quarry is shown on Figure 2.2-2. Industries located within 5 miles of the site are listed in Table 2.1-17. A further discussion is provided in Section 2.2.2.1. The locations and description of airports are provided in Section 2.2.2.5. There are no military installations within 5 miles of the site. 2.

2.2 DESCRIPTION

S 2.2.2.1 Description of Facilities Industries within 5 miles of LGS, with ten or more employees, are listed in Table 2.1-17. The number of employees, products, and locations are listed for each establishment. The industry nearest the site is the Pottstown Trap Rock Quarry, Inc. Operations at the quarry include the detonation of explosives in the process of quarrying stone. However, the use of explosives is infrequent, and only enough explosives are brought to the quarry for one particular application. There are no explosives stored on the quarry site. The maximum quantity of explosives detonated at the quarry at any time was 11,700 pounds in 20 delays at 585 lb/delay. Explosives are transported to the quarry by the blaster by truck via Route 422, Evergreen Road and Sanatoga Road. Other industries located within 1.3 miles of LGS include Hooker Chemical Company, Mahr Printing, Inc., Eastern Warehouses, Inc., Amerind-MacKissic, Inc., and Structural LGS UFSAR CHAPTER 02 2.2-2 REV. 13, SEPTEMBER 2006 Foam, Inc. The location of these industries is shown on Figure 2.2-2. Occidental Chemical Corporation is the only establishment near LGS which has significant quantities of hazardous materials stored onsite. 2.2.2.2 Descriptions of Products and Materials Hazardous materials stored near LGS consist of those stored by Occidental Chemical Corporation (These are listed in Table 2.2-1). Explosives and hazardous materials may be transported on the highways and railroads. Explosives and hazardous materials are discussed in Sections 2.2.3.1.1 and 2.2.3.1.3, respectively. 2.2.2.3 Pipelines As shown in Figures 2.2-1 and 2.2-4, there is a natural gas pipeline adjacent to the site, consisting of two separate pipes, operated by the Columbia Gas Transmission Company, and an oil and gasoline pipeline operated by Atlantic Richfield Company (ARCO) within the site area. The closest distances of approach of these lines to the plant safety-related structures are: ARCO (ft) Columbia Gas(ft) Reactor Enclosure, Unit 1 1775.0 3650.0 Reactor Enclosure, Unit 2 1625.0 3487.5 Diesel Generator Enclosure, Unit 1 1837.5 3662.5 Diesel Generator Enclosure, Unit 2 1675.0 3510.0 Spray Pond Pump Structure 1962.5 3600.0 Other pipelines within 5 miles of LGS are operated by Exelon Corporation, Mobil Oil, Texas Eastern Transmission Corp., Transcontinental Gas Pipe Line Corp. and UGI Corp. Pipe sizes, age, operating pressure, etc., are listed in Table 2.2-2. At the present time, there are no plans to utilize these pipelines to transport products different than those currently transported. 2.2.2.4 Waterways There is no commercial traffic on the Schuylkill River in the vicinity of the site, due to the presence of downstream dams. Some small pleasure boating does occur in warmer weather. This, however, is relatively minor. 2.2.2.5 Airports All landing fields within 10 miles of the site are listed in Table 2.2-3. These include 5 public use facilities and 10 private facilities. Four public use airports lie within 5 miles of the LGS site. The aircraft crash probability analysis from operations at airports and airways, including Pottstown Municipal and Pottstown-Limerick Airports, using the procedures of SRP section 3.5.1.6, is provided in Section 3.5.1.6. Pottstown Municipal Airport lies about 5 miles northwest of the site, and is the only municipal airport within 5 miles. The 1968 National Airport Plan classed it as a general utility airport, one which can handle general aviation craft, except transports and jets. Pottstown Municipal Airport has no scheduled airline service, but serves a charter service, flying school, and privately owned LGS UFSAR CHAPTER 02 2.2-3 REV. 13, SEPTEMBER 2006 aircraft. The airport runway is hard-surfaced, 2700 feet long, and has a heading of 250. A line extending from the runway to the east, along the runway's axis, would pass about 3.3 miles from the site boundary at its point of closest approach. Approximately 53 aircraft are based at the airport, and estimated movements are 16,000 annually. The New Hanover Airport, about 5 miles north of the site, has a sod runway, 3450 feet long, at a heading of 270. The airport has no scheduled service, but serves skydiving operations and privately owned aircraft. Skydiving is the primary activity, with peak movements taking place on weekends, weather permitting. Approximately 70% of the aircraft using the airport are single-engine and 30% are twin-engine. The total number of movements is about 2500 annually. The Sunset Landing Strip, about 5 miles northeast of the site, has a sod runway 1550 feet long, at a heading of 270. The airport has no scheduled service. Private flights are estimated at 12 per day, weather permitting. The Pottstown-Limerick Airport, located at Limerick Center, lies about 2 miles northeast of the site. It has a hard-surfaced runway (10-28) 3412 feet long, at a heading of 280 and a sod strip (3-21) 2167 feet long. Currently, there are a total of about 30,000 aircraft movements annually, most involving runway 10-28. There are approximately 60 aircraft based at the airport, of which 40 are single-engine craft, 11 are twin-engine, and 9 are rotary-wing. Ninety-nine percent of the movements involve VFR operations. IFR approaches are presently made from the north, with an FAA-approved approach to Pottstown VOR. The present approach minimums are 649 AGL or 960 MSL. Instructions for a missed approach to runway 21 indicate a left-hand turn to the east away from the site. This facility is owned by Exelon Corporation and leased to the airport operators. The terms of the lease limit fixed-wing aircraft to a maximum weight of 13,500 pounds. The length of the runway precludes any heavier fixed-wing aircraft from using this facility. There are currently no existing terminal navigational facilities. The Perkiomen Valley Airport is a hard-surfaced landing strip with no scheduled airline service, but supporting a charter service, flying school, and privately owned aircraft. The runway is 3000 feet long, and has a heading of 270. About 80 aircraft are based at this airport. Movements are estimated to be 7000 for all aircraft annually. The Pottstown VOR is located 1.3 miles east of the site. This radio range serves as a hub for several VOR airways used for commercial aircraft flights. These airways extend for 4 miles on each side of their center lines. The Pottstown VOR is the main departure route from Philadelphia International Airport for flights going north and northwest, but due to traffic patterns it is not used for arrivals. By the time these departures reach the Pottstown VOR, the flights have reached an altitude of 7000 feet. The Federal airways passing within 10 miles of the site are listed in Table 2.2-4. FAA annual flight estimates include 20,440 flights using the Pottstown VOR 320 radially, no flights along V143, and 8,395 flights along V29/V147. In addition to the landing fields discussed above, there is a heliport at the LGS site. The landing pad is located east of the Unit 2 cooling tower, 1,250 feet from the nearest safety-related structure. The approach/takeoff flight path has a heading of 350/170, and does not pass over any safety-related structures. The approach/takeoff glide angle is no greater than 30 from vertical. The flight frequency is no more than 156 landings and 156 takeoffs per year. LGS UFSAR CHAPTER 02 2.2-4 REV. 13, SEPTEMBER 2006 2.2.2.6 Projections of Industrial Growth Industry within 5 miles of the LGS site is clustered along the Schuylkill River, adjacent to rail lines and along major transportation arteries. The construction of the Schuylkill Expressway extension and planned improvements to the Pennsylvania Route 724 are expected to spur industrial development in these areas. At the intersection of the Schuylkill Expressway with the Collegeville-Trappe Route 422 bypass, a 1000 acre industrial park is planned. This area, when fully developed could employ 16,000 persons, assuming that 80% of the land would be developed at an average employee density of 20 persons per acre. New industrial areas are also planned near Route 724 in Spring City, East Coventry Township, and west of Pottstown Landing. Pottstown Borough, in light of 1960-1970 population trends, may have reached a point of development saturation. Therefore, no significant increase in industry is anticipated in this area. 2.2.3 EVALUATION OF POTENTIAL ACCIDENTS This section provides an evaluation of potential accidents in nearby transportation and industrial facilities, to determine what events need to be considered in the plant design. A description of design features to mitigate such events is also provided. 2.2.3.1 Determination of Design Basis Events 2.2.3.1.1 Explosions Explosions can potentially occur due to accidents on the nearby railway line, highways, or pipelines, as identified in Section 2.2.2. There are no industrial activities involving explosive storage near the site. The evaluation of potential railway explosions has been performed in conformance with Regulatory Guide 1.91 methodology. The maximum railway explosion is taken as one corresponding to 56 tons of TNT, which is equivalent to the explosion of a boxcar containing a full load of palletized explosives or a tank car containing liquefied petroleum gas. The frequency of boxcars, derived from a Bechtel study of hazardous materials that passed through the exclusion area during the period from March 1969 through May 1969, amounted to 1800 cars (i.e., 7200 cars per year). There were only 11 cars (i.e., 44 cars per year) that carried explosives. The explosives are shipped in multiple boxcar shipments per train. However, no more than two carloads of explosives have been shipped at any one time. Normally, only one carload is shipped at any one time. The safety-related structures of LGS are designed and constructed to withstand the effects of the design basis railroad explosion with no damage, and would be unaffected by any change in explosive shipment frequency. Selection of a 56 ton maximum TNT explosion model is conservative for the reasons given below. Information on explosives given below have been excerpted from the Bechtel Design Basis Railroad Accident Study. Additional information on the shipment of explosives through 1983 was LGS UFSAR CHAPTER 02 2.2-5 REV. 13, SEPTEMBER 2006 obtained from ConRail, the American Association of Railroads, and the U.S. Department of Transportation. Fifty ton box cars have been the most common size car used for shipping high explosives in the past. However, military shippers of high explosives prefer increased usage of 70 ton cars. The use of 100 ton cars has been infrequent and generally limited to items that move in large trainload shipments, such as unfused artillery shells. Such cars are not loaded to capacity due to interior space limitations. In addition, the characteristics of commodities carried further limits the explosive power contained within the cars. For example, artillery shells normally contain only 20% to 30% by weight of explosive. Thus, an 80 ton load (assuming 20% weight for cases and packing) of shells would contain 24 tons of explosive. Applying a TNT equivalence factor of 1.35 (for composition B) and a 10% muffling factor yields an explosion equivalent to 29 tons of TNT. Thus, 100 ton cars do not provide the limiting case; the LGS explosion magnitude model is adequate and conservative. Explosive loadings consist of shells, bombs, bulk explosives, demolition blocks, etc. Demolition blocks provide the greatest concentration of explosive power in a car. Shells, bombs, etc, provide smaller concentrations of explosive power due to the heavy weight of casing (50% to 80% of the weight of the munition). Composition C3 explosive, in the form of M5 demolition blocks, provides the greatest concentration of explosive power in a car. This explosive is more destructive than TNT, having a relative effectiveness factor of 1.34 when compared with TNT. More powerful explosives were eliminated from consideration because they are shipped in less-than-carload lots. Military and commercial loading practices rather than accident history set the upper limit on the quantity of explosive considered. Car weight and volume capacities limit the maximum load. M5 demolition blocks are placed in boxes, loaded on pallets, and then blocked inside the rail car. Twenty-four blocks are loaded in a box, 24 boxes are loaded on a pallet, and 56 to 68 pallets are loaded into a rail car. An aisle 20 inches wide is down the center of the car, and a 45 inch to 50 inch wide aisle connects the doors. A maximum of 44 tons of composition C3 can be placed in the car. Forty-four tons of composition C3 is equivalent in explosive power to 59 tons of TNT. Application of a 10% muffling factor (i.e., absorption of explosive power by boxes, air space, and car structure) yields an explosion equivalent to 53 tons of TNT. The discussion above corroborates the selection of a 56 ton TNT model as an upper limit on the design explosion. Consideration of the history of actual explosions confirms that the model is conservative. There is no evidence that an entire carload of explosives has completely detonated during the study period. There is evidence that the explosives will burn or partially detonate and scatter remaining car contents. At Tobar, Nevada and at Lewis, Indiana, some low and high order explosives occurred in the same car. Experts of the Bureau of Mines and the Army claim that the detonation of a carload is possible, but can only be assured if the explosive is detonated with the aid of blasting caps. For the above reasons, it is considered that the maximum explosion of a rail car carrying explosives would be equal to or less than the 56 ton model used in the explosion and average reflected overpressure analysis for LGS. LGS UFSAR CHAPTER 02 2.2-6 REV. 13, SEPTEMBER 2006 The peak positive reflected pressures for which the critical structural elements of the safety-related structures were analyzed are given in Table 2.2-7. Missile generation from such an explosion is also postulated and is discussed in Section 3.5. The effects of a release of 64 tons of propane from a ruptured railroad tank car and subsequent detonation of the gaseous cloud which could occur at a distance of 1100 feet from the nearest portion of the Unit 1 reactor enclosure have also been evaluated. Such an explosion could produce a peak reflected overpressure of approximately 9 to 10 psi on the upper two-thirds of the north, west, or south walls of the reactor enclosure. Lower portions of the reactor enclosure and other safety-related structures nearby are protected from the explosion by the geometry of the topography between the river, the railroad grade, and the reactor enclosure. Such an explosion would take place at either railroad grade level or river level, due to the higher density of propane compared to air, especially after the gas has cooled during expansion from the liquid to gas phase. The shock wave of such an explosion exerts an overpressure for a duration of 2 to 10 milliseconds (Reference 2.2-15). A structural analysis of the upper two-thirds of the reactor enclosure has demonstrated that the enclosure can sustain the load without being damaged. A statistical analysis of the probability of an LPG tank car release and explosion was also performed based on methods described in Regulatory Guide 1.91 (Rev 1). This method utilized specific information on the number of LPG shipments past the LGS site. Credit was also taken for the fact that most LPG incidents occur in industrial installations or rail yards rather than on mainline track. The result of this analysis indicates a probability of approximately 5x10-9 for an LPG tank car release and explosion within a distance that could impact the LGS facility with an overpressure of 1 psi or greater. In 1981, according to Conrail, there were 1315 movements of LPG tank cars on the rail line that passes by LGS. Explosions can also occur on nearby highways. However, since the railway is closer to the plant and truck cargo capacity is less than that of rail cars, the effects of a railroad explosion would be more severe than an explosion occurring on the highways. An evaluation was conducted to determine the acceptability of the transportation route for the delivery of hydrogen gas via tube trailers to the Hydrogen Water Chemistry tube trailer facility located outside the protected area of LGS. The evaluation follows the Regulatory Guide 1.91, which provides guidance for providing safe separation distances between transportation routes, that may carry potentially explosive cargo, and safety related structures. The method for determining acceptable separation distance, determines the level of risk of damage due to the potential explosion of the cargo . Regulatory Guide 1.91 provides guidance for determining an acceptable level of risk. Based on industry data and site specific characteristics, the results of the risk evaluation indicated that the exposure rate is less than the value specified by Regulatory Guide 1.91. The transportation route for hydrogen gas delivery reflects an exposure rate that is of a sufficiently low risk of damage to nearby structures. The potential also exists for the rupture of one of several nearby pipelines and the subsequent explosion of a gas or vapor cloud. The worst case overpressure due to a pipeline accident would involve the 20 inch Columbia Gas Transmission Company pipeline carrying natural gas. Previous evaluations (Reference 2.2-2) indicate that natural gas will not detonate in unconfined spaces. However, to evaluate potential impacts, the detonation of a natural gas cloud from a rupture of the larger of the two Columbia gas pipelines gas been postulated. A detonable gas-air mixture approximately 4 times the requirement of Regulatory Guide 1.91 (Rev 1) is conservatively used to develop the explosive pressures for structural assessment. It has the equivalent explosive LGS UFSAR CHAPTER 02 2.2-7 REV. 13, SEPTEMBER 2006 charge of 347 tons of TNT. Furthermore, the detonation is assumed to occur at an elevation varying from ground to 500 ft above ground to maximize the overpressures on the safety-related structures. In addition, the detonation is also assumed to occur anywhere along a line 2300 feet downwind of and parallel to the route of the natural gas pipeline. This was done to maximize the explosion overpressures on each of the safety-related structures. The peak positive reflected pressures for which the critical structural elements of the safety-related structures were analyzed are given in Table 2.2-7. The ARCO petroleum products pipeline is assumed to carry gasoline, which has the highest volatility and explosive power of the products carried in the line. The gasoline vapor concentration from the pipeline rupture and spill is postulated to reach the explosive limit (Reference 2.2-3) and has a TNT-equivalent energy of 2.6 tons. The centroid of the explosion is assumed to be along the Possum Hollow Run streambed. The distance to a safety-related structure from the point in the streambed which allows maximum exposure is 800 ft measured from the Unit 2 reactor enclosure. The peak positive reflected pressure at the wall is 1.9 psi, and less than this value at the roof. This is the maximum overpressure from the gasoline explosion on the safety-related structures. The methodology used in calculating the overpressures in based on Reference 2.2-1. As an example, the peak positive reflected pressure at the southwest corner of the Unit 1 diesel generator building at grade level (el 217') is computed as follows: RG = Radial distance from charge = 624 ft W = Charge weight = 56 tons = 112,000 lb (from page 4-8 of Reference 2.2-1) ZG = Scaled ground distance = R/(W)1/3 = 624/(112,000)1/3 = 12.95 ft/lb1/3 P50 = Peak positive incident pressure = 6.0 psi = Angle of incidence = 4920' (from page 4-5 of Reference 2.2-1) Cr = Reflected pressure coefficient = 2.8 Pr = Peak positive reflected pressure = Cr P50 = 2.8 x 6.0 = 16.8 psi Because different locations of a wall will experience different peak positive reflected pressures, a critical element of a building wall is analyzed for the average of peak positive reflected pressures at the top and bottom of the wall element. A low rate of leakage from the ARCO pipeline would likely be detected within one hour by the flow auditing and measurement procedures used at the pump stations along the pipeline. However, if such a leak were to occur and go undetected for a period of several hours, and if the pipeline transported gasoline (the most volatile substance carried), and if the leak were to be located in the vicinity of Possum Hollow Run, it can be anticipated that the gasoline would run into Possum Hollow Run and then flow downstream toward and into the Schuylkill River. Gasoline, with a LGS UFSAR CHAPTER 02 2.2-8 REV. 13, SEPTEMBER 2006 density of approximately 0.75 compared to water, would form a thin monomolecular layer on the surface of the water flowing in Possum Hollow Run. No large accumulations or pooling would occur. The worst situation for this type of release would be on a day during which ambient temperatures remain high because the evaporation rate of gasoline is more rapid at higher temperatures. For any gasoline spill, the lighter fraction components, notably butane, evaporate rapidly, while the heavier components such as naphthene evaporate more slowly. A summertime spill of a quantity of gasoline would evaporate completely within about 24 hours, but a wintertime spill could take a week or more to evaporate completely. If ignition were to occur, the fire would likely spread over the stream surface to all locations where the gasoline had reached, but excluding portions of the gasoline film that had become disconnected from the ignited portions by such means as flows over small waterfalls or by flows through pipes. After ignition, it can be expected that the ensuing fire could be fairly large in surface area along the creek surface, but would be of short duration. Because the gasoline is assumed to be of small initial quantity, continuous evaporation would occur, and there would be only a small amount of gasoline at any given point along the streambed due to the tendency of gasoline to form a thin surface film over water. A double-ended rupture of the pipeline would be detected within seconds, and pumping would be terminated promptly. In the unlikely event that there was a complete rupture of the pipe and it went undetected for several hours, the severity of such an occurrence would be approximately the same as that described above for a gasoline spill where it was assumed that the contents of the pipeline between two adjacent high points of bank were spilled into Possum Hollow Run. This would amount to approximately 5000 gallons of gasoline distributed along the creek bed, with an ensuing explosion 800 feet from the plant, and a resulting overpressure of 1.9 psi. The results of an explosion of gasoline vapor from a long-term continuous release of gasoline are assumed to be similar because gasoline released to the creek bed would be carried downstream into the Schuylkill River and would continue away from the plant. The ARCO pipeline is an 8 inch line having a pumping capacity of about 1000 barrels per hour. A 1 hour release of gasoline would therefore amount of 42,000 gallons. The standing capacity of the creek bed (the quantity of fluid that would remain in the creek bed in pools if inflow were stopped) between the point where the pipeline crosses and its juncture with the Schuylkill River is small, so that a flow of gasoline at 42,000 gallons per hour, or 700 gallons per minute, would be expected to drain to the river quickly. In the analysis of a gasoline spill, a point of detonation was used of 800 feet from the closest Category I structure, occurring at a wide point in the streambed where the path to the reactor complex is relatively unimpeded by terrain. The bed of Possum Hollow Run passes closer to Category I structures, as follows: LGS UFSAR CHAPTER 02 2.2-9 REV. 13, SEPTEMBER 2006 Unit 2 Diesel generator 512.5 ft Unit 2 Reactor enclosure 562.5 ft Turbine-generator building 637.5 ft Unit 1 Diesel generator 600.0 ft Unit 1 Reactor enclosure 662.5 ft Possum Hollow Run, at these closer points, flows through a fairly steep-walled ravine, which would serve to deflect and significantly lessen the effects of an explosion. For this reason, the 800 ft distance selected is conservative. Missile generation from the Columbia or the ARCO pipeline explosion would be less severe than from the railroad explosion because such a postulated explosion would take place in a cloud away from the postulated missile sources. For the overall structural design and assessment of the critical structural elements of a safety-related structure, the highest values of the peak positive reflected pressures for walls and roofs are selected from the railroad, Columbia pipelines, and ARCO pipeline. The structural adequacy of the critical elements is evaluated against a ductility ratio of 3.0. All such safety-related structures have been determined to be fully capable of withstanding these overpressures with no adverse effects. 2.2.3.1.2 Flammable Vapor Clouds A pipeline rupture may occur in which the resulting vapor cloud burns rapidly (deflagrates) rather than detonates. Analyses that estimate the effects (radiant heat load) of such an event are discussed below for the ARCO gasoline pipeline. Other types of fires are discussed later in Section 2.2.3.1.4. The same ARCO pipeline rupture discussed previously is assumed here. In this case, the available gasoline vapor is assumed to deflagrate. Worst case meteorological conditions were assumed, using Pasquill 'F' stability and 1 m/s wind speeds. Any other less stable category or higher wind speed would increase dilution of the gas or vapor cloud, and thus decrease the effect on the reactor enclosure. The resulting fire is calculated to produce a radiant heat load of 85 Btu/ft2-hr (Reference 2.2-5) at the Unit 2 reactor enclosure for a short time. This level would produce a slight warming of the surface concrete. By comparison, a flat surface in the sun at midday receives solar radiation at approximately 50 to 60 Btu/ft2-hr. In analyzing deflagration of natural gas released from a rupture of the Columbia Gas Transmission Company pipeline, it is assumed that the larger of the two lines (20") ruptures at the point where the pipeline passes closest to the Unit 2 reactor (approximately 3000 feet). It is further assumed to be a double-ended rupture (complete separation of the pipe at the point of rupture). LGS UFSAR CHAPTER 02 2.2-10 REV. 13, SEPTEMBER 2006 A portion of the cloud downwind within flammable limits is assumed to ignite and deflagrate. The radiant heat load at the Unit 2 reactor enclosure is calculated to be about 70 Btu/ft2-hr (Reference 2.2-5) for a short time. This level would cause a slight warming of the outer layer of concrete. 2.2.3.1.3 Exposure to Hazardous Chemical Releases Exposure of control room personnel to hazardous chemical vapors could potentially result from an accident involving a chemical spill. Such spills could occur on the rail line, one of several highways close by, nearby industrial facilities, or from onsite chemical storage. A chemical is considered a potential hazard if it is stored or transported nearby in such quantities that its concentration at the control room air intake following a spill could exceed the toxic incapacitation concentration. Acceptable toxic incapacitation levels were based on compliance with the Regulatory Guide 1.78 requirement of 2 minutes for operator protective action, NUREG/CR-1741 incapacitation models (Reference 2.2-8), OSHA exposure limits, and ACGIH concentration criteria. Potential chemical hazards were identified by first compiling a list of toxic chemicals that could pose a vapor hazard based on Regulatory Guide 1.78, NUREG-0570, and other sources. Surveys were conducted to determine which of these are actually stored or shipped within 5 miles of the LGS site, with what frequency, and in what quantities. For the railroads, ConRail provided information on which of these are shipped. Shipment frequency and quantity for those chemicals determined to be a hazard to control room operators are indicated in Table 2.2-6. Per Regulatory Guide 1.78, chemicals shipped less than 30 times per year are disregarded. For the highways, no centralized information source exists to determine what chemicals are shipped. A manufacturers and users survey was therefore conducted to ascertain potential shippers and receivers of hazardous chemicals. Various directories were used to identify such manufacturers in Pennsylvania and the surrounding states and users in the local area. Based on geographic location, competing highways, and direct routes, those manufacturers and users who would reasonably use the three highways near the site were contacted regarding chemicals shipped or received, routes, and container sizes. An analysis was then conducted to determine which of these chemicals, if spilled, could exceed toxic incapacitation levels in the control room. These are listed in Table 2.2-6, along with container sizes. The analysis assumed complete release of the contents of a single container or tank. In accordance with Regulatory Guide 1.78, it was assumed that after an initial puff of vapor, any remaining liquid spreads over the ground and evaporates. The methodology of Regulatory Guide 1.78 and NUREG-0570 was used to model the initial puff and subsequent plume transport and dilution to the control room air intake. The control room concentrations were determined using the following control room parameters: a. Control room envelope volume of 126,000 ft3, as defined in Section 6.4.2.1. b. 2100 cfm of incoming/outgoing air, based on the design outside air flow rate supplied by the normal control room HVAC system, as described in Sections 6.4.3.1 and 9.4.1.1. c. Air intake 36.5 meters above ground, as indicated in drawing M-124 and Figure 6.4-2. d. Inleakage rate of 0.25 air changes per hour, during isolation, as discussed in Section 6.4.2.3. LGS UFSAR CHAPTER 02 2.2-11 REV. 13, SEPTEMBER 2006 e. 40 seconds time delay in the duct-work between the detectors at the control room intake plenum and the isolation valve at the entry into the control room air space, based on the air velocity in the duct during normal operation. The consequences of an accidental release of phosgene gas, a combustion product of vinyl chloride, resulting from a fire in conjunction with an accident involving spillage of vinyl chloride were also evaluated. The phosgene concentration in the control room was calculated using the models of NUREG-0570 and the heat rise models of J.A. Briggs (Reference 2.2-9). Chemicals stored onsite include carbon dioxide, nitrogen, and sulfuric acid, in quantities and at locations listed on Table 2 2-5. As a result of the analyses, six potentially hazardous chemicals requiring monitoring were identified, as listed in Table 2.2-6. A brief description of each chemical and its effects on humans and laboratory animals are presented below: Ammonia, NH3 Ammonia is a colorless gas with sharp, intensely irritating odor. It has an odor threshold of 46.8 ppm for humans (Reference 2.2-13). Complaint levels of 20-25 ppm were first observed. Human effects such as eye irritation, sometimes with lacrimation, nose, throat, and chest irritation (coughing, edema of lungs), were found at concentrations up to 700 ppm, depending on exposure time (References 2.2-10, 2.2-11 & 2.2-12). The chemical then becomes lethal starting at 2,000 ppm concentration even for exposures at very short duration (Reference 2.2-10). Chlorine, Cl2 Chlorine in its gaseous form is greenish-yellow in color. It has a disagreeable, suffocating and irritating odor readily detectable at 3-5 ppm. Its effects on humans depend on the concentration. Irritant effects to eyes, nose, throat and/or face were noted at low concentrations. Effects on the upper and lower respiratory tracts and pulmonary edema were reported on exposures at high concentrations. It becomes highly dangerous to be exposed for 30 minutes at 40-60 ppm, fatal at concentrations of 833 ppm if breathed for 30-60 minutes, and rapidly fatal after a few breaths at 1,000 ppm (Reference 2.2-10). There were reports on effects of concentrations around 5 ppm causing respiratory complaints, corrosion of teeth, inflammation of mucous membranes of nose, and increased tuberculosis susceptibility (Reference 2.2-14). Ethylene Oxide, C2H4O Ethylene Oxide, a suspected carcinogen, is a colorless gas, sickening and nauseating at moderate concentrations and irritating at high concentrations. Humans exposed even to low concentrations showed delayed nausea and vomiting and at continued exposure, numbing of the olfactory sense. Inhalation at high concentrations resulted in general anesthetic effects as well as coughing, vomiting, and irritation of eyes and respiratory passages leading to emphysema, bronchitis and pulmonary edema (Reference 2.2-10). The lowest toxic concentration in humans through inhalation is 12,500 ppm for 10 minutes with only irritant effects observed (Reference 2.2-12). Odor threshold is 50 ppm for this chemical (Reference 2.2-13). Formaldehyde, HCHO LGS UFSAR CHAPTER 02 2.2-12 REV. 13, SEPTEMBER 2006 Formaldehyde, a suspected carcinogen, is detectable by most people at levels below 1 ppm (References 2.2-11 and 2.2-14) and at 0.8 ppm (Reference 2.2-13). Humans experienced irritant effects on the eyes, nose, throat, and upper respiratory tract at concentration ranges of less than 1 ppm to 12 ppm. At high concentrations, a severe respiratory tract irritation which lead to death was reported on humans (Reference 2.2-14). Inhalation study on rats and mice showed that formaldehyde has a carcinogenic effect on rats. Rats developed nasal cavity squamous cell carcinomas after 12-24 months of exposure to 15 ppm, with deaths occurring during this period. Fatalities on rats were also observed at exposures to 81 ppm concentration (Reference 2.2-14). Vinyl Chloride, CH2 CHCl Vinyl chloride is a colorless, toxic, highly flammable gas at room temperature and atmospheric pressure, with a pleasant, sweet odor at high concentrations (Reference 2.2-10). Evidence has shown it to be a carcinogen to persons exposed over extended periods of time (Reference 2.2-10). Exposure through inhalation at 200 ppm for 14 years showed occurrence of tumors on humans, carcinogenic effects at 500 ppm for 5 years (Reference 2.2-12). At concentrations above 1,000 ppm, vinyl chloride was reported to slowly affect a mild disturbance in humans such as drowsiness, blurred vision, staggering gait, and tingling and numbness in the hands and feet (Reference 2.2-10). The odor threshold for this chemical is 260 ppm (Reference 2.2-13). Phosgene, COCl2 Phosgene is a colorless, nonflammable, highly toxic gas at ordinary temperature and pressure, with a musty hay-like odor detectable at 0.5-2 ppm. It is a strong lung irritant and causes damage to the alveoli of the lungs. Inhalation of phosgene produces catching of breath, choking, immediate coughing, tightness of the chest, lacrimation, difficulty and pain in breathing, and cyanosis (Reference 2.2-10). Humans experience throat irritation at 3 ppm, immediate eye irritation at 4 ppm and coughing at 4.8 ppm. Brief exposure at 50 ppm may be rapidly fatal (Reference 2.2-11). To ensure adequate protection of control room personnel, control room operators will be trained and periodically tested on their ability to put on breathing apparatus within 2 minutes after initiation of the toxic chemical alarm. Subsequently, the operators will manually isolate the control room as described in Section 6.4.3.2.3. If chlorine is detected with the control room HVAC System in the normal operating mode, automatic isolation of the control room will occur as described in Section 6.4.3.2.1. If chlorine is detected with the control room HVAC system initially in the radiation isolation mode (as described in Section 6.4.3.2.2) because of testing or as required by the Action statement of the associated Technical Specifications Limiting Condition of Operation, the chlorine detectors would sense the presence of chlorine and initiate an automatic isolation of the control room outside air intakes, thus overriding the radiation isolation mode. However, the logic of the isolation signals with the control room HVAC system initially in the radiation isolation mode is such that a single failure of the chlorine detection system could allow the filtered outside air intake to remain open and thus the control room HVAC system would remain in the radiation isolation mode. Under these circumstances, once the chlorine has been detected and alarmed in the control room, manual action can be taken to realign the system to the chlorine isolation mode. Analysis of this event assumes that the system remains in the radiation isolation mode with 525 cfm of outside air being mixed with recirculated control room air for a total of 3,000 cfm being passed through the charcoal adsorber filter trains, and that the filter has no effect on removal of chlorine. The results LGS UFSAR CHAPTER 02 2.2-13 REV. 13, SEPTEMBER 2006 of the analysis indicate that, with the control room HVAC system in the radiation isolation mode, the necessity for automatic chlorine isolation is not required to satisfy General Design Criterion (GDC) 19 of 10CFR50 of Appendix A, and that the control room operators would have sufficient time to don breathing apparatus after an alarm is sounded in the control room (as shown in Table 2.2-6). Once it is confirmed that the isolation is not the result of elevated chlorine or toxic gas concentrations, the operators may remove their breathing apparatus. This action is based upon an evaluation of the chlorine and toxic gas accidents with the control room in the chlorine isolation mode prior to the chlorine or toxic gas accident. This evaluation determined that the control room operator would have sufficient time (more than 2 minutes) to don breathing apparatus after odor detection of the toxic substance. The LGS toxic chemical analysis complies with the intent of Regulatory Guide 1.78. The analysis goes beyond the methodologies outlined in this guide in the following areas: a. In addition to the chemicals listed on table C-1 of Regulatory Guide 1.78, other chemicals were investigated to determine if potential hazards existed. A total of 153 chemicals were evaluated. b. The models of NUREG-0570 were used to determine the concentrations of hazardous chemicals in the control room. c. The more stringent TLV levels were initially used instead of the Regulatory Guide 1.78 table C-1 toxicity limits to determine which chemicals were potentially hazardous. Table C-2 of Regulatory Guide 1.78 was not used to determine which chemicals were hazardous. d. Potentially hazardous chemicals were re-evaluated using the incapacitation models of NUREG/CR-1741 (Reference 2.2-8) to determine if control room operations would be incapacitated. This analysis is an amplification of Position C.4 of Regulatory Guide 1.78. 2.2.3.1.4 Fires In addition to the flammable vapor clouds discussed earlier, fire hazards may also exist due to a burning tank car on the railroad, a fire subsequent to a ruptured pipeline, or a nearby forest/brush fire. Potential adverse effects of such fires are radiant heat load on plant structures and smoke generation. To estimate the effects of a railroad fire, an accident is hypothesized in which a railroad tank car derails, ruptures, and releases a cargo of 62 tons of liquified propane. A 62 ton car is typically the largest size used for propane, and from a fire standpoint liquified propane represents one of the most severe materials transported by rail. The site of the hypothetical derailment is the closest point of approach to the Unit 1 reactor enclosure, about 600 feet. The tank car propane is assumed to be released into the drainage ditch alongside the eastern side of the right-of-way, where it pools and is subsequently ignited. The vapor pressure of liquid propane is sufficiently high at ambient conditions that there will be an adequate supply of gaseous propane for ignition, after which the fire is self-propagating. The fire duration is assumed to be 20 minutes, based on experience with this material. LGS UFSAR CHAPTER 02 2.2-14 REV. 13, SEPTEMBER 2006 Assuming 19,600 Btu per pound of propane and 62 tons being consumed in 20 minutes, the radiant heat load on the reactor enclosure may be calculated using the relationship (Reference 2.2-5): D = (FQ/12.57K)1/2 (EQ. 2.2-1) where: D = distance, feet F = fraction of heat that is radiant Q = heat release, Btu/hr K = radiation load, Btu/ft2-hr The result of this calculation indicates a radiant heat load of approximately 500 Btu/ft2-hr for 20 minutes at the Unit 1 reactor enclosure. This compares to a solar heat load for a flat surface at midday of 50-60 Btu/ft2-hr. The smoke effects of such a fire would be negligible. This accident represents the worst case radiant heat event. Other possible fires that result in more severe smoke generation are described below. Rupture of the ARCO pipeline at Possum Hollow Run while carrying diesel fuel or home heating oil, which represents the worst case from a smoke generation standpoint, results in the release of approximately 5000 gallons (120 barrels) distributed over the streambed downstream toward the Schuylkill River. An open burning pool of oil produces 1.5-10 kilograms per second of particulates (smoke) for each 1000 barrels per hour of fuel consumed (Reference 2.2-5). The 5000 gallons is assumed to be completely burned in a short time (about 10 minutes). Assuming an average burn release of about 5 kilograms of particulates per second over the 600 meter length from the streambed pipeline crossing to the first downstream bridge, concentrations of particulates at the reactor enclosure are approximately 2.60 grams of particulates per cubic meter. The radiant heat effects of such a fire are negligible. A brush and forest fire in the vicinity of the LGS site releases 210 kilograms of particulates per hectare (Reference 2.2-7). Assuming a normal fire rate of 40 acres per hour along the southeast bank of Possum Hollow Run, the smoke concentration at the reactor enclosure, 800 feet from the fire center, is approximately 0.6 grams per cubic meter. The design provisions available if smoke reaches the control room ventilation are described in Section 2.2.3.2. 2.2.3.1.5 Collisions with the Intake Structure The Schuylkill River is not used as a navigable waterway for anything other than small recreational boats. Moreover, the ultimate heat sink is the spray pond, so that damage to the intake structure does not impair safe shutdown capability. LGS UFSAR CHAPTER 02 2.2-15 REV. 13, SEPTEMBER 2006 2.2.3.1.6 Liquid Spills Petroleum floating on the Schuylkill River surface could approach the intake structure due to a spill upstream. The intake is under water, so oil is excluded from entry into the intake line. The severest possible condition occurs at the design low water condition, with the water surface at 104' MSL. The water intake is still submerged 1 foot at this level. As noted above, the intake structure is not safety-related. 2.2.3.2 Effects of Design Basis Events From the foregoing discussion, the following design basis events are identified, along with their potential effects: a. Railroad, Columbia natural gas pipeline, and ARCO pipeline explosion - overpressurization and missile generation b. Toxic chemical spill - hazardous control room concentrations c. Propane tank car fire - radiant heat load on structures d. ARCO pipeline fire - smoke in control room The following design provisions or considerations account for these events: a. Railroad, Columbia natural gas pipeline, and ARCO pipeline explosion 1. Blast - safety-related structures are designed to withstand the resulting overpressurization due to an explosion as discussed in Section 2.2.3.1.1. 2. Missiles - safety-related structures are designed to withstand the impact of blast-generated missiles, as identified and discussed in Section 3.5. b. Toxic Chemical Spill 1. Control Room - detection and isolation capability is provided for the 6 chemicals identified as constituting a hazard, as discussed in Section 6.4. 2. Diesel Generators - The manufacturer of the emergency diesel generators has determined that the chemicals identified in Tables 2.2-5 and 2.2-6, when present in concentrations and for time spans calculated using the methodology described in Section 2.2.3.1.3, would have no adverse effects on diesel generator operation. c. Propane tank car fire - the radiant heat load from such a fire is evaluated as having no adverse effect on safety-related structures. The bulk of the heat load would be absorbed by the precast panels on the face of the structures, which do not serve a safety function. d. ARCO pipeline fire - smoke detectors in the control room intake alarm, and the operator can manually isolate the control room ventilation system, as discussed in Section 9.4.1. LGS UFSAR CHAPTER 02 2.2-16 REV. 13, SEPTEMBER 2006 2.

2.4 REFERENCES

2.2-1 Department of the Army, Navy, and Air Force, "Structures to Resist the Effects of Accidental Explosions", TM5-1300, (June 1969). 2.2-2 NRC, "Safety Evaluation Report - Hartsville Nuclear Plants", Dockets STN 50-518 through STN 50-521 (April 1976). 2.2-3 N.I. Sax, "Dangerous Properties of Industrial Materials", 4th Ed., Van Nostrand Reinhold, New York (1975). 2.2-4 M.G. Zabetakis, "Safety with Cryogenic Fluids", (March 1967). 2.2-5 American Petroleum Institute, "Guide for Pressure Relief and Depressuring Systems", API RP521, (September 1969). 2.2-6 American Conference of Governmental Industrial Hygienists, "TLV's, Threshold Limit Values for Chemical Substances and Physical Agents in the Workroom Environment with Intended Changes for 1978". 2.2-7 EPA, "Compilation of Emission Factors", AP 42, 3rd Ed., (July 1979). 2.2-8 NUREG/CR-1741, "Models for the Estimation of Incapacitation Times Following Exposures to Toxic Gases or Vapors", Gordon J. Smith, David E. Bennet, Sandia National Laboratories, (December 1980). 2.2-9 D.H. Slade, "Meteorology and Atomic Energy 1968, U.S. Atomic Energy Commission", (July 1968). 2.2-10 Breaker, Mossman and Siegel, "Effects of Exposure to Toxic Gases - First Aid and Medical Treatment", 2nd Ed. 2.2-11 G.D. Clayton, F.E. Clayton, "Patty's Industrial Hygiene and Toxicology", Vol 2A, 2B, 2C, Third Edition. 2.2-12 U.S. Department of Health and Human Services, "1979 Registry of Toxic Effects of Chemical Substances", Vol 1 & 2, (September 1980). 2.2-13 DOT, "Coast Guard CHRIS Hazardous Chemical Data", (October 1978). 2.2-14 American Conference of Government Industrial Hygienists, Inc., "Documentation of the Threshold Limit Value", 4th Ed., (1980). 2.2-15 E.B. Vanta et al, "Detonability of Some Natural Gas - Air Mixtures", Armed Forces Armament laboratory, Air Force Systems Command, TR AFATL-TR-74-80, (April 1974). LGS UFSAR CHAPTER 02 2.2-17 REV. 13, SEPTEMBER 2006 Table 2.2-1 HOOKER CHEMICAL COMPANY CHEMICAL MAXIMUM QUANTITY ELEVATION OF TANKS (feet) RELIEF VALVE CAPACITY (psig) STORAGE TEMPERATURE AND PRESSURE Vinyl chloride 3,000,000 lb 12 100 30 psig-ambient Butadiene 500,000 lb 12 100 20 psig-ambient Tri-fluro- Portable chloro-enthylene 2,000 lb cylinder 375 68 psig-ambient Tri-fluro- chlor-ethylene 1,000 lb In process None Ambient Formaldehyde 50 Drums Warehouse -- Ambient Methanol 10 Drums Warehouse -- Ambient Nitrogen 139,000 SCF 3 350 -325F Tolmene 13,000 gal. 12 (100) Ambient-vent Gasoline 52,000 ga.l Underground -- Ambient vent Styrene 50,000 gal. 12 (100) Ambient-vent Vinyl acetate 25,000 gal. 12 (100) Ambient-vent Tri-chloro- Ethylene 25,000 gal. 12 (100) Ambient-vent Vinyl pyridine 10,000 gal. 8 -- 40F LGS UFSAR CHAPTER 02 2.2-18 REV. 13, SEPTEMBER 2006 Table 2.2-2 PIPELINES WITHIN 5 MILES OF THE SITE Columbia Gas Columbia Gas Transmission Transmission Texas Eastern Transcontinental Pipeline Co No. 1278 Co No. 1010 Atlantic Richfield Co Mobil Oil UGI Corp Transmission Corp Gas Pipe Line Corp PECo PECo Size (in) 14 20 8 8 12 2 lines, 6 12 6/8 each 20 in Operating 1000 max(1) 1200 max(1) 1200 max(1) 1440(1) 150 max.(1) 650(1) 750(1) 100 max(1) 20 max(1) Pressure (psig) Age (years) 31 13 11 33 26 38 29 Original Original main main installed installed in 1929, in 1930, sections sections replaced as replaced necessary as necessary Depth of 3 min 3 min 3 min 2 min 2 min 3 min 2 min 3 min 3 min Burial (ft) Fluid Natural gas Natural gas Refined hydrocarbons Gasoline and Natural gas Natural gas Natural gas Natural gas Natural gas Carried fuel oil Isolation 1. South of 1. South of 1. Each side of 1. Each side of 1. Gate Station 1. Each side of 1. Pottstown gate 1. Kenilworth 1. Pottstown, Valves Schuylkill Schuylkill Schuylkill Schuylkill located at Schuylkill River station in 800 ft west of River near River near River crossing River tie-in to crossing near western west of Beech St. Parkerford(2) Parkerford(@) near Royersford(3) crossing(2) Columbia Gas Royersford(3) Pottstown near Keim St. on on High line south of Keim St. and Schuylkill St.(4) Royersford, Conrail Railroad Rd.(4) PA(4) tracks(4) 2. Each side of 2. One mile 2. Approximately 2. Limerick 2. North Coventry 2. Near Eagle, PA, 2. West Vincent 2. East 2. Lower Schuylkill southeast of 8 miles north of Township at Township near approximately Township near Coventry Pottsgrove River crossing Feqleysville LGS site(2) Grebe Road, Route 100, 11 miles SW Hollow Rd. Township Township (line divides at intersection approximately approximately of LGS site(3) approximately 1600 ft 100 ft into two 10 of Houck Rd and 4-1/2 miles NE 4 miles west 7 miles south south of east of inch lines Swamp Pike(2) of LGS site(2) of LGS site(4) of LGS site(2) Vaughn Rd. Brown St. for river on Schuylkill on Route crossing)(4) Rd.(4) 422(4) 3. One mile 3. Near Lansdale, 3. Parkerford, 3. Lower southeast of PA, approximately 100 ft east Pottsgrove Feqleysville 15 miles east of of Anderson west of at intersection LGS site(3) Rd. on Rupert Rd. of Houck Rd Schuylkill on Route and Swamp (2) Rd.(4) 422(4) 4. Parkerford, 4. Limerick 1600 ft east Township of Bethel west of Rd. on Penn Rd. Schuylkill on Route Rd.(4) 422(4) 5. Spring City 5. Limerick south of Township Park Ave. on east of Schuylkill Neiffer Rd.(4) Rd. on Route 422(4) 6. Limerick Township south of Route 422 on Lewis Rd.(4) __________________ (1) Pipeline is not used for storage at pressure higher than that shown. (2) Valve is manually operated gate valve. (3) Valve is manually operated ball valve. (4) Valve is manually operated plug valve. LGS UFSAR CHAPTER 02 2.2-19 REV. 13, SEPTEMBER 2006 Table 2.2-3 AIRPORTS WITHIN 10 MILES OF THE SITE (1) AIRPORT APPROXIMATE DISTANCE FROM SITE (mi) TYPE RUNWAY SURFACE/SERVICE LONGEST RUNWAY (ft) Pottstown-Limerick 2 Public use Hard surface/lights 3412 Pottstown Municipal 5 Public use Hard surface/lights 2700 New Hanover 5 Public use Soft surface 3450 Perkiomen Valley 8.5 Public use Hard surface/lights 2900 Sunset Landing Strip 5 Public use Soft surface 1550 Godshall 8 Private Soft surface 2000 Kings 8 Private Soft surface 1700 Yarrow 9 Private Soft surface 1800 Kunda 8.5 Private Soft surface 1300 Malickson 7 Private Soft surface 1800 Kolb 5 Private Soft surface 1500 Gingrich 4.5 Private Soft surface 1600 Emery 2 Private Soft surface 1300 Dimascio 5.5 Private Soft surface 1300 Hansen 7.5 Private Soft surface 1800 __________________ (1) Source: VFR Terminal Area Chart for Philadelphia, PA, January 1, 1980 LGS UFSAR CHAPTER 02 2.2-20 REV. 13, SEPTEMBER 2006 Table 2.2-4 AIRWAYS WITHIN 10 MILES OF THE SITE(1) _________________________________________________________________________ DESIGNATION CENTERLINE DISTANCE FROM SITE FLIGHT DIRECTION MAGNETIC RADIAL FROM VOR V143 Approx. 1 mi East 095 (Pottstown VOR) to south West 269 (Pottstown VOR) V29/V147 Approx. 1.3 mi North 354 (Pottstown VOR) to east South 205 (Pottstown VOR) V210 Approx. 8 mi West 265 (Yardley VOR) to south V276 Approx. 10 mi Northwest 294 (Yardley VOR) to northeast (1) Source: VFR Terminal Area Chart for Philadelphia, PA, Jan. 1, 1980 _______________________________________________________________________ LGS UFSAR CHAPTER 02 2.2-21 REV. 19, SEPTEMBER 2018 Table 2.2-5 ONSITE CHEMICAL STORAGE Chemical Stored Volume (Standard cubic feet) Number of Tanks Location Carbon Dioxide 0 1 Turbine Enclosure el 239' (Common) (Abandoned in Place) Carbon Dioxide 47,100 2 Turbine Enclosure el 217' (Unit 1 and Unit 2) Nitrogen 539,150 2 West of Radwaste Enclosure el 218' (Common) Sulfuric Acid 1,337 (10,000 gallons) 2 Adjacent to Cooling Towers (Unit 1 and Unit 2) Sulfuric Acid 535 (4,000 gallons) 1 Water Treatment Building (Common) LGS UFSAR CHAPTER 02 2.2-22 REV. 16, SEPTEMBER 2012 LGS UFSAR Table 2.2-6 POTENTIALLY HAZARDOUS CHEMICALS REQUIRING MONITORING CHEMICAL MONITOR SETPOINT (ppm) MAXIMUM CALCULATED CONCENTRATION (No Control Room Isolation) (ppm) MONITOR DELAY (sec) INCAPACITATION TIME(min) MODEL SHIPMENT MODE FREQUENCY (Carloads/yr.) AMOUNT Ammonia 25 1145 262 5.7 A Rail 500-1000 54 tons/carload Chlorine(3) 0.4 799.6(3)(4) <5 2.53(3)(4) A Storage/Rail 500-1000 74 tons/carload 244.1(6) 3.55(6) Ethylene Oxide 50 780.8 262 9.6 B Rail 500-1000 75 tons/carload Formaldehyde 5 44.19 262 10.68 A Rail 30-99 87 tons/carload Vinyl Chloride 10 25980/1271(4) 262 13.93/92.05(4) D Storage/Rail 500-1000 92 tons/carload Phosgene 0.4 63.14/17.46 262 17.2/11.33(4) B (2) -- -- ______________________ (1) Rail shipments are average weights. No additional chemical hazards were identified when the maximum weight of 90 tons/carload was considered. (2) Phosgene is a combustion product of vinyl chloride. (3) For chlorine, data presented are based on automatic isolation of control room and in leakage at ground level (except as noted in Note 6). (4) First value is for storage/second value is for railroad. (5) Incapacitation model types are taken from NUREG/CR-1741. (6) Values in parentheses are for railroad release of chlorine with the control room HVAC System operating in the Radiation Isolation mode with an elevated air intake. LGS UFSAR CHAPTER 02 2.2-23 REV. 13, SEPTEMBER 2006 Table 2.2-7

SUMMARY

OF PEAK POSITIVE REFLECTED PRESSURES RESULTING FROM RAILROAD AND NATURAL GAS PIPELINE EXPLOSION ___________________________________________________________________________________________________________________________________________________________ NATURAL GAS PIPELINE EXPLOSION PRESSURE (PSI) REGULATORY GUIDE 1.19 (REV 1) SURFACE BURST REGULATORY GUIDE 1.19 (REV 1) AIR BURST 4X REGULATORY GUIDE SURFACE BURST 4X REGULATORY GUIDE AIR BURST RAILROAD EXPLOSION PRESSURES USED IN STRUCTURAL ASSESSMENT BLDG. ROOF EXT. WALL ROOF EXT. WALL ROOF EXT. WALL ROOF EXT. WALL ROOF EXT. WALL ROOF EXT. WALL Diesel Generator 1.9 5.8 3.5 8.3 4.0 13.0 2.5 16.0 5.7 16.4 6.7 16.4 Reactor Enclosure 1.2 5.8 2.8 8.3 2.6 13.0 5.2 16.0 5.3 16.1 5.4 16.1 Control Structure 1.6 5.0 2.8 6.9 3.3 11.0 4.7 14.0 3.3 10.0 4.9 14.0 Spray Pond Pumphouse 0.8 2.5 1.2 3.3 1.8 5.0 1.4 6.0 2.1 4.7 3.0 6.0 ___________________________________________________________________________________________________________________________________________________________ LGS UFSAR CHAPTER 02 2.3-1 REV. 19, SEPTEMBER 2018 2.3 METEOROLOGY 2.3.1 REGIONAL CLIMATOLOGY The regional climatology in the vicinity of the LGS site has been analyzed using long-term data from the nearby NWS stations at the Philadelphia and Allentown, Pennsylvania airports. These data are available in several summarized forms (References 2.3.1-1 through 2.3.1-4) from the National Climatic Center. The LGS site is located about midway between Philadelphia and Allentown with respect to both elevation above MSL and geographic location. Though Reading, Pennsylvania is the NWS station closest to the site, it was removed from service in 1969. Climatic summaries from Philadelphia and Allentown indicate that some extremes of record have occurred since 1969, which would not be included in any Reading summaries. Hourly meteorological data from Pottstown-Limerick Airport is used to review the Site Meteorological Tower data consistency on a daily basis. 2.3.1.1 General Climate 2.3.1.1.1 Air Masses and Synoptic Features The general climate of the LGS site is best described as humid continental. The region is dominated by continental air masses in winter, and by alternating continental and maritime tropical air masses in the summer. The site is near the track of most eastwardly moving low pressure systems which are brought from the interior of the U.S. by the prevailing westerlies. This generally produces a change in the prevailing weather system every three or four days. Coastal storms from the Atlantic Ocean can affect the site, causing heavy rains and severe flooding in the most extreme instances. 2.3.1.1.2 General Airflow The prevailing winds in the region of the LGS site are from the west. Table 2.3.1-1 compares the long-term annual wind distributions from Philadelphia and Allentown. While there are slight differences, the overall flow patterns are similar. Seasonal variations are evident, with the prevailing wind at both stations shifting to the WSW and SW in the summer months and to the WNW and NW during the winter. Annual average wind speeds are between 9 mph and 10 mph at both stations, but the frequency of measured calms (8%) is much larger at Allentown. 2.3.1.1.3 Temperature Temperatures in the region of the LGS site rarely exceed 100F or drop below 0F. Mean monthly temperatures from Philadelphia and Allentown are given in Table 2.3.1-2. The average temperatures at Allentown are approximately 3F cooler than Philadelphia, but at times the difference may be as great as 10F or 15F. This difference can be attributed almost entirely to local differences at the two NWS stations. Temperatures at Allentown are measured at el 391' MSL, while those at Philadelphia are obtained at el 9' MSL, near the modifying influence of the Delaware Bay. Temperatures in the vicinity of the site should fall somewhere between those at Allentown and Philadelphia. 2.3.1.1.4 Relative Humidity LGS UFSAR CHAPTER 02 2.3-2 REV. 19, SEPTEMBER 2018 Mean morning and afternoon values of relative humidity from Philadelphia and Allentown are summarized by month in Table 2.3.1-3. The 7:00 am and 1:00 pm values from each station were selected as being representative of typical morning and afternoon conditions, respectively. As the table indicates, both stations recorded the highest morning values in September and the lowest afternoon values in April. Though Allentown indicates consistently higher values of relative humidity, the differences are small. 2.3.1.1.5 Precipitation The LGS site receives a moderate amount of precipitation, which is well distributed throughout the year. The precipitation distributions at Philadelphia and Allentown are summarized in Tables 2.3.1-4 and 2.3.1-5, respectively. Both stations indicate slightly more precipitation during the summer months. The only significant difference between the two locations is in the mean annual accumulation of snow and sleet, with Allentown receiving approximately 11 inches more per year. This is not unexpected considering the greater elevation and the inland location of Allentown. 2.3.1.1.6 Relationship Between Synoptic and Local Scale Meteorology The LGS site is situated in an inland region of rolling terrain where one would expect little local modification of synoptic scale weather systems. There are no large bodies of water near the site, and the Schuylkill River is much too small to significantly affect the local conditions. There is a slight channeling effect at low elevations in the river valley. 2.3.1.2 Regional Meteorological Conditions for Design and Operating Bases 2.3.1.2.1 Seasonal and Annual Frequencies of Severe Weather Phenomenon 2.3.1.2.1.1 Hurricanes Hurricanes are relatively rare at an inland site such as LGS. These storms usually affect the inland regions of the mid-Atlantic states while moving in a path parallel to the coastline, or after coming ashore in the southern states. In the period from 1901 through 1963, only two hurricanes came ashore in the mid-Atlantic coastal region extending from Virginia to New Jersey. There have been 14 hurricanes and tropical storms that have affected the LGS region between 1963 and 1980 (Reference 2.3.1-22). The primary effect from these storms was increased precipitation that occurred after these storms moved inland and began to dissipate. A summary of the peak winds and precipitation totals in the LGS region from these storms is shown in Table 2.3.1-9. The maximum wind speed resulting from a tropical storm in the region was a fastest mile value of 38 mph recorded at Philadelphia during tropical storm Doria (1971). During the 13 year period from 1955 through 1967, Pautz (Reference 2.3.1-6) reports 69 storms in Pennsylvania where surface winds exceeded 74 mph. There were no wind speeds in the site vicinity in excess of 74 mph between 1967 and 1980. The fastest mile of wind recorded at the regional NWS stations was 57 mph at Philadelphia on June 23, 1969. The highest hourly average wind speed recorded at the LGS site since the beginning of the meteorological monitoring program in 1972 was 50 mph on December 2, 1974 at the 270 foot level on Tower 1. While 74 mph is the wind speed criteria used to designate a hurricane, this total reflects winds resulting from both tropical and extratropical storms. The potentially heavy rains which can result from a hurricane or a decaying tropical storm as it moves inland are a more serious consideration than strong winds in the LGS area. Doria also LGS UFSAR CHAPTER 02 2.3-3 REV. 19, SEPTEMBER 2018 produced a 24 hour precipitation total of 4.77 inches. The maximum precipitation measured onsite during 24 hours from a tropical storm was 5.57 inches during the dissipation stage of Hurricane Agnes (1972). Hurricane Agnes caused severe flooding in June of 1972, leaving 8 inches of rain over most of central and southern Pennsylvania. As much as 19 inches of rain fell during hurricane Agnes in western Schuylkill County, approximately 40 miles northwest of the site. 2.3.1.2.1.2 Tornadoes Summaries prepared by Pearson (Reference 2.3.1-7) indicate that there were 75 tornadoes within a 50 mile radius of the LGS site in the period 1950 through 1976. This data base has since been updated, indicating that 10 additional tornadoes occurred in the 1 latitude-longitude square surrounding the site in the period 1977-1981. The tornado occurring closest to the LGS site during this period was approximately 13 nautical miles WNW on September 5, 1979. There is also an unconfirmed report (Reference 2.3.1-23) of a small tornado touching down in the immediate Pottstown, Pennsylvania vicinity on May 20, 1982. The most severe occurred on March 22, 1955, 17 miles south of the site. This tornado had a path area of 1.2 square miles, with peak winds estimated to be in excess of 150 mph. The tornado reported closest to the site occurred on June 8, 1961, approximately 6 miles to the east. Peak winds from this storm were estimated to be in excess of 110 mph. Using the statistical methods of Thom (Reference 2.3.1-8), the tornado probability has been computed for the LGS site. This analysis has been based on 32 years (1950-1981) of data from the National Severe Storms Forecast Center, during which 37 tornadoes were reported in the 1 latitude-longitude square surrounding the site. This produces an annual frequency of 1.16 tornadoes per year. This data base contains information on all tornadoes that have been reported since 1950, and includes information such as latitude and longitude of the tornado starting and stopping points, path width, path length, and tornado intensity. Of these tornadoes, 32 had measured path lengths and widths, which produce a mean path area of 0.342 square miles. Using Thom's formula, this produces a strike probability for any point within the 1 square of once every 9179 years. 2.3.1.2.1.3 Thunderstorms and Lightning Thunderstorms are a seasonal phenomenon in the region of the LGS site. Philadelphia and Allentown report 27 and 32 thunderstorm days per year respectively, with 90% of these occurring between the months of April and September. The monthly distribution of thunderstorm days is shown in Table 2.3.1-6. Direct observation of lightning strikes is not a routine function at any of the standard observing stations. However, Uman (Reference 2.3.1-9) has developed a statistic which indicates that the number of lightning flashes (cloud to ground) per square mile per year is equal to between 0.05 and 0.8 times the number of thunderstorm days per year. A conservative estimate of the number of lightning strikes per year in the square mile containing the LGS site is 26. 2.3.1.2.1.4 Hail Hail storms are a relatively rare phenomenon in the LGS site area. Pautz (Reference 2.3.1-6) reports that there were 57 occurrences of hail in the state of Pennsylvania in the 13 year period from 1955 through 1967. This converts to approximately four hail storms per year. However, hail frequency is not uniform throughout the state. Baldwin (Reference 2.3.1-10) and Changnon (Reference 2.3.1-11) both report an annual frequency of one to two hail storms per year in the LGS UFSAR CHAPTER 02 2.3-4 REV. 19, SEPTEMBER 2018 eastern region of the state. Changnon indicates that these storms are most likely to occur in the late spring. Storm data (Reference 2.3.1-12) from the period 1972 through 1976 indicate there were thirteen hail storms in Montgomery and the surrounding counties. An examination of severe weather reports in Reference 2.3.1-24 shows that in the period 1977 through mid-1982 the average number of hail storms has remained at about two storms per year. However, there is a considerable amount of variation from year to year. In 1977, there were six hail storms in the LGS region, while none were reported in 1981. The most severe of these occurred in Schuylkill County on July 29, 1974, where egg-sized hail was reported. 2.3.1.2.1.5 Ice Storms and Freezing Rain A survey by Bennett (Reference 2.3.1-13) indicates that ice or freezing rain may occur up to three to four times per year in the LGS site region. An analysis of local climatic data from the Philadelphia (Reference 2.3.1-1) and Allentown (Reference 2.3.1-2) NWS stations for a later five year (1977-1981) period shows that freezing rain occurs approximately two days per year in Philadelphia and five days per year at Allentown. Considering the more inland and northerly location of Allentown as compared to Philadelphia, this difference is not unexpected. The fact that the LGS site is also inland and about midway between the two NWS offices in terms of latitude makes the previous estimate of three to four storms per year reasonable. However, glaze accumulations greater than 0.25 inches would be expected only once per year. In the 5 year period from 1972 through 1976, eight cases of freezing rain were reported in the site area. The NWS stations also make observations of another type of frozen precipitation known as ice pellets. However, unlike freezing rain, ice pellets are frozen before reaching the ground and do not form a glaze, but rather bounce on impact in a way similar to hailstones. The Philadelphia and Allentown NWS stations averaged 7 and 8 days per year respectively when ice pellets were observed during the 5 year (1977-1981) period. However, many of these were isolated observations in conjunction with other types of precipitation and could not categorically be called ice storms. 2.3.1.2.1.6 High Air Pollution Potential Episodes of limited atmospheric dispersion in the U.S. have been studied by Holzworth (Reference 2.3.1-14) in terms of urban and area source problems. Holzworth has estimated a total of 25 forecast days of high potential for air pollution in a 5 year period in the vicinity of the site. Using a pressure gradient technique to define stagnating conditions, Korshover (Reference 2.3.1-15) found 175 stagnation days in the vicinity of the site during the 40 year period from 1936 through 1975. This converts to 4.4 stagnation days per year, which agrees well with Holzworth's estimate. Subsequent work by Korshover (Reference 2.3.1-25) has identified 31 additional stagnation days in the period 1976-1981. This also results in an average of 4.4 days per year, which is consistent with Korshover's earlier analysis. 2.3.1.2.2 Maximum Snow Load The weight on the ground of the 100 year mean recurrence interval snowpack at the LGS site is 25 psf. This value was obtained from estimates by the American National Standards Institute (Reference 2.3.1-16) which are based on the work of Thom (Reference 2.3.1-17). The extreme LGS UFSAR CHAPTER 02 2.3-5 REV. 19, SEPTEMBER 2018 snow load may be estimated by adding the weight of the 48 hour probable maximum winter precipitation (assumed to occur as snow) to the weight of the 100 year snowpack. From the work of Riedel et al (Reference 2.3.1-18) the 48 hour probable maximum winter precipitation is estimated to have a water equivalent of 15.0 inches, which has a ground force of 78 psf. Therefore, the extreme snow load on the ground at the LGS site is estimated to be 103 psf. It should be emphasized that this estimate is unrealistically conservative and is presented only for structure design purposes. The 48 hour probable maximum precipitation is based upon theoretical considerations, not measured values. The assumption that the entire amount falls as snow leads to an estimate of 150 inches of snow in 48 hours, using the standard 10:1 conversion ratio. This is more than double the maximum annual snow accumulation at the Philadelphia, Reading, or Allentown NWS stations in the past 40 years of record. The snowstorm of March 19, 1958 through March 21, 1958, is generally regarded as the worst snowstorm on record for snow load accumulation in the LGS area. This was due to the large snow accumulations and the extremely high water content (20% by volume) of the snow (Reference 2.3.1-19). The maximum water content measured in the site area during this storm was 4.43 inches at Coatesville, Pennsylvania. 2.3.1.2.3 Meteorological Design Basis for the Ultimate Heat Sink The design basis meteorology for the UHS (spray pond) is discussed in Section 9.2.6. 2.3.1.2.4 Design Basis Tornado The design basis tornado parameters at the LGS site are presented in Table 2.3.1-7. These parameters were finalized prior to the issuance of Regulatory Guide 1.76 (Reference 2.3.1-20) and are not identical to those listed in the guide for Region I, however they are considered to be equivalently conservative. While the translational speed listed is lower than that of the guide, the rotational speed is higher, and the sum of the two is the same as that of the guide. The lower value of rate of pressure drop is conservative since it implies a longer duration of the pressure load, resulting in a larger dynamic load factor. A value for radius of maximum rotational speed is not specified since it is not required in designing structures to withstand the design basis tornado. The rotational wind speed of 300 mph used in the analysis of plant design adequacy for tornado resistance (Section 3.3.2.1) was determined from Figure 2.3.1-1. For the LGS reactor enclosure, the design basis tornado (300 mph rotational wind speed plus 60 mph translational velocity) imposes an average wind loading of 220 mph, as determined from the area under the curve of the middle graph of Figure 2.3.1-2. Therefore, 300 mph is taken as a conservative wind speed applied uniformly over the entire structure surface, as shown in Figure 2.3.1-2. Because this rotational wind speed is higher than the value listed in Regulatory Guide 1.76, the analysis is conservative compared to an analysis using the Regulatory Guide 1.76 parameters. 2.3.1.2.5 Fastest Mile of Wind The 100 year recurrence interval fastest mile of wind to be expected at the LGS site is 82 mph. This value is obtained from the work of Thom (Reference 2.3.1-21), and is valid 30 feet above the ground. Table 2.3.1-8 shows the vertical distribution of the fastest mile of wind, computed using the common power law, in the form: (EQ. 2.3-1) LGS UFSAR CHAPTER 02 2.3-6 REV. 19, SEPTEMBER 2018 where: Uz = wind speed at height z U30 = wind speed at 30 feet b = stability dependent exponent Thom indicates that a value for b of 1/7 is appropriate for high wind speeds in rolling rural terrain such as that at LGS. The design basis wind velocity and associated parameters are discussed in Section 3.3.1.1. 2.3.2 LOCAL METEOROLOGY Local meteorological data have been collected at the LGS site since January 1972. The analysis of this local meteorology has been based upon five years of site data collected at Weather Station No. 1, from January, 1972 through December, 1976. This is the primary onsite meteorological installation, and is located on high ground (base el 250' MSL) approximately 3000 feet NNW of the reactor-turbine enclosure. A second meteorological tower, installed at Weather Station No. 2, is located in the Schuylkill River Valley (base el 121' MSL) approximately 3000 feet SSW of Tower 1, to allow comparison of the meteorological conditions in the shallow river valley with those on the adjacent hill. One year of data from April, 1972 through March, 1973 has been selected for this comparison, as it represents the best 1 year cycle of concurrent data recovery between Weather Stations No. 1 and 2. In addition, two years of data were obtained between January, 1975 and December, 1976 from a light wind sensor on the Satellite Meteorological Tower. This tower is located on the east side of the valley floor in a position to detect any downslope or drainage flow. The exact locations of all weather stations and instruments used in the analyses are shown in Figures 2.3.3-1 and 2.3.3-2. Data recovery from all instruments for each of the time periods summarized in the analyses is shown in Table 2.3.2-1. 2.3.2.1 Normal and Extreme Values of The Meteorological Parameters (MES was one of the meteorological consultants for licensee during the preoperational phase, 1970-1983. The reference to MES as the meteorological consultant for the licensee is considered historical information.) 2.3.2.1.1 Wind Direction and Speed The wind measurements at LGS are unique in terms of both the locations and elevations of the sensors. The middle-level and upper-level sensors on Tower 2, at Weather Station No. 2, are located at the same elevations above mean sea level as the lower and middle level sensors on Tower 1, at Weather Station No. 1, though their elevations above grade differ. As can be seen in Figure 2.3.3-2, the 159 foot level on Tower 2 and the 30 foot level on Tower 1 are both located el 280' MSL. For the purposes of this analysis, this MSL height has been designated as "level one". The 304 foot level on Tower 2 and the 175 foot level on Tower 1 are both located el 425' MSL. This elevation has been designated as "level two" in the subsequent analysis. LGS UFSAR CHAPTER 02 2.3-7 REV. 19, SEPTEMBER 2018 Distributions of wind speed and direction by atmospheric stability class are listed in Reference 2.3.2-23. Wind directions have been grouped into 22.5 sectors. Atmospheric stability has been classified using both the Brookhaven turbulence classes of Singer and Smith (Reference 2.3.2-1) and the Pasquill stability classes as defined by the lapse rate criteria in Regulatory Guide 1.23 (Reference 2.3.2-2). Joint frequency distributions of wind speed and direction by atmospheric stability class are provided in Reference 2.3.2-23. Two copies of this report were transmitted to the NRC by letter from E.J. Bradley (PECo) to D.G. Eisenhut (NRC) dated July 27, 1981. An hour-by-hour listing of hourly averaged parameters on magnetic tape was transmitted to the NRC by letter from J.S. Kemper (PECo) to D.G. Eisenhut (NRC), dated August 7, 1981. 2.3.2.1.1.1 Five Year Climatology of Wind Direction and Speed Annual wind direction distributions from all levels at Tower 1 are summarized for the 5 year period, January 1972 to December 1976 in Table 2.3.2-2. The distribution is essentially the same at all levels, with the WNW and NW sectors being predominant. Wind directions are more or less evenly distributed among the remaining sectors. Seasonal variations at Tower 1 are small, but a slight increase in the frequency of south winds is evident at all levels during the summer months. Monthly average wind speeds from Tower 1 are summarized in Table 2.3.2-3. The highest monthly average wind speeds occur in early spring, while lower speeds predominate during the summer months. The higher wind speeds measured at Tower 1 usually occur with wind directions from the predominant sectors. The maximum hourly average wind speed measured during the 5 year period was 50 mph on December 2, 1974. This was the result of a low pressure system moving up the Atlantic coast. MES is the meteorological consultant for the licensee. MES chart reading procedures state that wind speed shall be read as an hourly average. In the case of calm winds, this would be an hourly average of 0 mph. During the 5 year period (1972-1976) of record, chart reading procedures for wind directions during calm hours changed. Calm hours during the period 1972-1975 were assigned a direction of 777, indicating the trace was uninterpretable. However, examination of the charts from this period indicated that in most cases a direction could be obtained, and that despite the limitations of such a procedure, it was preferable to an arbitrary assignment of direction for a given calm hour. Accordingly, the chart reading procedures were changed, and beginning January 1, 1976, a direction was read for each calm hour. When calm hours were entered into the joint frequency distributions, those calm hours with uninterpretable directions were distributed uniformly among the directional sectors. Those calm hours with valid directions were put into the sector indicated by that direction. All calm hours were arbitrarily classified as stable and were entered into Class F in the lapse rate distributions. Tables 2.3.2-27 through 2.3.2-33 contain distributions of calm hours from Tower 1, Tower 2, and the Satellite Tower. In each case the distribution of calm hours which were included in the Class F, 0-3 mph category of each wind rose are compared with the distribution of calms according to the Regulatory Guide 1.111 technique. Because calm hours were arbitrarily placed in Class F in the earlier wind roses, it was possible for a calm hour with a missing delta temperature to be entered into the distribution. For this reason, the total number of calms in the Regulatory Guide 1.111 type distribution does not match the earlier totals. LGS UFSAR CHAPTER 02 2.3-8 REV. 19, SEPTEMBER 2018 Regulatory Guide 1.111 states that calms should be defined as hourly average wind speeds below the starting speed of the vane or anemometer. The starting threshold of the Bendix six-bladed Aerovane is 1.8 mph. However, it is a well-known fact that once a propeller is set in motion, it can operate at speeds below the starting threshold. Unpublished tests conducted by Brookhaven National Laboratory at the New York University wind tunnel during the 1950s showed that the stopping threshold of the six-bladed Aerovane was roughly 1 ft/sec (0.7 mph) lower than the starting threshold. This indicates that hourly averages of 1 mph are possible. In addition, MES chart readers are trained to distinguish a calm wind trace from a 1 mph trace based on an analysis of both the speed and direction traces. Figure 2.3.2-6 shows typical light wind speed traces, and an example of the differentiation between calm and 1 mph wind speeds. The hours ending at 6 am and 7 am are calm wind traces, evidenced not only by a 0 mph wind speed, but also by a "boxy" directional trace. However, during the hour ending at 8 am and continuing into the following hour, both the speed and direction traces have become active, with speeds fluctuating between 0 mph and 2 mph. Both of these hours would be read as 1 mph. The primary reason that calm hours were included in a 0-3 mph wind rose grouping rather than a separate class was to provide compatibility with MES dispersion models. However, it should be noted that Regulatory Guide 1.111 does not specifically say that calms should be assigned "as a separate wind speed class." 2.3.2.1.1.2 The Effect of Terrain on Wind Direction and Wind Speed In order to assess the influence of the Schuylkill River Valley on the low level wind flow, a 1 year comparison was made between wind measurements at Tower 1, located above the river valley, and Tower 2, located on the valley floor. Wind data from the Satellite Tower were also included in this comparison when appropriate. Though the satellite wind data are from a time period not concurrent with the other towers, these data do provide further insight into the valley circulation and are therefore included. Annual wind direction distributions from Towers 1 and 2 for the period April, 1972 through March, 1973 are shown in Tables 2.3.2-4 and 2.3.2-5. The 1 year wind direction distribution at Tower 1 is very similar to the 5 year distribution previously presented in Table 2.3.2-2. The wind direction distribution at Tower 2 is somewhat more complex, with the distribution at the 30 foot level showing a preference for those directional sectors parallel to the river valley. Table 2.3.2-6 compares the wind direction distributions from Tower 1 and 2 along the equivalent mean sea level heights, "level one" and "level two." The directional distributions on each of these levels are nearly identical, indicating that winds at the middle and upper levels on Tower 2 are not affected by the underlying valley terrain. A comparison of the wind direction distributions from the 30 foot sensors on Towers 1 and 2 for the 1 year period is shown in Table 2.3.2-7. The 2 year satellite tower wind distribution is also included for comparison. An increase in the wind directions centered about the NNW and SSE sectors, the orientation of the Schuylkill River Valley, is evident when the 30 foot directional distributions from Tower 2 and the Satellite Tower are compared with the low level directional distribution at Tower 1, situated above the river valley. This effect is most prevalent during low wind speed and stable atmospheric conditions during the summer months. LGS UFSAR CHAPTER 02 2.3-9 REV. 19, SEPTEMBER 2018 A comparison of monthly average wind speeds from Tower 1, Tower 2, and the satellite tower is shown in Table 2.3.2-8. Average speeds at Tower 1 are very similar to the 5 year wind speed record summarized in Table 2.3.2-3. Higher average winds occur in the spring, and lower wind speeds predominate in the summer months. A comparison of monthly average wind speeds along level one and level two shows that small differences exist between towers along each level, but they are usually less than 1 mph. It should be noted that there is a preference for lower wind speeds at the low level sensors located in the river valley. Both Tower 2's 30 foot and the Satellite Tower's 30 foot wind speeds are significantly lower than the 30 foot wind speeds measured above the valley at Tower 1. This is reflected in the comparison of monthly average wind speeds shown in Table 2.3.2-8, as well as in the percentage of calm hours. The Tower 2's 30 foot sensor reported 21.5% calm, comparing well with the more sensitive Satellite Tower anemometer which reported 17.5% calm. In contrast the 30 foot sensor on Tower 1 above the river valley reported only 8.1% calm. This comparison of low level wind speeds, along with the previously discussed comparison of low level wind directions, clearly indicates that the wind measurements obtained on the satellite tower are similar to those obtained at the 30 foot level on Tower 2, and that the satellite tower is representative of the low level wind flow in the Schuylkill River Valley. 2.3.2.1.1.3 Wind Direction Persistence Wind direction persistence at the LGS site has been analyzed using a technique which determines the number of consecutive hours the wind direction remains in the same 22.5 sector. This analysis is performed with a sliding technique, using each hour as the starting point in determining persistence. The results, which appear in Reference 2.3.2-23, were derived by tabulating the number of times the wind direction, at each level, remains in the same sector for periods of 6, 12, 24, 36, and 48 hours. The 5 year annual summary of Tower 1 wind direction persistence indicates that the highest frequency of persistent winds occurs in the predominate (WNW) sector. Examination of the monthly distributions indicates that the most persistent winds occurred during the months of June and August. Wind direction persistence during the 1 year period of concurrent data from Towers 1 and 2 is also summarized in Reference 2.3.2-23. Comparison of the annual distributions between the two towers shows that wind directions were more persistent at Tower 2 than at Tower 1. The 30 foot distribution at Tower 2 shows the most persistent winds in the NW and NNW sectors, which parallel the river valley. The monthly summaries for this 1 year period indicate that the most persistent winds occurred during January, not during the summer as one might expect. Examination of hourly meteorological data and synoptic charts indicates that these winds were caused by a strong gradient flow from a slow-moving low pressure system rather than any micrometeorological phenomenon. 2.3.2.1.1.4 Climatological Representativeness of the LGS Wind Data In order to assess the representativeness of the LGS wind data, the 5 year Tower 1, 270 foot wind distribution has been compared with distributions from the Philadelphia and Allentown NWS stations, and from the PBAPS Meteorological Tower. While the Philadelphia and Allentown data LGS UFSAR CHAPTER 02 2.3-10 REV. 19, SEPTEMBER 2018 are not derived from the exact same time as the LGS data, they are the most concurrent summaries available from the National Climatic Center. The distance and directional orientations of these stations from the LGS site are listed below. Station Distance and Orientation from LGS Philadelphia 31 miles SE Allentown 31 miles N PBAPS 48 miles SW The annual wind direction distributions from Philadelphia (Reference 2.3.2-3), Allentown (Reference 2.3.2-4), and PBAPS are compared with LGS in Figures 2.3.2-1 through 2.3.2-3. These comparisons indicate that both Philadelphia and Allentown have a larger frequency of winds from the SW direction than LGS. The predominant winds at Philadelphia and Allentown are from the SW and WSW respectively, as compared to a predominant WNW wind at LGS. These distributions are similar in all nonpredominant sectors. The comparison between the LGS 270 foot and PBAPS 320 foot distributions shows a much closer agreement. This is to be expected since PBAPS is the only station of those compared with a sufficient sensor elevation to be free of local effects. Due to the large discrepancy in sensor elevation and surface roughness between LGS and the NWS stations, PBAPS is the only site with which meaningful wind speed comparisons can be made. A comparison of these two locations in Table 2.3.2-9 shows that the wind speed frequency distributions are almost identical. The LGS 270 foot sensor has a mean wind speed of 10.4 mph, compared to 10.6 mph at the PBAPS 320 foot sensor. An evaluation of the climatological representativeness of the time period in which the site data was obtained may be made from a comparison of the concurrent short-term data from the NWS stations with their long-term records. Ten year wind directional distributions from Philadelphia (Reference 2.3.2-5) and Allentown (Reference 2.3.2-6) are compared with the short-term records from each station in Figures 2.3.2-4 and 2.3.2-5. The long-term and short-term records at Allentown are essentially identical. However, some differences are evident in the long-term and short-term Philadelphia comparison. Several changes in both sensor elevation and location were made at Philadelphia between 1951 and 1960, which could account for some of the differences in the directional distributions. 2.3.2.1.2 Atmospheric Stability 2.3.2.1.2.1 Stability Class Breakdowns Monthly and annual summaries of atmospheric stability have been incorporated into the wind roses previously discussed in Section 2.3.2.1.1. Annual breakdowns of atmospheric stability classes for the 5 year record at Tower 1, and the 1 year comparison of Towers 1 and 2 are summarized in Tables 2.3.2-12 and 2.3.2-13. LGS UFSAR CHAPTER 02 2.3-11 REV. 19, SEPTEMBER 2018 The Brookhaven turbulence classes have been determined using the method of Singer and Smith (Reference 2.3.2-1), which is based upon the short-term fluctuations of the Aerovane wind direction trace. The uppermost Aerovane on each tower, the 270 foot sensor on Tower 1, and the 304 foot sensor on Tower 2 were used to determine the turbulence class. The specific criteria used to define each turbulence class are given in Table 2.3.2-14. The Pasquill stability classes were determined using the temperature lapse rate criteria of Regulatory Guide 1.23 (Reference 2.3.2-2). Lapse rates were measured over the full height interval and between the middle and low levels of each tower. In the 5 year record at Tower 1, there are distinct differences between the two stability classification systems. The Brookhaven system classifies over 55% of the hours as unstable, compared to approximately 12% unstable, as determined by delta temperature measurements over the full tower height. The lapse rate system predicts approximately 27% more neutral hours and 19% more stable hours than the Brookhaven system. When lapse rates over the lower portion of Tower 1 are used, the number of unstable hours (according to the NRC system) increases slightly, primarily at the expense of neutral hours. The frequency of stable hours as determined by lapse rate criteria remains about the same, regardless of which height interval on the tower is used. When the stability class breakdowns from Towers 1 and 2 are compared for the April, 1972 through March, 1973 period, the same basic differences between the Brookhaven and NRC systems are evident. There are also significant differences between the two towers within each classification system. When the Brookhaven stability breakdowns from the two towers are compared in Table 2.3.2-12, Tower 2 reports approximately 10% more unstable hours. This can be attributed primarily to the fact that the 304 foot Aerovane on Tower 2 is located 95 feet lower in reference to surrounding terrain than the 270 foot sensor on Tower 1, and is subject to increased turbulence due to surface friction. A difference between Towers 1 and 2 is also seen in Table 2.3.2-13 when the Pasquill stability classes are contrasted. Regardless of which height interval is considered, Tower 2 categorizes over 65% of the hours as stable. This is an increase of approximately 15% as compared to Tower 1 for the same time period. 2.3.2.1.2.2 Temperature Inversion Persistence Monthly and annual summaries of temperature inversion persistence at the LGS site are provided in Reference 2.3.2-23. A temperature lapse rate of greater than 0C/100m has been used to define inversion conditions. Strong inversions with a lapse rate greater than 1.5C/100m (Pasquill classes F and G) have also been tabulated. The most persistent inversion during the five years of measurements at Tower 1 occurred from 2100 August 24, 1974 through 0800 August 26, 1974. This inversion lasted for 36 consecutive hours, and was associated with a large high pressure system which descended from Canada. Winds at the site during this time were variable coming from the SW through NNE direction. The second most persistent inversion lasted 29 hours, and was associated with a Canadian high pressure system which moved through the site area on July 16, 1974 and July 17, 1974. LGS UFSAR CHAPTER 02 2.3-12 REV. 19, SEPTEMBER 2018 The most persistent inversions found during the 5 year record usually occurred between the months of August and December. A comparison of inversion persistence at Towers 1 and 2 for the period April, 1972 through March, 1973 shows that the inversions in the river valley at Tower 2 are more persistent. This comparison also shows that the more persistent inversions occur in the latter half of the year. In 1972 they were confined primarily to the period August through October. 2.3.2.1.2.3 Monthly Mixing Heights No measurements of mixing height have been made at the LGS site. The nearest NWS upper air station is at Kennedy Airport in New York City. The use of Kennedy data at LGS would be unrealistic. Therefore, in the absence of measurements, the mean seasonal morning and afternoon mixing heights reported by Holzworth (Reference 2.3.2-7) are shown in Table 2.3.2-15. These data have been extracted from the plots in the Holzworth report, and are the best approximations available for mixing heights at LGS. 2.3.2.1.3 Temperature Ambient dry-bulb temperatures at the LGS site have been summarized in Table 2.3.2-16 and in Reference 2.3.2-23. The monthly means and extremes of temperature recorded at Weather Station No. 1 are shown in Table 2.3.2-16. The maximum hourly temperature measured at the site was 96.2F on August 28, 1973. The minimum observed temperature was 0.7F on January 16, 1972. 2.3.2.1.3.1 Climatological Representativeness of LGS Temperature Data Monthly mean temperatures from LGS are compared with the concurrent and long-term records from the Philadelphia and Allentown NWS stations in Tables 2.3.2-17 and 2.3.2-18. Both comparisons indicate that 1972 through 1976 was a normal period in terms of temperature. Both NWS stations show little deviation from the long-term record. Temperatures at Allentown are usually slightly cooler than those at Philadelphia, while temperatures at LGS usually fall in between the values from the two NWS stations. 2.3.2.1.4 Precipitation Precipitation from the LGS site has been summarized in Table 2.3.2-19 and in Reference 2.3.2-23. As Table 2.3.2-19 indicates, the monthly variation of precipitation at the site is small. The annual mean precipitation measured during the 5 years of record was 59.57 inches. The maximum hourly precipitation (2.25 inches) was recorded during hurricane Agnes in June, 1972. The maximum monthly total (14.23 inches) was in November, 1972, as a result of several moderate rainfalls. Wind roses, by precipitation rate class, indicate a predominately east to northeasterly flow at the site during precipitation hours. This does not vary seasonally or by precipitation rate class. Precipitation rate distributions and precipitation intensity versus duration summaries in Reference 2.3.2-23 indicate that the majority of the precipitation at the site has an intensity of 0.05 in/hr. LGS UFSAR CHAPTER 02 2.3-13 REV. 19, SEPTEMBER 2018 However, hourly totals exceeding 1 inch were recorded nine times during the 5 year record; and continuous rainfalls of >0.10 in/hr have been observed for up to 12 hours. 2.3.2.1.4.1 Climatological Representativeness of LGS Precipitation Data Monthly average precipitation values from LGS are compared with the concurrent and long-term records from the Philadelphia and Allentown NWS stations in Tables 2.3.2-20 and 2.3.2-21. These comparisons indicate that even though the 1972 through 1976 period was characterized by abnormally high precipitation amounts, significantly higher precipitation totals were recorded at the site when compared to the NWS stations. 2.3.2.1.5 Humidity Relative and absolute humidity, dew point temperature, and wet-bulb temperature from Weather Station No. 1 are summarized in Reference 2.3.2-23. The annual frequency distribution of relative humidity shown in Reference 2.3.2-23 is skewed toward the higher humidities, with the 90% through 100% grouping containing approximately 30% of the total hours. A seasonal trend is evident in the monthly frequency distributions of relative humidity shown in Reference 2.3.2-23, as conditions of high relative humidity (90% through 100%) are more common in the summer and fall months. The annual frequency distribution of absolute humidity from Weather Station No. 1 is shown in Reference 2.3.2-23. Absolute humidity is expressed in grams of water vapor per cubic meter of air. The maximum frequency is in the 3.01-4.00 g/m3 category, but the values are quite evenly distributed. There is also a large seasonal variation in absolute humidity as Reference 2.3.2-23 shows. This is expected as the ability of dry air to hold water vapor is temperature-dependent. The annual frequency distribution of dew point temperatures from the site is shown in Reference 2.3.2-23. The largest frequency of hours occurs in the 60.0F to 64.9F category, but the distribution is quite even between 20F and 65F. The seasonal trend in dew point temperatures is self-evident. Cumulative frequency distributions of wet-bulb temperature from the site are given for the annual and monthly cases in Reference 2.3.2-23. Due to the unusually long period of record at the site (5 years), the cumulative frequency distributions of wet-bulb temperature have been computed using onsite data rather than the Philadelphia or Allentown NWS data. 2.3.2.1.5.1 Climatological Representativeness of Humidity Data Because of its sensitivity to changes in temperature and elevation, relative humidity data from site to site are difficult to compare. Some idea of the climatological representativeness of the LGS data can be seen in Table 2.3.2-22, where mean morning (7 am) and afternoon (1 pm) values of relative humidity from Philadelphia, Allentown, and LGS are compared. As the table shows, in most months the mean values from the three sites are within a few percent of each other. LGS and Allentown are the most similar, with Philadelphia usually a few percent lower, especially in the morning. Another indication of the climatological representativeness of the LGS relative humidity data can be seen from the summaries of daily average relative humidity given in Section 9.2.6. LGS UFSAR CHAPTER 02 2.3-14 REV. 19, SEPTEMBER 2018 In this analysis, two and one-half years (January 1972 through June 1974) of LGS daily average relative humidity data were compared with the concurrent and long-term (34 years) records from Philadelphia. These daily average relative humidity data are summarized in the frequency distribution in Table 2.3.2-23. This table shows that LGS has a higher frequency of days in the 90% through 100% range, and that the concurrent data are representative of long-term conditions at the site. A comparison of frequency distributions of hourly relative humidity values between LGS and Philadelphia is shown in Table 2.3.2-24. This comparison also indicates that LGS has a larger frequency of high relative humidity values. 2.3.2.1.6 Fog No measurements of natural fog or visibility have been made at the site. However, an approximation of the fog and visibility characteristics of the site can be obtained from the Philadelphia and Allentown National Weather Service data. Table 2.3.2-25 compares the mean number of days with heavy fog at these two stations. Heavy fog is defined as fog causing visibility to decrease to 1/4 mile or less. This comparison shows surprisingly little difference between the two sites, with Philadelphia averaging 25 days of heavy fog per year, compared to 29 for Allentown. It is reasonable to assume that a similar frequency of heavy fog would be found at LGS. 2.3.2.2 Potential Influence of the Plant and Its Facilities on Local Meteorology A recent EPRI study by Laurmann (Reference 2.3.2-8) has concluded that although quantitative predictions of the meteorological effects resulting from power plant operation cannot be made, evidence and theory indicate that plants of conventional size (up to 4000 MWe) rarely produce noticeable weather changes. The minor effects on the local meteorology which might occur may be divided into two distinct categories: those attributable to the turbulent wakes associated with the plant structures, and those attributable to the waste heat dissipation system. 2.3.2.2.1 Turbulent Wake Effects From Plant Structures As part of the technical support for the tall stack regulations in the 1977 Clean Air Act Amendments, the EPA has published a comprehensive review and literature search (Reference 2.3.2-9) on the aerodynamic effects caused by building structures. The consensus of this review is that a structure produces a cavity of increased turbulence on its leeward side, 1.5 building heights deep and persist for approximately five building heights downwind. Based upon these criteria, it is estimated that the turbine-reactor enclosure complex produces a turbulent wake on its leeward side, extending 300 feet vertically and persisting 1000 feet downwind. Halitsky (Reference 2.3.2-10) has shown through wind tunnel tests that the turbulent effects produced by rounded structures are not as large or severe as those produced by sharp-edged buildings. This is consistent with the results of a combined wind tunnel/field measurement study conducted by Smith and Mirabella (Reference 2.3.2-11) on the cooling tower induced wake at the SMUD Rancho Seco Plant. Their results indicate that the cooling towers produce a turbulent wake only when wind speeds exceed 2 m/sec. They estimate that the wake would be 1.5 structure heights deep, and would persist for 2-3 tower diameters downwind. According to these criteria, the maximum wake produced by two LGS cooling towers would be a turbulent region extending 750 feet vertically and persisting 3400 feet downwind. 2.3.2.2.1.1 Effect of the Turbulent Wake on the Gaseous Reactor Effluent LGS UFSAR CHAPTER 02 2.3-15 REV. 19, SEPTEMBER 2018 The primary effect of the structurally induced wakes on the reactor effluent is to bring the effluent plume to the ground more quickly, and to increase the dispersion rate. These factors are accounted for in the diffusion calculations presented in Sections 2.3.4 and 2.3.5. 2.3.2.2.1.2 Effect of the Turbulent Wake on the Meteorological Measurements at Tower 1 The turbulent wake produced by the turbine-reactor enclosure complex is not large enough to affect Tower 1. However, Tower 1 is only 2200 feet from the cooling towers, and is in their turbulent wake during a small percentage of the time. The wake is not expected to have any effect upon mean wind directions or speeds at Tower 1. However, when wind directions are between 135 and 165, turbulence class readings may be shifted toward a more unstable classification. The 5 year turbulence class wind rose provided in Reference 2.3.2-23 shows that wind speeds >2 m/sec with directions between 135 and 165 occur during 5.3% of the time. However, over half (3.0%) of these hours are already classified as unstable due to natural turbulence. (Note: the 5 year data set represents a period prior to any cooling tower construction). Thus only 2.3% of the total hours might be changed from a stable or neutral to a more unstable classification. 2.3.2.2.2 Potential Effects of the Waste Heat Dissipation System on the Local Meteorology 2.3.2.2.2.1 Natural Draft Cooling Towers During the early 1970s a large number of publications appeared in open literature speculating upon the atmospheric effects attributable to natural draft cooling towers. As Carson (Reference 2.3.2-12) has pointed out, all too often these studies have predicted atmospheric effects that do not in fact occur. Recently, data from field studies have become available. These studies indicate that while the potential for some minor atmospheric effects resulting from cooling tower operation does exist, the magnitude of these effects is much less than that indicated by earlier theoretical evaluations. 2.3.2.2.2.1.1 Ambient Temperature Operation of the cooling towers has no effect on the ambient temperatures in the LGS area. Field studies reported by Kramer et al (Reference 2.3.2-13) and Brennan et al (Reference 2.3.2-14) have shown that the cooling tower plumes rise to heights well above the tower tops. Therefore, the cooling towers should have no measurable effects upon the mean surface temperature. 2.3.2.2.2.1.2 Relative Humidity Observational studies have shown that no changes in the ground level relative humidity should be expected as a result of natural draft cooling tower operation. In a study of a 2000 MW, 8 tower complex in England, Spurr (Reference 2.3.2-15) found no differences in the ground level relative humidity upwind or downwind of the plant. 2.3.2.2.2.1.3 Fog The cooling tower induced environmental effect most often mentioned is ground level fogging. Observations at natural draft cooling tower installations both in the U.S. (Reference 2.3.2-13) and in Europe (Reference 2.3.2-15) indicate that the visible plume rarely, if ever, intersects the ground surface causing fog. Hosler (Reference 2.3.2-16) reports one observation of the visible cooling tower plume intersecting the ground at the Keystone plant in western Pennsylvania. However, the cooling towers at Keystone are much shorter than those at LGS, making them more susceptible LGS UFSAR CHAPTER 02 2.3-16 REV. 19, SEPTEMBER 2018 to downwash and subsequent fog problems. The added tower height at LGS, along with a larger exit diameter, should ensure a sufficient rise to prevent downwashing. 2.3.2.2.2.1.4 Solar Radiation The cooling towers do have the potential to cause slight decreases in the amount of solar radiation received at the site due to plume shadowing. Seeman (Reference 2.3.2-17) has conducted a study at a 1500 MW fossil fuel plant in Europe, and found that a 35% reduction in total radiation (total radiation = solar radiation + whole sky radiation) is possible at the point of maximum shadowing by a visible plume on a clear day. On a cloudy day, the maximum shadowing effect is a 20% reduction in total radiation for short periods of time. Due to the variability in wind direction, the plume moves horizontally and does not remain over any one point for long periods of time, thus giving the same effect as a passing small cumulus cloud. However, Ryznar (Reference 2.3.2-18) has measured increases in solar radiation due to the reflection from the side of the visible plume. An empirical method for providing climatological estimates of visible plume rise and persistence has been described by Brennen et al (Reference 2.3.2-14). This technique uses one year of Philadelphia International Airport upper air soundings as input and shows that the majority of the long plumes conducive to shadowing occur on days when natural clouds are already present, and (during the winter) when agricultural considerations are minor. The updraft of heat and water vapor in a natural draft cooling tower can, under the proper conditions, produces cumulus clouds or augments already existing cloud decks. This phenomenon has been documented by both Smith (Reference 2.3.2-19) and Spurr (Reference 2.3.2-15); but it can be expected to occur only when conditions favor natural cloud formation. 2.3.2.2.2.1.5 Precipitation Modification Observations of precipitation falling from natural draft plumes are very limited. Kramer et al (Reference 2.3.2-20) have documented one observation of light rain falling from a natural draft plume, and several observations of light snowfall. Though it may be possible for a cooling tower to modify the precipitation pattern immediately downwind of the tower, it would not significantly alter the total precipitation in the region, as the water vapor emissions from the towers are small compared to natural fluxes (Reference 2.3.2-12). During the winter of 1975-1976, Kramer et al (Reference 2.3.2-21) observed light snow from several different cooling towers on ten separate days. This effect was found only during stable atmospheric conditions, with temperatures below 10F at the height of the plume centerline. In the one year summary of Philadelphia upper air soundings on 22 days, for short periods, the temperature criteria necessary for snowfall were met. This should not be interpreted as a prediction of snowfall frequency. There are several other variables such as atmospheric stability, blowdown water chemistry, drift eliminator condition, and condensation nuclei availability which play a role in snowfall formation. The height to which the plume rises is such that in most cases the snow crystals would sublimate before reaching the ground. There is also a strong likelihood that downslope motion to the east would tend to prevent any depth of cloud development with westerly flow. Additional precipitation may also come from the cooling tower in the form of drift droplets, though the amounts are very small. Drift deposition at LGS has been evaluated using the model of LGS UFSAR CHAPTER 02 2.3-17 REV. 19, SEPTEMBER 2018 Hosler, Pena, and Pena (Reference 2.3.2-22). This model indicates that most of the drift deposited from the towers will be in the form of liquid drops, with the amount deposited decreasing with distance from the towers. The annual precipitation increase has been evaluated at the site boundary in each sector. The maximum annual increase in precipitation was 0.253 inches at the ESE site boundary. This is less than 1% of the annual total of natural precipitation reported in Section 2.3.2.1. 2.3.2.2.2.1.6 Atmospheric Stability In addition to the wake-induced turbulence discussed in Section 2.3.2.2.1, there will also be increased turbulence in the visible cooling tower plume itself directly downwind of an evaporating plume. If the gaseous reactor effluent were entrained into the cooling tower plume, the only effect would be increased rise and dispersion of the effluent, and therefore lower ground level concentrations. 2.3.2.2.2.2 Emergency Spray Pond The UHS at LGS is a spray pond. During routine operations this pond will not be heated, and water temperatures will fluctuate in response to ambient meteorological conditions in the same manner as any natural pond of the same size. This should produce no adverse impact to the local meteorology. 2.3.2.3 Topography The topography of the LGS site is described in Section 2.1.1. The topography of the region surrounding the site, out to a distance of 50 miles, is summarized in Table 2.3.2-26 which lists the offsite terrain elevation (in feet above MSL) versus distance from a point midway between the LGS vents. The value listed is the maximum elevation on or outside the site boundary which occurs within each of the sixteen 22.5 sectors at the distance listed. These terrain elevations were obtained from USGS maps. 2.3.3 ONSITE METEOROLOGICAL MEASUREMENTS PROGRAM The onsite meteorological measurements program at the LGS site began on December 10, 1970 with preliminary wind measurements taken from a six-bladed Aerovane located 30 feet above grade on a temporary pole. Wind speed and direction data were continuously collected at the temporary pole until December 28, 1971 when it was removed from service. Prior to the sensor removal, the onsite meteorological measurements program was expanded on December 10, 1971 with the installation of Weather Station No. 1 near the temporary pole location. The main tower (Tower 1) extending about 281 feet above grade (el 250' MSL) was erected on high ground, NW of the reactor locations. Wind speed, wind direction, and temperature from three elevations are continuously recorded. Instrument elevations are listed in Table 2.3.3-1. Additional onsite measurements of horizontal and vertical wind direction fluctuations, relative humidity, barometric pressure, and precipitation complete the observation at Weather Station No. 1. In order to evaluate the effects of the shallow Schuylkill River Valley, the onsite meteorological measurements program was again expanded on December 28, 1971 with the installation of a second weather station. Weather Station No. 2 is located across the Schuylkill River from the main tower and is onsite in an open field having a base elevation close to that of the valley floor. LGS UFSAR CHAPTER 02 2.3-18 REV. 19, SEPTEMBER 2018 Tower 2 at this location, extends 314 feet above grade (el 121' MSL). Wind speed, wind direction, and temperature from three elevations are continuously recorded. Tower 2 was established to provide supplementary site data on the temperature profile in the valley during the preoperational period. This tower was instrumented at MSL elevations coincident with those of Tower 1 in order to compare meteorological conditions over the valley with those over the adjacent low hills. The locations and relationships between the various wind and temperature instruments are shown in Figures 2.3.3-1 and 2.3.3-2. The overlapping arrangement of the facilities, which allows a comparison of wind and temperature measurements from each tower at two corresponding levels, produces a complete picture of wind flow and lapse rates from the valley bottom to a point about 270 feet above the higher terrain. To determine the typical flow over the river and adjacent low terrain, a satellite to Weather Station No. 1 was established and data collection began on November 20, 1974. The sensors are located 32 feet above grade (el 106' MSL) and are capable of continuously measuring wind speed and wind direction. In 1983, the complete system was upgraded to comply with the criteria of Regulatory Guide 1.23 (Rev 1) and NUREG-0654. Data from each of the meteorological locations is transmitted to the control room where it is logged by a data-logger. The data is also transmitted to the TSC as input to the RMMS (Section 11.5.6). 2.3.3.1 Preoperational Meteorological Measurement System (1970-1983) This meteorological system was used to obtain measurements as described in Table 2.3.3-1. 2.3.3.1.1 Measurements and Instrumentation 2.3.3.1.1.1 Siting As shown in Figures 2.3.3-1 and 2.3.3-2, the main meteorological weather tower (Tower 1) located at Weather Station No. 1 is a 280 foot tower situated approximately 3000 feet NW of the LGS structure vents. Tower 1 is also located approximately 2000 feet NNW of the center of the Unit 1 cooling tower location and approximately 2400 feet NW of the center of the Unit 2 cooling tower location. Grade elevation at Weather Station No. 1 is el 250' MSL. The wind instruments on Tower 1 are mounted on retractable booms extending upwind 10'-0" west of the tower. Each face of the triangular tower is 3'-6" wide. The temperature sensors are located in aspirators and are 2'-0" inches from the tower. Weather Station No. 1 has a base surface made of yardstone. The relative humidity sensor is located in a standard U.S. Weather Bureau-type shelter 5 feet above grade and the surface beneath the instrument shelter is wood. Meteorological weather tower (Tower 2) located at Weather Station No. 2 is a 310 foot tower situated approximately 2100 feet west of the LGS structure vents. Tower 2 is also located approximately 1950 feet WSW of the center of the Unit 1 cooling tower location, and approximately 2600 feet WSW of the center of the Unit 2 cooling tower location. The wind instruments on Tower 2 are mounted on retractable booms extending upwind 10'-0" WNW of the tower. Each face of the triangular tower is 3'-6" inches wide. The temperature LGS UFSAR CHAPTER 02 2.3-19 REV. 19, SEPTEMBER 2018 sensors are located in aspirators and are 2'-0" from the tower. Tower 2 has a base surface made of yardstone. 2.3.3.1.1.2 Instrumentation and Performance Specifications The instrumentation systems installed on the LGS site were designed to meet the NRC requirements at the time of installation and they generally meet those of Regulatory Guide 1.23. Any deviations from Regulatory Guide 1.23 are described in the following subsections. The manufacturers' specifications and accuracies for the sensors and associated equipment are given in Table 2.3.3-2. Deviation from paragraph C4 of Regulatory Guide 1.23 regarding the system accuracies is discussed and justified in the following sections on each type of measurement. 2.3.3.1.1.3 Wind speed The Bendix Aerovane Wind Transmitter, Model 120, measures wind speed by means of a six-bladed rotor coupled to the armature of a tachometer magneto located in the nose of the instrument. The output voltage is directly proportional to the impeller rotation speed and, therefore, is a function of wind speed. This Aerovane system is used on Towers 1 and 2 at LGS. As shown on Table 2.3.3-2, some of the instruments do not meet the required starting speeds. This presents no problem because real calm conditions with absolutely no air motion are extremely rare at most sites. Measured calms can be far more frequent, depending on the threshold speed of the instrument used. At LGS, the number of calm hours recorded on the six-bladed Aerovane is shown in Table 2.3.3-3. All levels of both Towers 1 and 2 are instrumented with these six-bladed sensors. The 175 foot instrument at Tower 1 is at the elevation representative of vent releases. With only 1.7% calm hours, a more sensitive instrument could not produce any significant improvement. The 30 foot level of Tower 2 does have a high percentage of calm hours due to its valley location. With this in mind, light wind instruments meeting the recommendations of Regulatory Guide 1.23 were installed in the valley on the satellite tower. As shown in Table 2.3.3-3, the light wind sensor also produces a large (17.5%) number of calm hours. Experience with both types of instruments indicates that the continued durability and accuracy of the six-bladed Aerovane far outweighs the advantage of the slightly lower threshold speed offered by the light wind instruments. Regulatory Guide 1.23 also specified 90% data recovery, which is considered equally important. The satellite tower uses a Bendix-Friez 3-cup anemometer, P/N 2416914, to determine wind speed. The 3-cup anemometer has cone-shaped cups formed of 0.010 inch thickness aluminum. The cup wheel is attached to a stainless steel shaft which rotates, via coupling, the tachometer generator. The output voltage is directly proportional to the speed of rotation and, therefore, is a function of wind speed. 2.3.3.1.1.4 Wind Direction LGS UFSAR CHAPTER 02 2.3-20 REV. 19, SEPTEMBER 2018 The Bendix Aerovane Wind Transmitter, Model 120, measures wind direction by coupling a streamlined vane to a type 1HG synchro. This synchro electrically transmits the position of the vane and, therefore, the wind direction to the recorder. The satellite tower uses a Bendix-Friez Wind Vane, P/N 2416970, to determine wind direction. This wind vane is very light and sensitive having a low moment of inertia. Changes in azimuth angle are transmitted, via coupling, to a synchro. The signal output from this synchro is directly proportional to the angular position of the vane and, therefore, wind direction is transmitted to a synchro in the recorder. 2.3.3.1.1.5 Temperature The ambient temperature-measuring system uses Leeds and Northrup 100 ohm copper thermohm sensors (resistance thermometers). These thermohms are accurate to +/-0.2F across the range of -10F to 110F. The detectors use four lead wires, two of which are connected to a constant current source and the other two lead wires are connected, via electronic amplifiers to an analog recorder. Contained in the constant current loop is the copper measuring coil, whose resistance varies with temperature, causing the voltage drop across the coil to change proportionally. This voltage drop is then sensed by the measuring loop of a null balance potentiometer having a scale calibrated in degrees fahrenheit. 2.3.3.1.1.6 Temperature Difference The temperature difference sensors at the site are identical to the ambient temperature sensors, except for the selection of matched sets. These sets have an accuracy of +/-0.1F across a -12F to 12F temperature difference range. The reference thermohm (el 26') is connected (opposite in polarity) to both upper elevation thermohms. The two voltage drops (one from each set) are algebraically added, and the resulting output is equivalent to the temperature difference reading. Both the ambient temperature and delta temperature sensors are located in a Teledyne/Geotech aspirated thermal radiation shield, Model 327. This is to ensure the measurement of ambient temperature and temperature gradients substantially independent of solar, atmospheric, and terrestrial thermal radiation. 2.3.3.1.1.7 Relative Humidity The Bendix Hygrothermograph, Model 594, is used at and around the site to determine both relative humidity and ambient air temperature. The relative humidity portion of the instrument consists of a hair-type humidity-responsive element, a lever system, and a cylindrical chart. The accuracy of the humidity unit is +/-5% which includes the temperature effects to which the instrument may be subjected. The temperature-responsive unit consists of a Bourdon tube, a lever system and a cylindrical chart (same cylinder used for humidity). The accuracy of the hygrothermograph temperature unit is +/-1F. Regulatory Guide 1.23 suggests that at sites where there may be an increase in atmospheric moisture content (i.e., cooling towers) dew point or humidity should be measured on the tower. The results of published field studies (References 2.3.3-1 through 2.3.3-4) prove conclusively that LGS UFSAR CHAPTER 02 2.3-21 REV. 19, SEPTEMBER 2018 the only changes in atmospheric moisture characteristics which may be experienced from cooling tower operation would occur at the plume elevation, not at the ground level. The results of approximately 400 flight test observations indicate that the cooling tower plumes would rise clear of the ground and have no effect on the low level moisture characteristics. For dew point or humidity measurements to have any relevance to cooling tower effects, they must be obtained at elevations ranging from approximately 1000 feet to 5000 feet above ground, which is not possible on a continuous basis. Since there is little or no potential for fogging or icing conditions resulting from the cooling towers, there is no need for a dew point measurement at the 10 meter level on the tower. 2.3.3.1.2 Calibration and Maintenance Procedures 2.3.3.1.2.1 Calibration All sensors and related equipment are calibrated according to written procedures designed to ensure adherence to Regulatory Guide 1.23 guidelines for accuracy. Calibrations occur at least every six months, with component checks and adjustments performed when required. All meters and other equipment used in calibrations are, in turn, calibrated at scheduled intervals. All instruments used in calibrations are traceable to the NBS. 2.3.3.1.2.2 Maintenance Inspection and maintenance of all equipment is accomplished in accordance with procedures in the instrument manufacturer's manuals. This inspection occurs at least once a week by qualified technicians capable of performing the maintenance, if required. The results of the inspections and maintenance performed are kept in a log at the site. The information contained in this log is also transmitted to the environmental engineering section and meteorological consultant. In the event that the required maintenance could effect the instruments calibration, another calibration is performed prior to returning the instrument to service. 2.3.3.1.2.3 Data Output and Recording Systems All meteorological outputs, at this time, are recorded by analog systems. The charts from these systems are sent on a weekly basis to the meteorological consultant, MES located in Amityville, New York, for inspection to detect discrepancies or evidence of malfunction and data analysis. The analog recording systems for the weather towers are enclosed in a structure with thermostatically controlled temperature. 2.3.3.1.3 Data Analysis Procedures 2.3.3.1.3.1 Data Quality Control All data are subject to a quality check by MES. These analog charts are inspected for the following items: a. Verification of log sheets versus actual charts received LGS UFSAR CHAPTER 02 2.3-22 REV. 19, SEPTEMBER 2018 b. Time continuity c. Instrument malfunction d. Inking problems e. Directional switching problems f. Negative speeds g. Missing data An evaluation of system performance is made monthly. The percentage of data recovery for LGS weather station instrumentation is shown from 1972 through 1976 in Section 2.3.2. 2.3.3.1.3.2 Data Reduction All readings that are taken from the strip-charts represent hourly averages (except where noted). Data are reduced into the different categories as follows: Wind a. Wind speed: hourly average speed. Negative speeds are recorded as read. b. Wind direction: hourly average direction c. Span: The span is read from the same portion used to obtain the average direction. Span is defined as the width of the direction trace excluding any abnormal spikes. Maximum span read is 360. d. Gustiness: The gustiness is read from the same portion of the chart used to obtain the average direction. Gustiness and its characteristics are described in Reference 2.3.3-5. Temperature and Humidity a. Hygrothermographs: All relative humidity and temperature readings taken from a hygrothermograph are instantaneous readings on the hour. b. Ambient temperature: Recorded on a strip-chart; hourly average temperature manually recorded. c. Delta temperature: Recorded on a strip-chart; hourly average temperature manually recorded. 2.3.3.1.3.3 Analyses The hourly data obtained (as described) have been compiled into the series of summary tables described in Section 2.3.2. These data are used as inputs to the computation of the X/Q estimates described in Sections 2.3.4 and 2.3.5. LGS UFSAR CHAPTER 02 2.3-23 REV. 19, SEPTEMBER 2018 2.3.3.2 Operational Meteorological Measurement System (1983) The meteorological measurement system has been upgraded to comply with Regulatory Guide 1.23 (Second Proposed Rev 1). The meteorological monitoring system at LGS complies with the criteria in Regulatory Guides 1.101, 1.97, and 1.21 and NUREG-0654 (Rev 1). The signals from the sensors are digitized and transmitted to the control room and the TSC. Meteorological data can be reviewed at the EOF through the EPDS computer. The satellite tower has been retired from service. Data from this tower was redundant to data already being obtained at the 30' level on Tower 2. The satellite tower is not part of the operational meteorological measurement system. Table 2.3.3-6 is a list of the meteorological measurements made by the system. 2.3.3.2.1 Measurements and Instrumentation 2.3.3.2.1.1 Siting As shown in Figures 2.3.3-1 and 2.3.3-2, Tower 1 located at Weather Station No. 1 is a 280 foot tower situated approximately 3000 feet NW of the LGS structure vents. Tower 1 is also located approximately 2000 feet NNW of the center of the Unit 1 cooling tower location and approximately 2400 feet NW of the center of the Unit 2 cooling tower location. Grade elevation at Weather Station No. 1 is el 250' MSL. The wind instruments on Tower 1 are mounted on retractable booms extending upwind 10'-0" west of the tower. Each face of the triangular tower is 3'-6" wide. The temperature sensors are located in aspirators and are 2'-0" from the tower. Weather Station No. 1 has a base surface made of yardstone. A dew point sensor is located on the temperature aspirator at the el 26'. Tower 2 located at Weather Station No. 2 is a 310 foot tower situated approximately 2100 feet west of the LGS structure vents. Tower 2 is also located approximately 1950 feet WSW of the center of the Unit 1 cooling tower location, and approximately 2600 feet WSW of the center of the Unit 2 cooling tower location. The wind instruments on Tower 2 are mounted on retractable booms extending upwind 10'-0" WNW of the tower. Each face of the triangular tower is 3'-6" wide. The temperature sensors are located in aspirators and are 2'-0" inches from the tower. The dew point sensor is located on the temperature aspirator at el 26'. Tower 2 has a base surface made of yardstone. There are two (2) areas were the operational monitoring system does not meet the criteria of Regulatory Guide 1.23. One instance is in the proximity of Tower 1 to the two natural draft cooling towers. The other is the proximity of Tower 2 to multiple transmission poles. The proposed Revision 1 of Regulatory Guide 1.23 states that the tower: "should be located in an area where natural or manmade obstructions....would have little or no influence on the meteorological measurements. The tower should be at least 10 obstruction heights away from the obstruction (Reference 2.3.3-8)." A review of the Regulatory Guide 1.23 siting criteria shows that they are not applicable to the site for several reasons. a. The reference quoted as supporting the 10 obstruction heights criteria (Reference 2.3.3-6) did not explicitly specify 10 heights, but rather said that 5 to 10 building heights should separate meteorological sensors and adjacent buildings. Hilficker LGS UFSAR CHAPTER 02 2.3-24 REV. 19, SEPTEMBER 2018 went on to qualify his criteria as being applicable "most directly to cubicle obstructions", which the natural draft cooling towers clearly are not. b. Strict application of the 10 obstruction height criteria would mean that, for any plant with a natural draft cooling tower, the meteorological tower would have to be located approximately 1 mile away from the immediate plant vicinity. For the site with local terrain effects (e.g. hills, river valley), this would provide data that would be of questionable representativeness. In addition, placing the tower at this distance would put it beyond the site boundary and control of plant security. c. It is a well-known fact that the downwind influence of the wake caused by a hyperbolic natural draft cooling towers is a function of the tower diameter, not the tower height. This was shown by Smith and Mirabella (Reference 2.3.2-11) with wind tunnel tests at the SMUD Rancho Seco Plant and field studies at the TVA Paradise Plant. They concluded that, when wind speeds exceeded 2 m/sec, the cooling tower wake could extend to a downwind distance of 2 to 3 tower diameters, with a vertical extent of up to 1.5 tower heights. The 2 to 3 tower diameter criteria has also been confirmed by McLaren (Reference 2.3.3-7). Based on these criteria, Section 2.3.2.2.1 states that "the maximum wake produced by two LGS cooling towers would be a turbulent region extending 750 feet vertically and persisting 3400 feet downwind." This is a conservative estimate based on the maximum width of a two cooling tower complex rather than the individual tower dimensions. Because the LGS cooling towers are located less than 2000 feet from Tower 1, there may be times when the meteorological tower is in the cooling tower wake. How often the meteorological tower might be in the cooling tower wake and how this will affect the ability of the plant to meet the objectives of Regulatory Guides 1.101, 1.97, and 1.21 is discussed below. 1. Frequency of Wake Effects Tower 1 is in a location that is predominantly upwind of the cooling tower complex. Winds must come from directions between 135 and 165 and be in excess of 2 m/sec for the meteorological tower to experience possible wake effects. At the 30 foot level of Tower 1, this would be 4.56% of the total hours, and at the 175 foot level, 6.64%. 2. Consequences of Wake Effects If the meteorological tower is in the cooling tower wake, the only real consequence is that the increased turbulence may cause the atmosphere to appear to be one class more unstable within the wake region. This was found during wind tunnel tests of the AEP Mountaineer Plant (Reference 2.3.3-8) as well as in the Rancho Seco field tests conducted by Start et al. (Reference 2.3.3-9). In the Rancho Seco field tests, a meteorological tower was located approximately 660 feet from the cooling tower complex, with wind instruments at heights of 4, 16, and 46 meters. A statistical study was LGS UFSAR CHAPTER 02 2.3-25 REV. 19, SEPTEMBER 2018 conducted comparing turbulence data (sigma theta) from those hours when the meteorological tower was experiencing uninterrupted flow. The results showed the expected increase in turbulence in the cooling tower wake, but found significant increases only at the 16 meter level. No significant effects were found at the 46 meter level, indicating that the turbulent effect decreases with elevation due to the hyperbolic shape of the cooling towers. Of the 4.56% of this time when wake effects were possible at the 30 foot level of Tower 1, 3.23% are already unstable, indicating that a significant shift in stability from stable to neutral or neutral to unstable might be possible only 1.33% of the time. At the 175 foot level, only 2.73% of the hours might undergo such a stability change. However, a change at this level seems less likely based on the Rancho Seco results. 3. Implications for Regulatory Guide 1.101 and 1.97 Objectives The primary emphasis of these two guides for meteorology is to provide data for emergency response purposes. The cooling tower wake will have no effect on the average wind direction and speed, and therefore no effect on estimates of the airborne effluent trajectory or speed. The possible shift of stability class may affect the modeled effluent concentrations, but because of the small frequency of occurrence and the uncertainty associated with other model input parameters, this is a minor consideration. 4. Implications for Regulatory Guide 1.21 Objectives For the routine 10CFR50, Appendix I X/Q calculations required by Regulatory Guide 1.21, the cooling tower wake should have no appreciable effect on the calculated concentrations. These calculations will be based on data from the 175 foot level of Tower 1 and will use the sector average version of the Gaussian plume model with joint frequency distributions of wind and stability data as meteorological input. Because almost no effect is expected from the wake at the 175 foot level, this will not affect the calculated concentrations. However, even if wake effects were present, it is unlikely they would cause noticeable differences in this type of calculation. d. Two transmission line poles are located approximately 239 feet and 310 feet in proximity to the Tower 2. The transmission line poles are 105 feet in height. To comply with the regulatory guide Tower 2 would need to be 1050 feet away from the poles. An evaluation on the disturbance of meteorological conditions at the effective Tower 2 sensor heights was performed. The evaluation concluded the following: Wind speed at the 30 foot elevation would be impacted. An estimated 8% decrease from the -12 to 042 degree sectors and 15% from the 098 to 128 degree sectors. Applying this wind reduction to the ten (10) year speed averages, the reduction would affect the measurements by 4.99% and 2.11 %, respectively. Wind speed data from the 30 foot elevation is not used for Emergency Plan or Offsite Dose Calculations. LGS UFSAR CHAPTER 02 2.3-26 REV. 19, SEPTEMBER 2018 Wind direction at the 30 foot elevation would show an undetermined increase in the turbulence factor. Wind direction data from the 30 foot elevation is not used for Emergency Plan or Offsite Dose Calculations. No impact to temperature at the 30, 159, or 304 foot elevations. No impact to the wind speed at the 159 or 304 foot elevations. Negligible or no impact to wind direction and the wind turbulence factors at the 159 and 304 foot elevations. The preceding discussions have shown that, while cooling tower wake effects at Tower 1 are possible, the frequency of occurrence is extremely low and should not interfere with the functions and objectives described in Regulatory Guides 1.101, 1.97, and 1.21. The obstruction height question should also be weighed against the other siting criteria of Regulatory Guide 1.23. Specifically, Regulatory Guide 1.23 also states that the primary meteorological tower should be representative of the meteorological characteristics of the region of effluent release, should not be located in a prevailing downwind direction of the heat dissipation system, and should be at a base elevation close to the finished plant grade. It is concluded that the present Tower 1 location represents the best possible compromise of the siting criteria. Tower 1 is upwind of the plant, at a location close to plant grade, and representative of dispersion conditions on the plateau on which the plant is built. In addition, Tower 2's siting with the additional transmission pole obstructions is acceptable, given the fact there is negligible to no impact to the meteorological conditions as observed on the required instrumentation in use by the Emergency Plan and Offsite Dose Calculation Manual. 2.3.3.2.1.2 Instrumentation and Performance Specifications The instrumentation systems installed on the LGS site were designed to meet the requirements of Regulatory Guide 1.23 (proposed Rev 1). The accuracies for the sensors and associated equipment are given in Table 2.3.3-7. 2.3.3.2.1.3 through 2.3.3.2.1.9 DELETED 2.3.3.2.1.10 Data Communication and Display Data from Tower 1 and from Tower 2 will be logged by a data-logger in the control room and input to the PMS in the TSC. Towers 1 and 2 interface to the control room by means of independent communication lines. Data from this system will be presented to the control room on a CRT display. Data from this system will be presented to the EOF through the EPDS system. The meteorological data is also used by the Class A model for accident dose assessment. 2.3.3.2.2 Calibration and Maintenance Procedures LGS UFSAR CHAPTER 02 2.3-27 REV. 19, SEPTEMBER 2018 Calibration and data collection of the meteorological system are controlled by procedures that are responsive to the appropriate portions of the Quality Assurance Program described in Section 17.2. 2.3.3.2.2.1 Calibration All sensors and related equipment are calibrated according to written procedures designed to ensure adherence to Regulatory Guide 1.23 (proposed Rev 1) guidelines for accuracy. Calibrations occur according to the requirements of the ODCM, with component checks and adjustments performed when required. All meters and other equipment used in calibrations are, in turn, calibrated at scheduled intervals. All instruments used in calibrations are traceable to the NIST. 2.3.3.2.2.2 Maintenance Inspection and maintenance of equipment is accomplished in accordance with station procedures and meteorological vendor procedures. The maintenance of the system is documented in the site work process and vendor reports. In the event that the required maintenance could effect the instruments calibration, another calibration is performed prior to returning the instrument to service. 2.3.3.2.2.3 Data Output and Recording Systems All meteorological outputs are recorded by an on site data-logger and the PMS system. The data from the systems are sent on a weekly basis to a meteorological consultant, for inspection to detect discrepancies or evidence of malfunction and data analysis. The data-logger and PMS Computer systems for the weather towers are enclosed in a structure with thermostatically controlled temperature. 2.3.3.2.3 Data Analysis Procedures 2.3.3.2.3.1 Data Quality Control The consultant prepares a meteorological data summary, formatted as joint frequency distribution tables of wind speed and wind direction, to satisfy NRC reporting requirements per Regulatory Guide 1.21. All data are subject to a quality check by the consultant. Digital data is reviewed to detect any malfunctions. An evaluation of system performance is made monthly to ensure that data recovery is satisfactory. 2.3.3.2.3.2 Data Reduction Analog chart samples are reduced and compared with the corresponding digital data to ensure both systems are functioning properly. Temperature and Dew Point (Data Logger) a. Dew Point: hourly average dew point temperature. LGS UFSAR CHAPTER 02 2.3-28 REV. 19, SEPTEMBER 2018 b. Ambient temperature: hourly average temperature. c. Delta temperature: hourly average temperature. d. Precipitation: each discrete step represents 0.01 inches of liquid water. The number of steps are added to obtain the total precipitation for the hour. 2.3.3.3 Offsite Meteorological Monitoring Locations The LGS meteorological data from the preoperational period have been compared with offsite data from the Philadelphia and Allentown, Pennsylvania NWS stations and with the data from PBAPS. Whenever possible LGS parameters were compared with concurrent data from the regional stations to assess their similarity, as well as with the longer term records from the regional stations to assess the climatological representativeness of the time period during which the LGS site data were obtained. The following are brief descriptions of the offsite measurement locations: 2.3.3.3.1 Philadelphia The Philadelphia NWS station is presently located at the Philadelphia International Airport, approximately 31 miles SE of the LGS site. The airport is located on the southern edge of the city, bordered on its SE side by the Delaware River. The area is relatively flat, with no appreciable terrain roughness to influence the data. The Philadelphia NWS meteorological sensors have been moved several times during the period of record used in the long-term comparisons. In 1960, the NWS established standard elevations for all meteorological sensors, and the instrument locations have remained unchanged since that time. A complete history of the sensor locations at the Philadelphia NWS station is shown in Table 2.3.3-4. 2.3.3.3.2 Allentown The Allentown NWS station is located approximately 31 miles north of the LGS site at the Lehigh Valley International Airport. The station is 5 miles NE of the city of Allentown in the Lehigh River Valley. The river valley is surrounded by rolling terrain and numerous small streams, but there are also some larger terrain features in the area. Blue Mountain is a ridge located 12 miles north of Allentown, ranging between 1000-1800 feet high. South Mountain, ranging between 500-1000 feet high, is located on the southern edge of Allentown. However, neither of these two mountains is close enough to the Allentown NWS station to have any direct effect on the local meteorology. The Allentown NWS meteorological sensors have been moved between various elevations and locations during the period of record used in the long-term comparisons, but were moved to the standard NWS elevations in 1965, and have remained unchanged since that time. The complete history of the sensor locations and elevations is shown in Table 2.3.3-5. 2.3.3.3.3 Peach Bottom Atomic Power Station LGS UFSAR CHAPTER 02 2.3-29 REV. 19, SEPTEMBER 2018 Weather Station No. 2 at the PBAPS is located approximately 48 miles southeast of the LGS site. The PBAPS is located in the Susquehanna River Valley, but Weather Station No. 2 is a 320 foot tower situated on a hill overlooking the valley. The 320 foot wind sensor at Weather Station No. 2 is at an elevation comparable to the upper-level LGS wind sensors, and therefore provides a useful check of the representativeness of the meteorology. 2.3.4 SHORT-TERM (ACCIDENT) DIFFUSION ESTIMATES 2.3.4.1 Objective Estimates of atmospheric diffusion (X/Q) are made at the exclusion area boundary (731 m) and the outer boundary of the LPZ (2043 m). These estimates are made for periods of 2, 8, and 16 hours, and for 3 and 26 days following a postulated accident. The NRC recommended section-dependent model (PAVAN) in Reference 2.3.4-1 is used. 2.3.4.2 Calculations 2.3.4.2.1 Calculation of X/Q values at the EAB and LPZ XlQ values at the EAB and LPZ were calculated in accordance with Regulatory Guide 1.145. For ground-level releases, calculation for the 2 hours following the accident were based on the following equations: /Q = 1 (2.3-2) U10 (yz + A/2) /Q = 1 (2.3-3) U10 (3yz ) /Q = 1 (2.3-4) U10 yz where: /Q is relative concentration, in sec/m3. is 3.14159. U10 is wind speed at 10 meters above plant grade, in m/sec. y is lateral plume spread, in m, a function of atmospheric stability and distance. z is vertical plume spread, in m, a function of atmospheric stability and distance. y is lateral plume spread with meander and building wake effects (in meters), a function of atmospheric stability, wind speed, and distance [for distances of 800 m or less, y = My, where M is determined from Reg. Guide 1.145 Fig. 3; for distances greater then 800 m, y = (M-1) y 800m +y]. A is the smallest vertical-plane cross-sectional area of the reactor building, in m2. (Other structures or a directional consideration may be justified when appropriate.) Plume meander is only considered during neutral (D) or stable (E, F, or G) atmospheric LGS UFSAR CHAPTER 02 2.3-30 REV. 19, SEPTEMBER 2018 stability conditions. For such, the higher of the values resulting from Equations 2.3-2 and 2.3-3 is compared to the value of Equation 2.3-4 for meander, and the lower value is selected. For all other conditions (stability classes A, B, or C), meander is not considered and the highest XlQ value of equations 2.3-2 and 2.3-3 is selected. The XlQ values calculated at the EAB based on meteorological data representing a 1hour average are assumed to apply for the entire 2-hour period. 2.3.4.2.2 Determination of Max Sector and Overall 5% Site XlQ Values 2.3.4.2.2.1 Maximum Sector XlQ To determine the maximum sector XlQ value at the EAB, a cumulative frequency probability distribution (probabilities of a given XlQ value being exceeded in that sector during the total time) is constructed for each of the 16 sectors using the XlQ values calculated for each hour of data. This probability is then plotted versus the XlQ values and a smooth curve is drawn to form an upper bound of the computed points. For each of the 16 curves, the XlQ value that is exceeded 0.5 percent of the total hours is selected and designated as the sector XlQ value. The highest of the 16 sector XlQ values is the maximum sector XlQ. Determination of the LPZ maximum sector XlQ is based on a logarithmic interpolation between the 2-hour sector XlQ and the annual average XlQ for the same sector. For each time period, the highest of these 16 sector XlQ values is identified as the maximum sector XlQ value. The maximum sector XlQ values will, in most cases, occur in the same sector. If they do not occur in the same sector, all 16 sets of values will be used in dose assessment requiring time-integrated concentration considerations. The set that results in the highest time-integrated dose within a sector is considered the maximum sector XlQ. 2.3.4.2.2.2 5% Overall Site XlQ The 5% overall site XlQ value for the EAB and LPZ is determined by constructing an overall cumulative probability distribution for all directions. XlQ versus the probability of being exceeded is then plotted and an upper bound curve is drawn. From this curve, the 2-hour XlQ value that is exceeded 5% of the time is found. The 5% overall site XlQ at the LPZ for intermediate time periods is determined by logarithmic interpolation of the maximum of the 16 annual average XlQ values and the 5% 2-hour XlQ values. 2.3.4.2.3 Meteorological Input Meteorological data from LGS Weather Station No. 1 taken from January, 1996 through December, 2000, is used in the diffusion calculations. Joint stability class and wind occurrence distributions are computed based on using wind speed and direction from the 30 foot level and temperature difference from the 266-26 foot height interval. The lapse rate, wind speed, and wind direction categories are consistent with the recommendations of Regulatory Guide 1.23 (Reference 2.3.4-3). The meteorological database was prepared for use in PAVAN by transforming the five years (i.e., 1996-2000) of hourly meteorological tower data observations into a joint wind speed-wind direction-stability class occurrence frequency distribution as shown in Table LGS UFSAR CHAPTER 02 2.3-31 REV. 19, SEPTEMBER 2018 2.3.4-1. In accordance with Regulatory Guide 1.145 (Reference 2.3.4-2), atmospheric stability class was determined by vertical temperature difference between the release height and the 10-m level, and wind direction was distributed into 16 - 22.5o sectors. Seven (7) wind speed categories were defined according to Regulatory Guide 1.23 (Reference 2.3.4-3) with the first category identified as "calm. " The higher of the starting speeds of the wind vane and anemometer (i.e., 0.50 mph) was used as the threshold for calm winds, per Regulatory Guide 1.145, Section 1.1. A midpoint was also assumed between each of the Regulatory Guide 1.23 wind speed categories, Nos. 2-6, as to be inclusive of all wind speeds. The wind speed categories have therefore been defined as follows: Category No. Regulatory Guide 1.23 Speed Interval (mph) PAVAN-Assumed Speed Interval (mph) 1 (Calm) 0 to < 1 0 to <0.50 2 1 to 3 >=0.50 to <3.5 3 4 to 7 >=3.5 to <7.5 4 8 to 12 >=7.5 to <12.5 5 13 to 18 >=12.5 to <18.5 6 19 to 24 >=18.5 to <24 7 > 24 >= 24 In the equations shown in Section 2.3.4.2.1, it should be noted that wind speed appears as a factor in the denominator. This causes obvious difficulties in making calculations for periods of calm. The procedures used by PAVAN to assign a direction to each calm period according to the directional distribution for the lowest wind-speed class. This is done separately for the calms in each stability class. 2.3.4.2.4 Building Wake Correction A building wake correction of 5851 m2 is equal to the Reactor Enclosure's combined vertical cross sectional area. A correction value of 2500 m2 is used for one Reactor Enclosure 2.3.4.2.5 Short-Term X/Q Modeling Results Atmospheric diffusion estimates developed for use in evaluating accidents are summarized in Table 2.3.4-4 for the above-mentioned periods following the accident. This table includes estimates for the maximum sector and overall 5% site X/Q. 2.3.5 LONG-TERM (ROUTINE) DIFFUSION ESTIMATES Radionuclides will be routinely emitted to the atmosphere from three locations at LGS. The source vents include the Turbine Enclosure, Unit 1 Reactor Enclosure, and Unit 2 Reactor Enclosure. Diffusion estimates may be based on a single source originating from one point located midway between the three vent locations or based on each individual location independently. Estimates of annual average X/Q are performed for receptor locations out to 50 miles in each directional sector. These historical values are presented in Table 2.3.5-1. LGS UFSAR CHAPTER 02 2.3-32 REV. 19, SEPTEMBER 2018 2.3.5.1 Meteorological Input Meteorological data taken at Tower No. 1 from January 1972 through December 1976 are used in calculating the long term diffusion estimates. Routine releases from LGS will be released through the two reactor enclosure vents and the turbine enclosure vent. These vents are all located at an elevation (el 416' MSL) only 9 ft below the 175 ft instrumentation level at Weather Station No. 1. Winds from the 175 ft level were used to calculate the annual X/Q values shown in Table 2.3.5-1. The maximum value of 6.291x10-7 is found at the site boundary (762 m) in the ESE sector. The spacing in this portion of the calculational grid is sufficiently dense to assure that the maximum offsite X/Q value has been calculated. Distributions of wind speed and direction are computed for 22.5 sectors using the wind speed groups suggested in Regulatory Guide 1.23 (Reference 2.3.5-2). The 5 year 175 foot wind distribution used as input for the diffusion calculations is provided in Reference 2.3.2-23. All calm hours have been distributed equally among the 16 directional sectors. With the exception of the 0-3 mph and 24+ mph groups, the median speed from each wind speed grouping is used. A speed of 1.61 mph (0.72 m/sec) is used as the median for the 0-3 mph group resulting from the guidance in Regulatory Guide 1.111 (Reference 2.3.5-3) that calm hours be assigned a speed of 0.1 m/sec, if the sensor does not conform with the minimum starting speed criteria of Regulatory Guide 1.23. A speed of 27 mph is used to represent the 24+ mph group. The diffusion model utilized is described in Section 2.3.5.3. 2.3.5.2 Plume Rise The volumetric flow rate from the LGS reactor enclosure vents will not vary seasonally. However, the volumetric flow rate from the turbine enclosure vent will vary from a summer maximum of 307 m3/sec to a winter minimum of 147 m3/sec, with an annual average of 216 m3/sec. To calculate plume rise, one set of composite vent parameters was derived by appropriately weighing the diameter and exit velocity of each vent according to its volumetric flow rate. The individual vent parameters along with the derived composite vent parameters used in the plume rise calculations are listed in Table 2.3.5-2. The Briggs (Reference 2.3.5-7) momentum plume rise equations, in the form expressed by Sagendorf and Goll (Reference 2.3.5-8), are used. 2.3.5.3 Diffusion Model The sector average version of the Gaussian plume equation, as expressed in Regulatory Guide 1.111 is used for all X/Q calculations. The basic equation is as follows: (EQ.2.3.-3) LGS UFSAR CHAPTER 02 2.3-33 REV. 19, SEPTEMBER 2018 where: X = Concentration at receptor point (curies/meter3) Q = Emission rate (curies/sec) - assumed to be 1 curie/sec for these calculations = Sector width - assumed to be 22.5 for these calculations x = Distance of receptor point (meters) ue = Effective wind speed applicable to stack height, h, (meters/sec) h = Effective stack height from Briggs equations (meters) z = Vertical standard deviation of the plume at distance, x, (meters) x = Lateral standard deviation of the plume at distance, x, (meters) f = Frequency of occurrence of wind speed and stability combination (dimensionless) Zcorr = The terrain correction CA = The area of an obstacle (A) times a shape factor to take account of the details of the flow around the obstacle. 360 = Number of degrees in a circle . = 3.14 2.3.5.3.1 Source Configuration The entrainment functions of Regulatory Guide 1.111 are used to determine the portion of the effluent plume entrained into the turbine-reactor enclosure wake. However, the effective height of the entrained portion of the plume is never allowed to decrease below 10 meters. Therefore, the building wake term (CA) was set equal to zero, in accordance with the guidance in Regulatory Guide 1.111 that this term be used only when the effective plume height is equal to zero. 2.3.5.3.2 Terrain Corrections Individual terrain corrections are applied at each receptor. In order to model the LGS vents in the most realistic manner possible, terrain heights relative to the normal elevation of the Schuylkill River (33.5 m MSL) are used, and are allowed to decrease with distance within the first 1000 m. With the exception of those receptor points within the first 1000 m, the terrain correction applied to any particular receptor is the highest terrain between the source and a point up to, but not including, the next downwind receptor. These corrections are subtracted from the calculated effective plume height. A minimum effective height of 10 m is assumed when the terrain elevation exceeds the calculated plume height. The actual terrain elevations in each direction sector are given in Section 2.3.2. 2.3.5.3.3 Atmospheric Stability LGS UFSAR CHAPTER 02 2.3-34 REV. 19, SEPTEMBER 2018 Atmospheric stability classes are determined using the Brookhaven Turbulence Class system developed by Singer and Smith (Reference 2.3.5-5). This system, which has been previously defined in Table 2.3.2-14, is based upon the short-term fluctuations of the wind direction trace. The long-term diffusion estimates for LGS were based upon the Smith-Singer vertical dispersion parameters and the Brookhaven Turbulence Class system because this system is more appropriate for the release and terrain characteristics of the LGS site than the Regulatory Guide 1.111 parameters. A. Vertical Dispersion Curves Regulatory Guide 1.111 specifies that the Pasquill-Gifford or P-G dispersion coefficients be used for long-term dispersion estimates. However, there are several sound reasons for using the Brookhaven (Smith-Singer) coefficients instead: 1. Surface Roughness The P-G dispersion coefficients were developed primarily from the Prairie Grass diffusion experiments at O'Neill, Nebraska. The Prairie Grass data were collected in extremely flat, smooth terrain with a roughness length, zo, of 3 cm. In contrast, the Brookhaven coefficients were developed in an area of scrub pines and oaks, with a roughness length of 1 meter. The LGS region, characterized by a combination of buildings, open fields and trees, is much more similar to Brookhaven than to O'Neill, Nebraska. 2. Release Elevation The Prairie Grass experiments consisted of a series of ground level SO2 releases, with concentrations measured at downwind distances of up to 800 meters. Extrapolation of these curves to distances beyond one kilometer is based on limited observations. The Brookhaven dispersion coefficients, on the other hand, are based on both elevated and low level releases. The standard curves published by Smith (Reference 2.3.5-10) in the ASME Guide were derived from plumes released at 108 meters and tracked for more than 50 km. In addition, a second set of unpublished dispersion coefficients were developed from low level releases, as shown in Section 2.3.5.3.4. The entrainment coefficients from Regulatory Guide 1.111 specify that the LGS plume will be elevated 84% of the time. In these cases, the standard Brookhaven coefficients were used. For the remaining 16% of the time, the low level coefficients were used. The 1977 AMS workshop on stability classification schemes and sigma curves (Reference 2.3.5-9) clearly supported the use of the Brookhaven curves in preference to the P-G curves where elevated sources in rolling terrain are involved: "For elevated sources, the "Brookhaven" curves (M.E. Smith, 1968) are an appropriate choice when z is less than the effective source height. These curves are based on average concentration measurements from a passive source at an elevation of 108 m. They differ from the Pasquill-Gifford and Turner curves both LGS UFSAR CHAPTER 02 2.3-35 REV. 19, SEPTEMBER 2018 because the measurement site was surrounded by a much rougher surface, mostly forests, from which Zo equals approximately 1 m." 3. Averaging Time The Prairie Grass project consisted of short duration field experiments, with the P-G horizontal coefficient representing 3 minute averages, and the vertical coefficients 10 minute averages. In contrast, all of the Brookhaven data from which the dispersion curves were derived were hourly averages. 4. Validation While model validation is a somewhat nebulous and controversial area, attempts have been made to verify the appropriateness of the more commonly used dispersion coefficients with field data. A recent study by Weil (Reference 2.3.5-11) at the coal-fired Dickerson power plant in Maryland found that when using the Gaussian plume model with the Brookhaven dispersion coefficients, predicted concentrations were within a factor of two during 73% of the cases analyzed. Conversely, the P-G coefficients at times resulted in orders of magnitude disagreement between predicted and measured concentrations. The Dickerson Plant releases a buoyant plume from stacks approximately 400 feet tall, so the analogy with LGS is not clear-cut. However, the results indicate that the Brookhaven curves are preferable. B. Stability Class Determination Because the Brookhaven dispersion coefficients are used in the LGS analysis, it is reasonable and consistent to use the Brookhaven stability classification system as well. The two were developed together and are part of a cohesive system. Furthermore, although the classification system based on delta temperature is recommended by NRC, the T method has been criticized by the scientific community. It seems clear that the system produces an inordinately high percentage of neutral hours, and several recent workshops and publications have recommended that the system be changed. Several of these suggestions are worth reiterating: 1. Weber et al (Reference 2.3.5-12) conducted a regression analysis comparing several stability classification schemes with vertical dispersion data from the Prairie Grass, Green Glow, and National Reactor Testing Station experiments. The results from this study showed that during unstable conditions, delta temperature did not correlate at all with the measured concentrations. In stable conditions, delta temperature compared favorably with the other stability classification systems, but the authors cautioned that a strict correlation should only be found for delta temperature measured in the surface layer (<10 meters) and that there was no reason to expect correlation at higher levels. 2. AMS Workshop - At the 1977 AMS workshop on stability classification schemes and sigma curves, there were lengthy discussions of the various methods available to classify stability. The workshop recommended that the standard deviation of the horizontal wind direction fluctuations, sigma theta, be used to estimate horizontal diffusion rates, and that dimensionless ratios of temperature lapse rate and wind speed be used to specify vertical turbulence. The workshop also said that there is LGS UFSAR CHAPTER 02 2.3-36 REV. 19, SEPTEMBER 2018 little physical justification for the current practice of estimating vertical diffusion based on temperature lapse rate data alone. It seems contradictory that the NRC has referenced the report from this workshop in the proposed Revision 1 of Regulatory Guide 1.23, yet ignored some of these fundamental recommendations. 3. Gifford (Reference 2.3.5-13), in a memo to the ACRS regarding the proposed Revision 1 of Regulatory Guide 1.23, reiterates his objection to the use of delta temperature. Gifford states: "My main objection (a long-standing one) to the draft is that it continues to recommend the so-called T method (or method) as the primary means of determining y and z (p 6, lines 12 & 13). The problems involved, and limitations of this methodology are clearly set out in the American Meteorological Society workshop report on the subject, reference 1 in the proposed revision. This reference (Bulletin AMS 58 , p 1306) states "There is little physical justification for the currently widespread practice of approximating S'" (the stability factor) "by - alone....in stable conditions the effects of topography....may equally invalidate - and S' as determinants of z". The reference goes on to stress problems of determining z in other types of conditions (i.e. unstable, daytime) and stresses the poor state of our observational knowledge at present. Finally, problems of the method (p 1309) are discussed in detail, pointing out the desirability of a more physically based indicator such as the bulk Richardson number S'; and also the problem of measuring /Z in a meaningfully shallow layer with present requirements for siting the upper temperature sensor (60 m) is pointed out." Clearly, the T method is not entirely palatable to the scientific community, and there is little doubt that the Brookhaven system is at least as good an indicator of stability. Particularly for the LGS site and source elevations, the Brookhaven system offers some distinct advantages. The Brookhaven classes are based on the "gustiness" or short-term fluctuations of wind direction trace averaged over an hour and are a physical representation of the horizontal turbulence of the wind flow. In addition, the Brookhaven system determines the atmospheric stability in the region of the actual effluent release, which was another of the AMS workshop recommendations. Regulatory Guide 1.111 states that wind speeds representative of the vent release elevation should be used for long-term dispersion estimates. Accordingly, wind data from the 175 ft level of Tower 1 were used for the LGS annual X/Q calculations. This instrument is within 9' MSL of the LGS vent elevation. For the elevation portion of the mixed mode release, wind speeds were not corrected for source elevation. However, for the low level portion of the mixed mode release, speeds were adjusted by standard power law techniques to the 10 meter level. Figure 2.3.5-1 shows a comparison of the annual X/Q values from Table 2.3.5-1, which were computed using Brookhaven dispersion coefficients. These values represented by the dashed line are from a similar calculation with T stability and the P-G dispersion coefficients of Regulatory Guide 1.111. The comparison shows that the Brookhaven coefficients were more sensitive to terrain elevation because the lower portion of the mixed code release is set at 10 LGS UFSAR CHAPTER 02 2.3-37 REV. 19, SEPTEMBER 2018 meters in the BNL model, as compared to a ground level release in the Regulatory Guide 1.111 model. Otherwise, the values are quite similar. 2.3.5.3.4 Dispersion Coefficients Expressions for calculation of the vertical dispersion coefficients, z. for each turbulence class, have been defined by Singer and Smith (Reference 2.3.5-6) and are as follows: Very Unstable Unstable Neutral Stable z Source 0.40x.907 0.33x.859 0.22x.776 0.06x.709 Higher Than 50 Meters z Source 0.29x.907 0.25x.859 0.19x.776 0.08x.709 Lower Than 50 Meters where: z = Vertical dispersion coefficient, meters x = Distance downwind, meters The curves were originally derived for the BNL site, where the terrain is slightly flatter than LGS, but the vegetation and small-scale roughness are quite similar. These expressions for the turbulent diffusion parameters are generally accepted, and have been recommended by Hanna et al (Reference 2.3.5-9) as the preferred system for elevated releases. The entrainment coefficients of Regulatory Guide 1.111, combined with the Tower 1, 175 foot wind speed distribution, indicate that the LGS plume is classified as elevated 84% of the time. 2.3.5.3.5 Recirculation Correction Factors Regulatory Guide 1.111 specifies that the local meteorology be examined to determine the extent of the temporal and spacial variations in the local circulation, and their effect upon the long-term diffusion estimates. Comparisons between Towers 1 and 2 in Section 2.3.2 indicate that there is little variation in the local meteorology surrounding the LGS site. The Schuylkill River Valley is too shallow to have a major effect on the local circulation. The only significant difference between the two towers is that wind speeds are slightly lower near the valley floor. Previous submittals (References 2.3.5-1 and 2.3.5-4) summarizing wind recirculation effects at PBAPS (located approximately 48 miles SW of LGS) have shown, through a puff-trajectory analysis, that the reactor effluent rarely returns to the site area. Based upon these two studies, it has been concluded that recirculation correction factors are not warranted at LGS. 2.

3.6 REFERENCES

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Holzworth, "Mixing Heights, Windspeeds, and Potential for Urban Air Pollution Throughout the Contiguous United States", EPA, Office of Air Programs, (1972). 2.3.2-8 J. Laurmann, "Modification of Local Weather by Power Plant Operation", EPRI Report BA-886-SR, TPS76-660, (August 1978). 2.3.2-9 EPA, "Technical Support Document for Determination of Good Engineering Practice Stack Height", Office of Air Quality Planning and Standards, (July 31, 1978 Draft). 2.3.2-10 J. Halitsky, "Gas Diffusion Near Buildings", Meteorology and Atomic Energy - 1968, D.H. Slade (ED), Chapter 5-5, (1968). 2.3.2-11 J.B. Smith and V.A. Mirabella, "Meteorological Effects of Cooling Towers at the SMUD Site", Appendix 3C, Rancho Seco Nuclear Generating Station Unit No. 1 Environmental Report, SMUD, (June 1971). 2.3.2-12 J.E. Carson, "Atmospheric Impacts of Evaporative Cooling Systems", Argonne National Laboratory Report ANL/ES-53, (October 1976). 2.3.2-13 M.L. Kramer et al, "Cooling Towers and the Environment", Journal APCA, Vol. 26, No. 8, pp. 582-584, (1976). 2.3.2-14 P.T. Brennan, D.E. Seymour, M.J. Butler, M.L. Kramer, M.E. Smith, and T.T. Frankenberg, "The Observed Rise of Visible Plumes from Hyperbolic Natural Draft Cooling Towers", Atmospheric Environment, Vol. 10, pp. 425-431, (1976). 2.3.2-15 G. Spurr, "Meteorology and Cooling Tower Operation", Atmospheric Environment, Vol. 8, pp. 321-324, (1974). 2.3.2-16 C.L. Hosler, "Wet Cooling Tower Behavior in Cooling Towers", by the American Institute of Chemical Engineering, pp. 27-32, (1972). 2.3.2-17 J. Seeman, et al, "Effects Produits sur l'Agriculture par les Tours de Refroidissement dans l'Environment des centrales Nucleaires", Department Etudes Generales - Programmes, Sites-Environment, Paris, France, (October 20, 1976). 2.3.2-18 E. Ryznar, "An Observation of Cooling Tower Plume Effects on Total Solar Radiation", Atmospheric Environment, Vol. 12, pp. 1223-1224, (1978). 2.3.2-19 M.E. Smith, "Cooling Tower and the Environment", brochure available from AEP Service Corporation, Environmental Engineering Division, Canton, OH, (1974). 2.3.2-20 M.L. Kramer and D.E. Seymour, "John E. Amos Cooling Tower Flight Program Data, December 1975 - March 1976", available AEP Service Corporation, Environmental Engineering Division, Canton, OH, (1976). LGS UFSAR CHAPTER 02 2.3-41 REV. 19, SEPTEMBER 2018 2.3.2-21 M.L. Kramer et al, "Snowfall Observations From Natural Draft Cooling Tower Plumes", Science, Vol. 193, pp. 1239-1241, (1976). 2.3.2-22 C.L. Hosler, et al, "Determination of Salt Deposition Rates From Draft From Evaporative Cooling Towers", Journal of Engineering for Power, Vol. 96, pp. 283-291, (1974). 2.3.2-23 PECo, "Micrometeorological Data and Analysis for the Limerick Generating Station Environmental Report - Operating License Stage, and Final Safety Analysis Report Submittals, Section 2.3.2", (Data period, January 1972 - December 1976) 2.3.3-1 P.T. Brennan, et al, "The Observed Rise of Visible Plumes from Natural Draft Hyperbolic Cooling Towers", Atmospheric Environment, Vol. 10, pp. 425-531, (1976). 2.3.3-2 P.T. Brennan, et al, "Behavior of Visible Plumes from Hyperbolic Cooling Towers", Proceedings of the American Power Conference, Vol. 38, pp. 732-739, (1976). 2.3.3-3 M.L. Kramer, "Cooling Towers and the Environment", Journal of the Air Pollution Control Association, Vol. 26, pp. 582-584, (1976). 2.3.3-4 M.L. Kramer, "Snowfall Observations from Natural Draft Cooling Tower Plumes", Science, Vol. 193, pp. 1239-1241, (1976). 2.3.3-5 I.A. Singer and M.E. Smith, "Relation of Gustiness To Other Meteorological Parameters", Journal of Meteorology, Vol. 10, pp. 121-126, (1953). 2.3.3-6 C. Hilfiker, "Exposure of Instruments", chapter in Air Pollution Meteorology, EPA Air Pollution Training Institute, Research Triangle Park, North Carolina (September 1975). 2.3.3-7 T.I. McLaren, "Personal Communication", (June 22, 1977). 2.3.3-8 T.I. McLaren, "A Wind Tunnel Study of Air Flow Patterns Over Coal Piles Near the AEP Power Plant, New Haven, West Virginia", Report by Weather Dynamics Division, Mt. Auburn Research Associates, Inc., (February 28, 1975). 2.3.3-9 G.E. Start, et al, "Rancho Seco Building Wake Effects on Atmospheric Diffusion", NOAA Technical Memo ERL ARL-69, (November 1977). 2.3.4-1 ak Ridge National Laboratory, U. S. Nuclear Regulatory Commission, December 1997. 2.3.4-2 November 1982. 2.3.4-3 NRC, Regulatory Guide 1.23, "Onsite Meteorological Programs", (1972). 2.3.4-4 No longer used. LGS UFSAR CHAPTER 02 2.3-42 REV. 19, SEPTEMBER 2018 2.3.4-5 No longer used. 2.3.4-6 No longer used. 2.3.4-7 No longer used. 2.3.4-8 No longer used. 2.3.5-1 PECo, "Unit 2 Vent Plume Behavior Peach Bottom Atomic Power Station", March 1974. 2.3.5-2 NRC, Regulatory Guide 1.23, "Onsite Meteorological Programs", (1972). 2.3.5-3 NRC, Regulatory Guide 1.111, "Methods for Estimating Atmospheric Transport and Dispersion of Gaseous Effluents in Routine Releases from Light-Water-Cooled Reactors", (1977). 2.3.5-4 PECo, "Enclosure B of the Information Requested in Enclosure 2 to the Letter from R.C. DeYoung to E.G. Bauer dated February 19, 1976", (submitted November 30, 1976). 2.3.5-5 I.A. Singer, and Smith, M.E., "Relation of Gustiness to Other Meteorological Parameters", Journal of Meteorology, Vol. 10, pp. 121-126, (1953). 2.3.5-6 I.A. Singer, and Smith, M.E., "Atmospheric Dispersion at Brookhaven National Laboratory", International Journal of Air and Water Pollution, Vol. 10, pp. 125-135, (1966). 2.3.5-7 G.A. Briggs, "Plume Rise, AEC Critical Review Series, TID-25075", (1969). 2.3.5-8 J. Sagendorf and J. Goll, "XOQDOQ - Program for the Meteorological Evaluation of Routine Effluent Releases At Nuclear Power Stations", NUREG-0324, (September 1977). 2.3.5-9 S.R. Hanna et al, "Meeting Review - AMS Workshop on Stability Classification Schemes and Sigma Curves - Summary of Recommendations", Bulletin of AMS, Volume 58, pp. 1305-1309, (1977). 2.3.5-10 M.E. Smith, Ed., "Recommended Guide for the Prediction of the Dispersion of Airborne Effluents", ASME, (1968). 2.3.5-11 J.C. Weil, and A.F. Jepsen, "Evaluation of the Gaussian Plume Model at the Dickerson Power Plant", Atmospheric Environment, Vol. 11, pp. 901-910, (1977). 2.3.5-12 A.H. Weber et al, "Turbulence Classification Schemes for Stable and Unstable Conditions", in preprints of the First Joint Conference on Applications of Air Pollution Meteorology, AMS, pp. 96-102, (November 1977). 2.3.5-13 F.A. Gifford, "Memo to Advisory Committee on Reactor Safeguards Regarding the Proposed Revision 1 of Regulatory Guide 1.23", (May 26, 1980). LGS UFSAR CHAPTER 02 2.3-43 REV. 19, SEPTEMBER 2018 LGS UFSAR CHAPTER 02 2.3-44 REV. 13, SEPTEMBER 2006 Table 2.3.1-1 COMPARISON OF ANNUAL WIND DIRECTION FREQUENCY DISTRIBUTION (%) DIRECTION PHILADELPHIA ALLENTOWN (1967-1974) (1964-1974) NNE 2.9 2.0 NE 3.4 4.7 ENE 5.8 2.5 E 6.2 6.3 ESE 3.2 2.8 SE 3.2 2.0 SSE 3.6 1.6 S 7.0 4.9 SSW 5.0 3.6 SW 11.8 7.7 WSW 7.6 10.6 W 10.8 12.3 WNW 8.7 8.5 NW 7.1 7.3 NNW 5.2 5.1 N 8.1 5.1 Calm .5 8.3 Average Wind 9.9 9.1 Speed (mph) LGS UFSAR CHAPTER 02 2.3-45 REV. 13, SEPTEMBER 2006 Table 2.3.1-2 MEAN MONTHLY TEMPERATURE COMPARISON (F) __________________________________________________________________ PHILADELPHIA ALLENTOWN (1874-1976) (1944-1976) JAN 33.0 27.8 FEB 33.8 29.7 MAR 41.7 38.4 APR 52.2 49.6 MAY 63.0 59.7 JUNE 71.9 69.2 JUL 76.6 73.9 AUG 74.7 71.8 SEP 68.4 64.5 OCT 57.5 53.8 NOV 46.2 42.3 DEC 36.1 31.2 ANNUAL 54.6 51.0 TEMPERATURE EXTREMES (F) Philadelphia 106 Aug 1908(1) -11 Feb 1934(1) Allentown 105 Jul 1966 -12 Jan 1961 __________________ (1) Extreme value recorded in the local area, but not at the official measurement site LGS UFSAR CHAPTER 02 2.3-46 REV. 13, SEPTEMBER 2006 Table 2.3.1-3 COMPARISON OF MEAN MORNING AND AFTERNOON RELATIVE HUMIDITY (%) PERIOD OF RECORD: PHILADELPHIA 1960-1976 ALLENTOWN 1951-1976 MORNING (7 am) AFTERNOON (1 pm) Philadelphia Allentown Philadelphia Allentown JAN 74 77 60 62 FEB 71 76 57 59 MAR 71 76 53 55 APR 69 76 48 51 MAY 75 78 53 53 JUN 78 80 55 54 JUL 79 82 54 52 AUG 81 87 54 55 SEP 83 89 56 57 OCT 81 87 53 55 NOV 76 83 55 60 DEC 74 80 60 64 ANNUAL 76 81 55 56 LGS UFSAR CHAPTER 02 2.3-47 REV. 13, SEPTEMBER 2006 Table 2.3.1-4 DISTRIBUTION OF PRECIPITATION PHILADELPHIA INTERNATIONAL AIRPORT PERIOD OF RECORD: 1872-1976 TOTAL PRECIPITATION 1943-1976 SNOWFALL TOTAL PRECIPITATION SNOW AND SLEET (inches of water) (inches) Mean Maximum Mean Maximum JAN 3.17 6.06 5.4 19.7 FEB 3.10 5.43 6.1 18.4 MAR 3.51 6.27 3.8 13.4 APR 3.28 6.68 0.2 4.3 MAY 3.35 7.41 T(1) T(1) JUN 3.65 7.88 0.0 0.0 JUL 4.10 8.33 0.0 0.0 AUG 4.48 9.70 0.0 0.0 SEP 3.40 8.78 0.0 0.0 OCT 2.80 5.21 T(1) T(1) NOV 3.07 9.06 0.7 8.8 DEC 3.19 7.23 4.2 18.8 ANNUAL 41.10 - 20.4 - Greatest Rainfall - Monthly: 12.10, Aug., 1911(2) 24 Hours: 5.89, Aug., 1898(2) Greatest Snowfall - Monthly: 31.5, Feb., 1899(2) 24 Hours: 21.0, Dec., 1909(2) __________________ (1) T = Trace of precipitation (2) Extreme value recorded in the local area, but not at the official measurement site LGS UFSAR CHAPTER 02 2.3-48 REV. 13, SEPTEMBER 2006 Table 2.3.1-5 DISTRIBUTION OF PRECIPITATION ALLENTOWN AIRPORT PERIOD OF RECORD: 1944-1976 TOTAL PRECIPITATION (inches of water) SNOW AND SLEET (inches) Mean Maximum Mean Maximum JAN 3.19 6.16 7.7 24.1 FEB 2.94 5.44 8.6 22.4 MAR 3.66 7.21 6.1 30.5 APR 3.84 10.09 0.4 3.1 MAY 3.86 7.88 T(1) T(1) JUN 3.69 8.58 0.0 0.0 JUL 4.30 10.42 0.0 0.0 AUG 4.28 12.10 0.0 0.0 SEP 4.03 7.69 0.0 0.0 OCT 2.74 6.84 T(1) 1.4 NOV 3.66 9.69 1.4 7.8 DEC 3.71 7.89 7.4 28.4 ANNUAL 43.90 - 31.6 - Greatest Rainfall - Monthly: 12.10, Aug, 1955 24 Hours: 4.79, Aug, 1955 Greatest Snowfall - Monthly: 43.2, Jan, 1925(2) 24 Hours: 17.5, Mar, 1958 __________________ (1) T = Trace of precipitation (2) Extreme value obtained in the local area, but not at the official measurement site LGS UFSAR CHAPTER 02 2.3-49 REV. 13, SEPTEMBER 2006 Table 2.3.1-6 MEAN NUMBER OF THUNDERSTORM DAYS PER YEAR IN THE LGS VICINITY PERIOD OF RECORD: PHILADELPHIA 1941-1981 ALLENTOWN 1944-1981 PHILADELPHIA ALLENTOWN JAN <1/2 <1/2 FEB <1/2 <1/2 MAR 1 1 APR 2 2 MAY 4 4 JUN 5 6 JU 6 7 AUG 5 6 SEP 2 3 OCT 1 1 NOV 1 1 DEC <1/2 <1/2 ANNUAL 27 32 LGS UFSAR CHAPTER 02 2.3-50 REV. 13, SEPTEMBER 2006 Table 2.3.1-7 LGS DESIGN BASIS TORNADO PARAMETERS Maximum Wind Speed 360 mph Rotational Speed 300 mph Translation Speed 60 mph Pressure Drop 3 psi Rate of Pressure Drop 1 psi/sec LGS UFSAR CHAPTER 02 2.3-51 REV. 13, SEPTEMBER 2006 Table 2.3.1-8 LGS VERTICAL PROFILE OF THE 100 YEAR RECURRENCE INTERVAL FASTEST MILE OF WIND HEIGHT ABOVE GROUND FASTEST MILE (feet) (mph) 30 82 100 97 200(1) 108 300 114 400 119 500(2) 123 _______________ (1) Approximate height of reactor enclosure (2) Approximate height of cooling towers LGS UFSAR CHAPTER 02 2.3-52 REV. 13, SEPTEMBER 2006 Table 2.3.1-9

SUMMARY

OF HURRICANES AND TROPICAL STORMS AFFECTING THE LGS VICINITY BETWEEN 1963 AND 1981 Philadelphia NWS Allentown NWS LGS Site Storm Name Dates Status 24 Hour Precip. Total (in) Fastest Mile of Wind (mph) 24 Hour Precip. Total (in) Fastest Mile of Wind (mph) 24 Hour Precip. Total (in) Maximum 10 m Hourly Wind Speed (mph) Betsy 9/12/65 TD .08 20 .10 17 9/13/65 ET .37 15 .33 14 Alma 6/12/66 H T 24 .00 16 6/13/66 TS T 20 .00 15 6/14/66 ET T 24 .35 17 Abby 6/10/68 TD .00 22 T 21 LGS Meteorological Monitoring Program Not Yet Operational 6/11/68 TD T 10 T 10 6/12/68 TD 3.05 16 .95 13 6/13/68 TD T 17 .03 16 Candy 6/25/68 TD T 12 .09 16 6/26/68 ET .11 24 .16 16 6/27/68 - .38 24 .23 17 Gerda 9/8/69 H .29 19 .64 10 Alma 5/26/70 TD 1.02 17 .36 14 Doria 8/26/71 TS .02 15 .07 16 8/27/71 TS 4.77 18 3.12 17 8/28/71 TS 1.78 38 1.45 25 Agnes 6/21/72 TS .92 30 .60 20 2.39 14 6/22/72 TS 2.35 34 3.23 25 5.57 22 6/23/72 - .19 17 .53 21 .41 12 Eloise 9/23/75 H 1.94 12 2.75 17 2.35 7 9/24/75 ET 2.04 18 1.57 17 MSG 10 Belle 8/9/76 H .51 22 .83 21 .79 15 8/10/76 TS 1.17 30 .10 20 .87 16 Claudette 7/29/79 TD .01 14 1.64 9 .20 7 LGS UFSAR CHAPTER 02 2.3-53 REV. 13, SEPTEMBER 2006 Table 2.3.1- Philadelphia NWS Allentown NWS LGS Site Storm Name Dates Status 24 Hour Precip. Total (in) Fastest Mile of Wind (mph) 24 Hour Precip. Total (in) Fastest Mile of Wind (mph) 24 Hour Precip. Total (in) Maximum 10 m Hourly Wind Speed (mph) David 9/5/79 TS .82 28 .00 9 3.00 19 9/6/79 TS 1.32 33 .88 20 2.85 23 9/7/79 ET .00 16 2.00 28 .02 10 Frederic 9/14/79 TS .61 27 .49 25 .78 14 Bret 7/1/81 TD .49 18 .01 17 1.14 14 7/2/81 - .03 14 .05 23 .25 14 Legend: TD = Tropical Depression TS = Tropical Storm H = Hurricane ET = Extratropical Stage T = Trace of Precipitation MSG = Missing Data LGS UFSAR CHAPTER 02 2.3-54 REV. 13, SEPTEMBER 2006 Table 2.3.2-1 LGS PERCENT DATA RECOVERY FOR METEOROLOGICAL SENSORS WEATHER STATION NO. 1 PERCENT DATA RECOVERY Instrument 1/72 - 12/76 4/72 - 3/73 1/75 - 12/76 30 ft wind speed 95.3 97.7 - 30 ft wind direction 93.7 97.7 - 175 ft wind speed 93.2 96.6 - 175 ft wind direction 92.6 93.8 - 270 ft wind speed 98.1 98.9 - 270 ft wind direction 98.1 99.2 - Satellite wind speed - - 70.2 Satellite wind direction - - 82.5 Bivane azimuth 61.4 - - Bivane elevation 53.2 - - 266-26 ft delta temperature 90.5 99.4 - 171-26 ft delta temperature 90.4 99.4 - 26 ft temperature 90.8 99.4 - 5 ft temperature 91.8 - - Hygrothermograph temperature 97.6 - - Building temperature 92.0 - - Relative humidity 94.6 - - Precipitation 91.9 - - Barograph 93.5 - - WEATHER STATION NO. 2 PERCENT DATA RECOVERY Instrument 4/72 - 3/73 30 ft wind speed 96.4 159 ft wind direction 97.5 159 ft wind speed 97.1 159 ft wind direction 93.0 304 ft wind speed 97.8 304 ft wind direction 99.0 300 26 ft delta temperature 93.2 171-26 ft delta temperature 44.5 26 ft temperature 69.4 ___________________________________________________________________ LGS UFSAR CHAPTER 02 2.3-55 REV. 13, SEPTEMBER 2006 Table 2.3.2-2 LGS COMPARISON OF ANNUAL WIND DIRECTION FREQUENCY DISTRIBUTIONS (%) WEATHER STATION NO. 1 PERIOD OF RECORD: JANUARY 1972 - DECEMBER 1976 DIRECTIONAL SECTOR 30 ft 175 ft 270 ft NNE 3.5 3.5 3.4 NE 3.7 3.1 3.4 ENE 5.5 4.1 4.2 E 7.6 6.1 5.6 ESE 4.5 3.7 3.6 SE 4.3 3.6 3.6 SSE 4.8 4.6 4.3 S 6.9 7.4 7.2 SSW 6.0 7.0 7.0 SW 4.7 5.0 5.7 WSW 5.1 5.1 5.4 W 8.4 8.3 9.5 WNW 14.8 16.6 16.1 NW 10.7 12.0 11.2 NNW 5.2 5.1 5.2 N 4.4 4.6 4.7 LGS UFSAR CHAPTER 02 2.3-56 REV. 13, SEPTEMBER 2006 Table 2.3.2-3 LGS MONTHLY AVERAGE WIND SPEEDS (mph) WEATHER STATION NO. 1 PERIOD OF RECORD: JANUARY 1972 - DECEMBER 1976 WEATHER STATION NO. 1 30 ft 175 ft 270 ft JAN 6.6 9.4 11.1 FEB 8.0 10.7 12.3 MAR 8.5 11.4 12.9 APR 7.2 11.0 12.3 MAY 6.0 9.0 9.9 JUN 5.1 7.8 9.1 JUL 4.5 7.1 8.0 AUG 4.0 6.8 7.5 SEP 4.6 7.8 9.0 OCT 5.3 8.8 9.9 NOV 6.4 10.3 11.4 DEC 6.3 9.8 11.7 ANNUAL 6.0 9.1 10.4 ANNUAL % CALM 9.9 1.7 1.2 LGS UFSAR CHAPTER 02 2.3-57 REV. 13, SEPTEMBER 2006 Table 2.3.2-4 LGS COMPARISON OF ANNUAL WIND DIRECTION FREQUENCY DISTRIBUTIONS (%) WEATHER STATION NO. 1 PERIOD OF RECORD: APRIL 1972 - MARCH 1973 DIRECTION SECTOR 30 ft 175 ft 270 ft NNE 4.5 4.9 4.7 NE 3.8 3.3 3.9 ENE 7.0 5.0 5.4 E 8.7 7.4 6.9 ESE 5.1 4.1 4.4 SE 3.5 3.0 3.3 SSE 5.0 4.7 4.4 S 6.8 7.7 8.1 SSW 5.7 6.8 6.6 SW 3.6 4.0 4.7 WSW 4.6 4.7 4.9 W 7.6 6.8 8.1 WNW 13.7 14.3 13.1 NW 8.4 10.3 8.8 NNW 6.4 6.9 6.9 N 5.5 6.1 5.9 LGS UFSAR CHAPTER 02 2.3-58 REV. 13, SEPTEMBER 2006 Table 2.3.2-5 LGS COMPARISON OF ANNUAL WIND DIRECTION FREQUENCY DISTRIBUTIONS (%) WEATHER STATION NO. 2 PERIOD OF RECORD: APRIL 1972 - MARCH 1973 DIRECTIONAL SECTOR 30 ft 159 ft 304 ft NNE 4.3 4.4 4.5 NE 2.2 2.7 3.1 ENE 4.8 5.0 5.5 E 5.9 7.3 6.1 ESE 5.8 5.4 4.4 SE 4.6 4.8 3.5 SSE 10.3 6.7 5.0 S 7.9 6.7 7.5 SSW 4.3 5.6 6.1 SW 2.1 2.9 4.0 WSW 3.2 4.4 4.7 W 4.8 7.4 6.9 WNW 10.7 10.9 12.7 NW 11.5 11.0 11.6 NNW 11.2 8.8 8.3 N 6.3 6.2 6.1 LGS UFSAR CHAPTER 02 2.3-59 REV. 13, SEPTEMBER 2006 Table 2.3.2-6 LGS COMPARISON OF ANNUAL WIND DIRECTION FREQUENCY DISTRIBUTIONS (%) FROM EQUIVALENT MSL HEIGHTS PERIOD OF RECORD: APRIL 1972 - MARCH 1973 Level One (425 ft MSL) Level Two (520 ft MSL) Directional Sector Tower 1 30 ft Tower 2 159 ft Tower 1 175 ft Tower 2 304 ft NNE 4.5 4.4 4.9 4.5 NE 3.8 2.7 3.3 3.1 ENE 7.0 5.0 5.0 5.5 E 8.7 7.3 7.4 6.1 ESE 5.1 5.4 4.1 4.4 SE 3.5 4.8 3.0 3.5 SSE 5.0 6.7 4.7 5.0 S 6.8 6.7 7.7 7.5 SSW 5.7 5.6 6.8 6.1 SW 3.6 2.9 4.0 4.0 WSW 4.6 4.4 4.7 4.7 W 7.6 7.4 6.8 6.9 WNW 13.7 10.9 14.3 12.7 NW 8.4 11.0 10.3 11.6 NNW 6.4 8.8 6.9 8.3 N 5.5 6.2 6.1 6.1 LGS UFSAR CHAPTER 02 2.3-60 REV. 13, SEPTEMBER 2006 Table 2.3.2-7 LGS COMPARISON OF ANNUAL WIND DIRECTION FREQUENCY DISTRIBUTIONS (%) LOW LEVEL SENSORS PERIODS OF RECORD: TOWER 1 APRIL 1972 - MARCH 1973 TOWER 2 APRIL 1972 - MARCH 1973 SATELLITE JANUARY 1975 - DECEMBER 1976 Percent Differences Directional Sector Tower 1 30 ft Tower 2 30 ft Satellite Tower 32 ft Tower 2 Tower 1 Satellite Tower 1 NNE 4.5 4.3 1.9 -0.2 -2.6 NE 3.8 2.2 1.7 -1.6 -2.1 ENE 7.0 4.8 2.8 -2.2 -4.2 E 8.7 5.9 8.8 -2.8 +0.1 ESE 5.1 5.8 6.7 +0.7 +1.6 l SE 3.5 4.6 6.6 +1.1 l +3.1 l SSE 5.0 10.3 8.2 +5.3 l +3.2 l S 6.8 7.9 7.5 +1.1 +0.7 SSW 5.7 4.3 3.1 -1.4 -2.6 SW 3.6 2.1 2.1 -1.5 -1.5 WSW 4.6 3.2 3.1 -1.4 -1.5 W 7.6 4.8 5.3 -2.8 -2.3 WNW 13.7 10.7 11.6 -3.0 -2.1 NW 8.4 11.5 15.5 +3.1 +7.1 NNW 6.4 11.2 10.0 +4.8 l +3.6 N 5.5 6.3 5.0 +0.8 -0.5 Bracketed sectors indicate increased flow in the river valley. _________________________________________________________________ LGS UFSAR CHAPTER 02 2.3-61 REV. 13, SEPTEMBER 2006 Table 2.3.2-8 LGS COMPARISON OF MONTHLY AVERAGE WIND SPEEDS (mph) PERIODS OF RECORD: TOWER 1 APRIL 1972 - MARCH 1973 TOWER 2 APRIL 1972 - MARCH 1973 SATELLITE JANUARY 1975 - DECEMBER 1976 Tower 1 Tower 2 Satellite Tower 30 ft 175 ft 270 ft 30 ft 159 ft 304 ft 32 ft JAN 6.8 10.6 11.5 5.2 7.6 10.9 6.0 FEB 8.8 11.3 13.0 6.0 6.5 9.9 5.1 MAR 7.5 9.8 12.0 6.8 9.1 11.2 6.8 APR 6.7 10.2 11.1 5.3 7.7 10.0 6.8 MAY 5.7 9.0 9.5 4.1 6.0 8.7 4.0 JUN 5.8 9.0 10.0 4.0 6.1 9.0 3.2 JUL 4.4 6.5 7.6 3.0 4.3 6.8 2.6 AUG 4.8 6.8 8.0 3.2 4.6 7.2 3.1 SE 4.6 7.8 8.7 3.4 5.5 7.8 3.5 OCT 5.7 9.0 10.4 4.3 6.8 9.5 3.3 NOV 6.6 9.9 11.5 5.2 7.2 10.3 3.4 DEC 6.0 9.7 11.2 4.3 7.7 9.3 4.7 ANNUAL 6.0 9.1 10.3 4.5 6.5 9.2 4.7 ANNUAL % CALM 8.1 2.0 .9 21.5 9.0 1.9 17.5 LGS UFSAR CHAPTER 02 2.3-62 REV. 13, SEPTEMBER 2006 Table 2.3.2-9 COMPARISON OF WIND SPEED FREQUENCY DISTRIBUTIONS (%) Wind Speed Group (mph) Mean Wind Site 0-3 4-7 8-12 13-18 19-23 24+ Speed (mph) LGS Tower 1 270 ft level 1/72 - 12/76 9.8 25.6 33.8 21.2 5.8 3.7 10.4 PBAPS Tower 2 320 ft level 1/72 - 12/76 11.0 22.1 33.0 24.3 6.5 3.1 10.6 LGS UFSAR CHAPTER 02 2.3-63 REV. 13, SEPTEMBER 2006 Table 2.3.2-10 LGS ANNUAL FREQUENCY DISTRIBUTION OF BROOKHAVEN TURBULENCE CLASSES WEATHER STATION NO. 1 PERIOD OF RECORD: JANUARY 1972 - DECEMBER 1976 Turbulence Class Percent Frequency I 0.0 II 55.4 III 2.6 IV 12.7 V 29.3 LGS UFSAR CHAPTER 02 2.3-64 REV. 13, SEPTEMBER 2006 Table 2.3.2-11 LGS ANNUAL FREQUENCY DISTRIBUTION OF PASQUILL STABILITY CLASSES BY NRC LAPSE RATE CRITERIA WEATHER STATION NO. 1 PERIOD OF RECORD: JANUARY 1972 - DECEMBER 1976 PASQUILL STABILITY CLASS PERCENT FREQUENCY 266-26 ft 171-26 ft interval interval A 2.2 8.4 B 3.4 4.4 C 6.2 6.0 D 39.6 31.2 E 32.5 30.2 F 12.1 13.4 G 4.0 6.4 LGS UFSAR CHAPTER 02 2.3-65 REV. 13, SEPTEMBER 2006 Table 2.3.2-12 LGS ANNUAL FREQUENCY DISTRIBUTION OF BROOKHAVEN TURBULENCE CLASSES PERIOD OF RECORD: APRIL 1972 - MARCH 1973 Percent Frequency Turbulence Class Tower 1 Tower 2 I 0.0 0.0 II 44.8 54.0 III 3.3 3.7 IV 14.6 13.6 V 37.3 28.6 LGS UFSAR CHAPTER 02 2.3-66 REV. 13, SEPTEMBER 2006 Table 2.3.2-13 LGS ANNUAL FREQUENCY DISTRIBUTION OF PASQUILL STABILITY CLASSES BY NRC LAPSE RATE CRITERIA PERIOD OF RECORD: APRIL 1972 - MARCH 1973 Pasquill Stability Class Percent Frequency 266-26 ft 171-26 ft 300-26 ft 155-26 ft interval interval interval interval A 0.6 4.2 0.2 2.4 B 1.3 3.4 0.2 1.1 C 4.6 6.3 0.7 3.1 D 45.6 34.6 33.6 28.0 E 33.0 33.0 42.6 41.5 F 11.0 12.4 15.4 14.3 G 4.1 6.1 7.2 9.6 LGS UFSAR CHAPTER 02 2.3-67 REV. 13, SEPTEMBER 2006 Table 2.3.2-14 BROOKHAVEN NATIONAL LABORATORY TURBULENCE CLASSIFICATION Brookhaven National Turbulence Laboratory Class Classification(1) Description of Wind Trace I - Extremely A Fluctuations of the wind Unstable direction during the course of 1 hour exceed 90 degrees. II - Unstable B1 Fluctuations are confined to a lower limit of 15 and an upper limit of 45. III - Very B2 Trace is similar to I and Unstable II, but the upper and lower limits are 90 and 45. IV - Neutral C The lower limit of the fluctuations is 15, and no upper limit is imposed. The case is distinguished by an unbroken solid core, through which a straight line can be drawn for the entire hour, without touching "open space" on the chart. V - Stable D The trace approximates a line, and short-term fluctuations do not exceed 15. Direction may vary gradually over a wide angle during the hour. _________________ (1) Reference 2.3.3-5. LGS UFSAR CHAPTER 02 2.3-68 REV. 13, SEPTEMBER 2006 Table 2.3.2-15 LGS MEAN MORNING AND AFTERNOON MIXING HEIGHTS (meters) am pm Spring 700 1800 Summer 550 1800 Fall 700 1400 Winter 800 1000 Annual 650 1500 LGS UFSAR CHAPTER 02 2.3-69 REV. 13, SEPTEMBER 2006 Table 2.3.2-16 LGS TEMPERATURE MEANS AND EXTREMES (F) WEATHER STATION NO. 1 PERIOD OF RECORD: JANUARY 1972 - DECEMBER 1976 MONTHLY MONTHLY MONTHLY MEAN MAXIMUM MINIMUM JAN 31.6 67.9 0.7 FEB 30.2 67.2 3.4 MAR 40.8 75.5 11.6 APR 51.2 91.5 21.4 MAY 60.3 88.0 31.1 JUN 69.0 91.1 40.1 JUL 73.2 90.9 51.0 AUG 72.2 96.2 45.1 SEP 64.5 91.6 36.0 OCT 53.4 85.2 25.0 NOV 44.5 80.3 11.8 DEC 34.5 65.9 5.9 ANNUAL 51.8 96.2 0.7 LGS UFSAR CHAPTER 02 2.3-70 REV. 13, SEPTEMBER 2006 Table 2.3.2-17 COMPARISON OF MONTHLY MEAN TEMPERATURES (F) LGS VERSUS PHILADELPHIA LGS(1) Philadelphia 1972-1976 1972-1976 1937-1976 JAN 31.6 34.3 33.0 FEB 30.2 34.9 33.8 MAR 40.8 43.7 41.7 APR 51.2 52.8 52.2 MAY 60.3 63.1 63.0 JUN 69.0 72.2 71.9 JUL 73.2 76.8 76.6 AUG 72.2 76.7 74.7 SEP 64.5 68.4 68.4 OCT 53.4 56.1 57.5 NOV 44.5 46.5 46.2 DEC 34.5 37.0 36.1 ANNUAL 51.8 55.2 54.6 _________ (1) Tower 1 26 foot temperature LGS UFSAR CHAPTER 02 2.3-71 REV. 13, SEPTEMBER 2006 Table 2.3.2-18 COMPARISON OF MONTHLY MEAN TEMPERATURES (F) LGS VERSUS ALLENTOWN LGS(1) Allentown, Pennsylvania 1972-1976 1972-1976 1937-1976 JAN 31.6 29.6 28.7 FEB 30.2 31.0 29.7 MAR 40.8 40.2 38.4 APR 51.2 49.5 49.6 MAY 60.3 59.8 59.7 JUN 69.0 69.3 69.2 JUL 73.2 73.7 73.9 AUG 72.2 72.5 71.8 SEP 64.5 63.6 64.5 OCT 53.4 52.1 53.8 NOV 44.5 43.0 42.3 DEC 34.5 33.0 31.2 ANNUAL 51.8 51.4 51.0 _____________ (1) Tower 1 26 foot temperature LGS UFSAR CHAPTER 02 2.3-72 REV. 13, SEPTEMBER 2006 Table 2.3.2-19 LGS MONTHLY PRECIPITATION DISTRIBUTION (inches) WEATHER STATION NO. 1 PERIOD OF RECORD: JANUARY 1972 - DECEMBER 1976 MAXIMUM 5 YEAR TOTAL MEAN(1) MONTH HOUR JAN 18.09 4.19 6.11 1.22 FEB 15.34 3.07 4.39 .45 MAR 23.45 4.89 6.39 .86 APR 25.75 5.54 8.74 .55 MAY 28.35 5.74 7.63 1.19 JUN 38.13 7.78 12.40 2.25 JUL 16.16 4.01 7.66 1.90 AUG 16.94 3.69 6.29 1.50 SEP 25.09 5.39 6.91 1.17 OCT 18.91 4.26 6.53 .55 NOV 18.93 4.13 14.23 .50 DEC 28.72 6.64 10.10 .65 ANNUAL 273.86 59.57 - - ____________ (1) Mean values are obtained through a weighting procedure which discounts missing hours. LGS UFSAR CHAPTER 02 2.3-73 REV. 13, SEPTEMBER 2006 Table 2.3.2-20 COMPARISON OF MONTHLY MEAN PRECIPITATION (inches) LGS VERSUS PHILADELPHIA LGS Philadelphia 1972-1976 1972-1976 1937-1976 JAN 4.19 3.54 3.17 FEB 3.07 2.95 3.10 MAR 4.89 3.64 3.51 APR 5.54 3.71 3.28 MAY 5.74 4.16 3.35 JUN 7.78 5.82 3.65 JUL 4.01 3.49 4.10 AUG 3.69 2.80 4.48 SEP 5.39 3.77 3.40 OCT 4.26 3.08 2.80 NOV 4.13 2.79 3.07 DEC 6.64 4.02 3.19 ANNUAL 59.57 43.77 41.10 LGS UFSAR CHAPTER 02 2.3-74 REV. 13, SEPTEMBER 2006 Table 2.3.2-21 COMPARISON OF MONTHLY MEAN PRECIPITATION (inches) LGS VERSUS ALLENTOWN LGS Allentown, Pennsylvania 1972-1976 1972-1976 1937-1976 JAN 4.19 4.05 3.19 FEB 3.07 2.93 2.94 MAR 4.89 3.54 3.66 APR 5.54 3.67 3.84 MAY 5.74 4.59 3.86 JUN 7.78 5.38 3.69 JUL 4.01 3.85 4.30 AUG 3.69 4.67 4.28 SEP 5.39 5.26 4.03 OCT 4.26 3.56 2.74 NOV 4.13 3.45 3.66 DEC 6.64 4.59 3.71 ANNUAL 59.57 49.53 43.90 LGS UFSAR CHAPTER 02 2.3-75 REV. 13, SEPTEMBER 2006 Table 2.3.2-22 COMPARISON OF MEAN MORNING AND AFTERNOON RELATIVE HUMIDITY (%) PERIOD OF RECORD: LGS 1972-1976 PHILADELPHIA 1960-1976 ALLENTOWN 1951-1976 Morning (7 AM) Afternoon (1 PM) LGS Philadelphia Allentown LGS Philadelphia Allentown JAN 79 74 77 63 60 62 FEB 76 71 76 56 57 59 MAR 74 71 76 54 53 55 APR 74 69 76 51 48 51 MAY 80 75 78 56 53 53 JUN 85 78 80 60 55 54 JUL 82 79 82 55 54 52 AUG 84 81 87 54 54 55 SEP 89 83 89 59 56 57 OCT 88 81 87 56 53 55 NOV 82 76 83 56 55 60 DEC 78 74 80 61 60 64 ANNUAL 81 76 81 57 55 56 LGS UFSAR CHAPTER 02 2.3-76 REV. 13, SEPTEMBER 2006 Table 2.3.2-23 COMPARISON OF FREQUENCY DISTRIBUTIONS OF DAILY AVERAGE RELATIVE HUMIDITY VALUES Relative Humidity (%) Frequency of Occurrence (%) LGS Philadelphia (1/72-6/74) (1/72-6/74) (1/41-12/74) 90-100 12.3 7.9 6.3 80-89 17.7 17.3 15.7 70-79 29.4 22.9 24.7 60-69 20.1 23.7 26.2 50-59 14.7 17.5 18.5 <50 4.8 10.7 8.6 LGS UFSAR CHAPTER 02 2.3-77 REV. 13, SEPTEMBER 2006 Table 2.3.2-24 COMPARISON OF ANNUAL FREQUENCY DISTRIBUTIONS OF HOURLY RELATIVE HUMIDITY VALUES Relative Humidity (%) Frequency of Occurrence (%) LGS Weather Station No.1 Philadelphia (1972-1976) (1951-1960) 90-100 29.4 16.7 80-89 11.4 15.4 70-79 11.6 14.8 50-69 30.0 31.3 30-49 16.8 19.9 <30 0.7 1.9 LGS UFSAR CHAPTER 02 2.3-78 REV. 13, SEPTEMBER 2006 Table 2.3.2-25 MEAN NUMBER OF DAYS WITH HEAVY FOG(1) Philadelphia Allentown (1940-1976) (1943-1976) JAN 3 3 FEB 3 3 MAR 2 3 APR 1 2 MAY 1 2 JUN 1 1 JUL 1 1 AUG 1 2 SEP 2 3 OCT 4 3 NOV 3 3 DEC 3 3 ANNUAL 25 29 __________________ (1) Heavy fog is defined by visibility of 1/4 mile or less. LGS UFSAR CHAPTER 02 2.3-79 REV. 13, SEPTEMBER 2006 Table 2.3.2-26 OFFSITE ELEVATION VERSUS DISTANCE FROM LGS VENTS OFFSITE ELEVATION (IN FEET ABOVE MSL) VS DISTANCE (FT) FROM LGS VENTS (PA. COORD. N 331,844,E 2,603,786.5) FOR EACH OF SIXTEEN 22.5 DEGREE SECTORS. MAXIMUM ELEVATION ACROSS EACH SECTOR IS LISTED. THE LAST COLUMN LISTS THE HIGHEST ELEVATION FOR ALL DIRECTIONS. DISTANCE FROM SOURCE IN FEET DISTANCE FROM SOURCE IN MILES DISTANCE FROM SOURCE IN METERS N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 2500 285 190 150 110 130 150 285 0.473 762.000 2600 270 270 290 290 200 140 110 130 125 150 290 0.492 792.480 2700 265 280 290 290 210 130 110 130 130 150 290 0.511 822.960 2800 260 275 290 290 200 150 110 130 160 155 130 150 290 0.530 853.440 2900 235 260 270 295 290 195 155 120 130 160 170 155 140 150 220 295 0.549 883.920 3000 230 255 270 295 290 190 170 130 130 165 175 160 140 150 250 295 0.568 914.400 3100 230 250 265 300 290 200 180 130 130 165 175 160 150 190 250 300 0.587 944.880 3200 235 250 260 300 240 200 190 130 130 170 180 160 150 200 250 300 0.606 975.360 3300 240 250 255 300 250 200 195 160 130 130 175 180 160 150 200 250 300 0.625 1005.840 3400 240 250 250 300 260 200 210 200 130 130 185 180 160 160 200 250 300 0.644 1036.320 3500 240 250 250 295 270 205 210 205 130 130 185 185 160 170 145 250 295 0.663 1066.800 3600 240 250 250 300 290 210 215 210 130 130 190 190 160 160 145 245 300 0.682 1097.280 3700 240 250 250 305 295 225 220 210 130 130 190 190 165 160 150 240 305 0.701 1127.760 3800 235 250 250 310 290 235 230 210 130 130 190 190 165 160 155 235 310 0.720 1158.240 3900 230 250 255 310 290 240 235 210 130 140 190 185 165 160 160 230 310 0.739 1188.720 4000 215 250 260 310 290 250 230 210 130 145 190 190 170 160 160 215 310 0.758 1219.200 4100 220 250 260 310 290 250 230 205 130 150 195 190 170 160 160 205 310 0.777 1249.680 4200 225 250 260 310 285 250 230 200 130 155 195 190 170 160 170 195 310 0.795 1280.160 4300 230 250 260 310 285 250 230 190 130 160 195 195 170 170 155 180 310 0.814 1310.640 4400 220 250 250 310 260 250 220 190 110 150 180 200 170 170 120 170 310 0.833 1341.120 4600 230 260 260 310 260 250 220 190 110 150 180 200 180 160 110 150 310 0.871 1402.080 4800 230 260 260 300 250 250 210 190 110 150 200 200 180 170 110 180 300 0.909 1463.040 5000 240 260 270 290 260 250 200 200 110 160 210 200 180 170 115 190 290 0.947 1524.000 5200 240 260 270 290 260 250 200 210 110 175 210 200 180 170 120 200 290 0.985 1584.960 5400 240 260 270 280 260 250 200 220 120 200 210 200 190 170 120 210 280 1.023 1645.920 5600 240 270 270 280 265 250 200 220 120 200 220 200 200 170 130 220 280 1.061 1706.880 5800 250 280 270 280 265 250 200 230 130 200 230 200 200 130 135 230 280 1.099 1767.840 6000 250 280 270 280 265 250 200 220 140 200 230 200 200 130 140 250 280 1.136 1828.800 6200 260 290 280 280 270 250 200 190 140 200 240 200 200 130 230 270 290 1.174 1889.760 6400 250 300 300 280 270 250 200 180 130 180 240 200 210 140 230 260 300 1.212 1950.720 LGS UFSAR CHAPTER 02 2.3-80 REV. 13, SEPTEMBER 2006 Table 2.3.2- OFFSITE ELEVATION VERSUS DISTANCE FROM LGS VENTS DISTANCE FROM SOURCE IN FEET DISTANCE FROM SOURCE IN MILES DISTANCE FROM SOURCE IN METERS N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 6600 240 300 300 260 270 240 190 160 140 200 240 200 200 150 235 250 300 1.250 2011.680 6800 240 280 310 250 270 240 160 160 140 220 240 200 200 150 230 230 310 1.288 2072.640 7000 220 270 320 250 270 250 160 160 150 220 250 200 200 150 225 230 320 1.326 2133.600 7200 200 270 320 250 280 250 200 160 150 240 250 250 210 160 190 220 320 1.364 2194.560 7400 230 260 320 260 280 260 200 160 150 240 240 250 210 160 175 240 320 1.402 2255.520 7600 240 260 310 260 280 260 200 160 150 240 240 250 220 170 185 260 310 1.439 2316.480 7800 240 260 310 260 280 260 200 160 150 240 230 250 230 170 200 260 310 1.477 2377.440 8000 250 270 300 280 280 250 200 160 150 240 230 260 230 180 220 260 300 1.515 2438.400 8200 250 279 300 280 280 240 200 170 150 220 230 260 220 190 200 260 300 1.553 2499.360 8400 250 279 300 280 280 240 200 170 150 200 220 260 210 200 190 260 300 1.591 2560.320 8600 250 260 300 290 280 240 200 170 150 175 220 260 220 200 190 260 300 1.629 2621.280 8800 240 260 300 290 280 250 130 170 150 150 220 260 230 210 200 240 300 1.667 2682.240 9000 230 260 300 300 280 250 130 180 150 125 220 260 230 200 200 240 300 1.705 2743.200 9200 230 260 300 300 280 230 140 180 130 150 220 260 230 200 190 240 300 1.742 2804.160 9400 250 255 300 300 280 250 140 180 120 175 210 250 230 180 175 270 300 1.780 2865.120 9600 270 240 300 300 280 250 140 190 120 200 230 250 220 170 165 280 300 1.818 2926.080 9800 270 210 300 300 290 250 140 180 150 240 230 250 150 170 160 280 300 1.856 2987.040 10000 270 200 300 300 290 240 140 180 150 240 230 250 200 160 190 260 300 1.894 3048.000 10200 260 210 300 300 290 240 150 180 150 250 230 240 210 140 210 240 300 1.932 3108.960 10400 260 220 300 300 290 250 160 170 150 260 230 250 230 150 200 260 300 1.970 3169.920 10600 260 225 300 310 290 250 160 170 170 260 240 250 230 140 200 240 310 2.008 3230.880 10800 260 240 300 320 300 260 180 170 190 260 240 250 240 140 200 220 320 2.046 3291.840 11000 260 240 320 320 300 260 180 160 200 260 240 250 250 130 200 240 320 2.083 3352.800 11200 260 250 320 320 300 260 170 150 200 260 240 250 240 150 200 240 320 2.121 3413.760 11400 270 240 320 320 300 260 180 190 200 260 240 250 240 160 200 220 320 2.159 3474.719 11600 270 240 310 320 300 270 200 210 200 260 250 250 240 170 200 240 320 2.197 3535.680 11800 270 240 300 320 300 270 210 230 200 280 270 250 240 180 200 260 320 2.235 3596.640 12000 280 260 300 320 300 270 220 230 210 280 270 250 250 180 200 280 320 2.273 3657.600 12200 290 300 290 320 320 270 210 210 230 280 270 250 250 180 200 280 320 2.311 3718.560 12400 300 310 300 330 320 270 210 230 230 280 260 250 250 180 200 280 330 2.349 3779.520 LGS UFSAR CHAPTER 02 2.3-81 REV. 13, SEPTEMBER 2006 Table 2.3.2- OFFSITE ELEVATION VERSUS DISTANCE FROM LGS VENTS DISTANCE FROM SOURCE IN FEET DISTANCE FROM SOURCE IN MILES DISTANCE FROM SOURCE IN METERS N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 12600 300 320 300 330 320 270 210 250 240 280 260 250 240 180 210 260 330 2.386 3840.479 12800 320 340 290 340 320 260 210 290 250 280 260 260 250 180 220 280 340 2.424 3901.439 13000 320 380 300 340 320 260 210 300 260 280 260 260 250 180 230 260 380 2.462 3962.400 13200 310 400 360 350 320 260 220 320 260 280 280 264 250 200 230 240 400 2.500 4023.360 13400 310 410 380 350 320 260 240 330 250 300 290 250 250 210 240 260 410 2.538 4084.320 13600 310 440 400 360 320 266 230 340 250 300 300 250 260 220 240 260 440 2.576 4145.277 13800 310 480 400 360 320 266 230 340 250 300 300 250 260 220 240 280 480 2.614 4206.238 14000 320 500 400 350 320 266 220 350 260 300 300 250 260 210 235 290 500 2.652 4267.199 14200 330 500 400 350 300 266 210 350 270 300 300 260 270 210 230 290 500 2.689 4328.156 14400 330 490 400 350 300 266 210 330 280 300 300 270 280 210 230 300 490 2.727 4389.117 14600 320 480 400 350 300 250 240 330 300 300 290 260 280 210 230 320 480 2.765 4450.078 14800 340 460 400 350 300 220 240 330 300 300 290 280 280 210 220 340 460 2.803 4511.039 15000 360 440 400 350 300 240 230 310 300 300 290 280 290 210 230 380 440 2.841 4571.996 15200 400 430 400 350 300 240 230 290 300 300 290 300 290 210 230 400 430 2.879 4632.957 15400 420 400 400 350 300 230 230 290 300 300 290 300 290 210 220 420 420 2.917 4693.918 15600 440 390 400 350 300 240 220 290 300 300 290 300 280 210 220 440 440 2.955 4754.879 15800 440 370 400 350 300 250 200 280 300 300 290 300 280 210 225 420 440 2.993 4815.836 16000 460 350 400 350 300 250 200 300 300 320 280 300 270 210 230 420 460 3.030 4876.797 16200 480 370 400 350 320 250 200 300 300 340 270 300 270 220 220 400 480 3.068 4937.758 16400 480 390 400 360 320 250 210 280 300 340 260 300 270 240 230 440 480 3.106 4998.719 16600 500 390 400 360 300 250 210 290 300 340 270 300 270 250 250 480 500 3.144 5059.676 16800 500 400 400 360 300 250 210 290 300 320 280 300 270 250 260 420 500 3.182 5120.637 17000 520 400 400 360 300 250 210 290 300 330 290 320 270 250 280 390 520 3.220 5181.598 17200 540 400 400 360 300 240 210 300 300 330 300 330 270 250 280 420 540 3.258 5242.559 17400 550 400 400 360 300 240 210 300 300 330 300 340 280 240 280 440 550 3.296 5303.520 17600 560 400 380 360 290 230 210 290 300 330 300 360 290 220 280 460 560 3.333 5364.477 17800 560 400 380 360 290 240 210 300 300 320 280 390 310 220 280 460 560 3.371 5425.438 18000 520 400 400 360 290 240 210 310 300 300 290 400 320 200 280 460 520 3.409 5486.398 18200 500 400 400 360 290 230 210 300 290 360 310 424 320 210 260 480 500 3.447 5547.359 18400 500 440 400 360 280 220 210 290 280 350 330 400 320 210 260 480 500 3.485 5608.316 18600 480 460 400 360 290 210 230 280 300 370 340 400 310 220 260 460 480 3.523 5669.277 18800 480 500 400 360 290 240 240 270 300 370 350 390 300 220 260 460 500 3.561 5730.238 19000 480 530 400 360 290 240 240 270 300 370 350 380 290 220 260 480 530 3.599 5791.199 19200 480 540 400 350 290 240 240 270 310 370 350 370 300 210 260 480 540 3.636 5852.156 19400 480 540 400 350 300 240 230 260 320 380 350 360 300 210 280 460 540 3.674 5913.117 LGS UFSAR CHAPTER 02 2.3-82 REV. 13, SEPTEMBER 2006 Table 2.3.2- OFFSITE ELEVATION VERSUS DISTANCE FROM LGS VENTS DISTANCE FROM SOURCE IN FEET DISTANCE FROM SOURCE IN MILES DISTANCE FROM SOURCE IN METERS N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 19600 460 520 420 350 300 230 220 250 320 400 350 350 290 210 300 480 520 3.712 5974.078 19800 460 540 460 350 300 240 240 250 330 420 360 360 290 210 320 460 540 3.750 6035.039 20000 440 560 480 350 290 250 240 250 340 440 360 380 310 210 340 460 560 3.788 6095.996 20200 440 560 500 360 280 250 240 260 350 460 370 396 320 210 360 480 560 3.826 6156.957 20400 420 540 500 360 270 260 240 260 350 480 400 350 310 210 370 480 540 3.864 6217.918 20600 420 510 500 360 260 265 230 250 360 490 430 340 310 210 390 520 520 3.902 6278.879 20800 420 465 480 360 300 270 230 240 360 450 430 330 320 210 400 520 520 3.940 6339.836 21000 400 420 480 400 290 270 230 240 350 440 440 360 340 210 420 540 540 3.977 6400.797 21200 380 400 440 400 290 270 230 250 360 400 440 380 350 210 430 540 540 4.015 6461.758 21400 380 380 440 400 300 270 240 250 360 400 400 400 360 200 440 540 540 4.053 6522.719 21600 360 400 440 400 300 270 230 260 360 380 450 400 370 200 440 520 520 4.091 6583.676 21800 360 400 440 400 300 280 220 270 360 320 440 400 380 190 440 500 500 4.129 6644.637 22000 360 390 420 400 300 280 210 270 350 350 440 400 390 180 460 480 480 4.167 6705.598 22200 360 370 400 400 300 280 200 270 350 340 440 400 430 200 460 470 470 4.205 6766.559 22400 360 350 400 400 300 280 190 270 350 380 440 400 470 200 480 470 480 4.243 6827.516 22600 340 340 380 400 300 280 200 270 350 380 440 400 500 200 480 460 510 4.280 6888.477 22800 360 340 380 400 300 290 170 260 350 400 440 400 515 200 480 440 515 4.318 6949.438 23000 360 340 360 400 300 295 200 260 350 420 450 400 500 200 500 440 500 4.356 7010.398 23200 360 340 360 400 280 300 200 260 340 420 460 400 500 190 500 440 500 4.394 7071.359 23400 360 340 400 400 260 300 200 280 356 440 460 350 490 190 500 470 500 4.432 7132.316 23600 350 340 400 400 280 300 200 290 350 440 460 350 490 180 500 490 500 4.470 7193.277 23800 360 330 400 400 280 300 200 310 350 440 460 350 480 190 520 490 520 4.508 7254.238 24000 360 320 400 400 280 300 210 320 350 440 460 350 460 200 520 510 520 4.546 7315.199 24200 360 340 400 400 300 300 210 330 350 440 490 330 440 200 540 520 540 4.583 7376.156 24400 360 320 400 400 300 300 210 340 350 400 500 330 430 200 540 540 540 4.621 7437.117 24600 340 300 400 400 300 320 210 370 350 380 507 350 430 210 540 540 540 4.659 7498.078 24800 340 300 400 420 300 320 220 380 350 360 490 370 420 210 540 540 540 4.697 7559.039 25000 340 300 400 420 300 340 220 390 350 340 480 390 400 210 540 540 540 4.735 7619.996 25200 340 300 380 420 300 340 220 400 350 340 470 410 380 210 540 540 540 4.773 7680.957 25400 320 300 380 420 300 340 220 390 350 340 470 430 370 210 540 540 540 4.811 7741.918 25600 310 300 360 420 300 340 230 390 350 340 470 460 380 210 540 540 540 4.849 7802.879 25800 300 300 340 420 300 340 240 390 330 330 470 470 390 210 520 530 530 4.887 7863.836 26000 300 280 340 460 320 340 240 390 320 330 480 485 400 210 520 530 530 4.924 7924.797 26200 280 260 340 480 340 340 250 370 300 320 490 500 420 240 500 520 520 4.962 7985.758 26400 280 250 340 500 360 340 260 360 290 310 500 500 430 240 480 510 510 5.000 8046.719 LGS UFSAR CHAPTER 02 2.3-83 REV. 13, SEPTEMBER 2006 Table 2.3.2- OFFSITE ELEVATION VERSUS DISTANCE FROM LGS VENTS DISTANCE FROM SOURCE IN FEET DISTANCE FROM SOURCE IN MILES DISTANCE FROM SOURCE IN METERS N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 26900 300 260 360 500 360 320 260 320 270 300 500 540 430 240 460 470 540 5.095 8199.117 27400 320 300 380 480 360 340 270 300 260 280 480 550 450 240 520 440 550 5.190 8351.516 27900 340 300 400 520 360 320 270 300 260 270 450 620 450 240 400 440 620 5.284 8503.918 28400 320 310 440 540 360 320 270 270 280 280 410 640 470 240 380 440 640 5.379 8656.316 28900 280 310 440 540 280 300 280 260 290 270 440 720 510 240 360 440 720 5.474 8808.719 29400 300 280 400 520 310 300 290 290 290 300 450 750 535 320 320 440 750 5.568 8961.117 29900 300 280 310 520 320 300 290 260 300 400 450 800 520 360 320 440 800 5.663 9113.516 30400 300 280 310 540 310 300 290 260 260 500 450 800 520 380 360 460 800 5.758 9265.918 30900 300 280 310 480 310 300 300 260 290 600 400 750 530 380 360 540 750 5.852 9418.316 31400 300 300 300 380 290 300 290 320 270 600 400 750 530 420 360 580 750 5.947 9570.719 31900 300 300 320 350 280 300 280 290 300 660 530 700 590 440 400 600 700 6.042 9723.117 32400 320 300 300 400 280 290 280 260 350 670 610 700 680 460 420 570 700 6.137 9875.516 32900 320 320 320 380 300 280 280 240 350 680 600 700 710 480 440 530 710 6.231 10027.918 33400 320 340 320 310 280 260 280 230 350 654 650 760 700 480 460 530 764 6.326 10180.316 33900 320 340 300 330 270 260 280 260 350 660 660 740 730 440 480 540 740 6.421 10332.719 34400 320 320 260 330 270 260 300 280 350 670 640 750 780 440 460 560 780 6.515 10485.117 34900 330 340 220 320 260 270 300 260 350 670 620 750 780 440 440 510 780 6.610 10637.516 35400 340 360 260 300 250 250 300 240 350 650 600 750 790 460 360 490 790 6.705 10789.918 35900 340 360 300 280 240 240 300 220 496 640 600 750 790 400 340 510 790 6.799 10942.316 36400 340 360 320 250 270 220 300 220 400 600 606 750 780 400 440 560 780 6.894 11094.719 36900 340 380 360 240 240 200 310 240 350 590 650 700 780 320 520 570 780 6.989 11247.117 37400 330 400 380 220 220 200 320 250 350 580 680 670 770 320 500 580 770 7.084 11399.516 37900 330 420 380 260 200 200 300 240 300 560 660 670 780 320 460 600 780 7.178 11551.918 38400 340 440 360 280 270 200 340 220 350 540 650 700 790 320 460 580 790 7.273 11704.316 38900 340 460 340 300 260 200 360 240 350 560 630 700 790 320 440 510 790 7.368 11856.719 39400 350 460 360 380 270 200 370 250 350 590 640 700 790 320 440 560 790 7.462 12009.117 39900 370 480 380 460 260 200 380 270 400 590 650 700 770 320 380 580 770 7.557 12161.516 40400 390 480 400 500 250 200 380 300 360 600 690 700 760 320 340 580 760 7.652 12313.918 40900 400 500 420 500 260 200 370 370 360 600 700 700 750 320 360 560 750 7.746 12466.316 41400 420 500 440 440 250 190 360 440 380 590 719 750 770 320 380 580 770 7.841 12618.719 41900 500 500 440 420 250 180 370 480 420 580 700 750 810 340 400 640 810 7.936 12771.117 42400 510 560 380 380 250 180 380 480 400 573 680 800 860 360 420 700 860 8.031 12923.516 42900 520 580 380 340 260 190 360 533 533 590 690 800 890 340 480 740 890 8.125 13075.918 43400 560 550 400 340 270 200 360 400 480 580 690 850 910 360 540 820 910 8.220 13228.316 43900 530 410 410 340 260 220 350 320 320 570 690 850 920 340 580 800 920 8.315 13380.719 LGS UFSAR CHAPTER 02 2.3-84 REV. 13, SEPTEMBER 2006 Table 2.3.2- OFFSITE ELEVATION VERSUS DISTANCE FROM LGS VENTS DISTANCE FROM SOURCE IN FEET DISTANCE FROM SOURCE IN MILES DISTANCE FROM SOURCE IN METERS N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW ALL 44400 390 380 380 340 290 230 340 310 400 550 650 850 900 340 600 780 900 8.409 13533.117 44900 350 400 300 340 300 240 320 320 400 600 640 850 912 340 660 820 912 8.504 13685.516 45400 350 400 300 340 300 240 270 350 430 620 650 750 890 340 680 690 890 8.599 13837.918 45900 410 400 360 340 300 250 270 370 460 647 640 700 890 340 720 700 890 8.693 13990.316 46400 480 440 360 340 290 250 260 250 440 625 650 700 940 340 820 760 940 8.788 14142.719 46900 560 400 360 360 280 250 230 350 480 590 750 700 990 340 940 900 990 8.883 14295.117 47400 490 460 340 340 300 250 230 380 490 590 760 700 1002 340 1020 1040 1040 8.978 14447.516 47900 460 500 380 340 300 240 230 380 470 550 770 600 990 380 900 980 990 9.072 14599.918 48400 500 600 400 340 300 280 190 420 480 550 810 600 980 420 920 860 980 9.167 14752.316 48900 560 620 440 380 320 360 160 460 490 570 800 600 910 420 1080 840 1080 9.262 14904.715 49400 580 620 440 380 320 400 170 450 527 600 740 600 920 420 1020 760 1020 9.356 15057.117 49900 580 620 440 380 320 400 200 480 520 690 700 600 920 380 900 740 920 9.451 15209.516 50400 620 620 440 360 300 400 210 460 490 740 720 590 900 440 930 700 930 9.546 15361.918 50900 650 620 440 340 320 450 200 500 480 720 750 620 880 440 820 680 880 9.640 15514.316 51400 690 620 440 360 340 450 200 550 470 660 840 633 860 440 720 700 860 9.735 15666.715 51900 720 620 440 340 340 450 200 530 514 620 830 648 840 540 620 720 840 9.830 15819.117 52400 700 640 440 320 340 450 200 500 480 560 800 680 780 600 780 800 800 9.925 15971.516 52800 640 640 440 340 320 450 200 510 480 562 760 720 770 640 780 820 820 10.000 16093.438 79200 650 400 500 300 300 200 400 500 500 500 500 500 600 500 400 700 700 15.000 24140.156 105600 773 500 500 600 464 300 500 250 250 500 500 1000 500 500 1000 600 1000 20.001 32186.875 132000 500 1000 500 500 385 300 300 250 250 500 750 1000 547 500 500 500 1000 25.001 40233.594 158400 500 500 500 500 375 300 50 50 250 500 500 500 500 1000 500 600 1000 30.001 48280.313 184800 500 500 800 500 300 120 50 50 250 450 750 500 900 500 1500 1500 1500 35.001 56327.035 211200 1000 500 900 500 230 50 50 100 50 350 500 500 1000 1500 1000 1000 1500 40.001 64373.754 237600 1000 696 800 300 213 50 150 140 50 350 500 500 900 1300 1000 1500 1500 45.001 72420.438 264000 1591 1500 700 500 108 50 150 100 50 300 500 700 800 1500 1600 1500 1600 50.002 80467.188 LGS UFSAR CHAPTER 02 2.3-85 REV. 13, SEPTEMBER 2006 Table 2.3.2-27 LGS JOINT FREQUENCY DISTRIBUTION OF CALM HOURS 1972-1976 WEATHER STATION NO. 1 30 FT LEVEL Regulatory Guide 1.111 Technique Directional Stability Class Sector Class F A B C D E F G NNE 247 0.04 0.19 0.41 13.76 42.01 52.40 32.45 NE 242 0.04 0.19 0.41 16.46 44.96 61.76 45.20 ENE 261 0.05 0.38 0.36 28.69 66.82 82.35 70.70 E 273 0.04 0.14 0.63 29.40 98.51 155.33 93.89 ESE 240 0.03 0.05 0.50 13.41 66.33 86.71 47.52 SE 240 0.01 0.19 0.54 13.76 74.93 77.36 41.73 SSE 244 0.05 0.38 1.04 21.29 71.00 61.76 16.23 S 254 0.10 0.47 1.49 27.52 88.93 79.23 15.07 SSW 241 0.10 0.28 1.13 21.05 62.64 40.55 20.86 SW 265 0.08 0.33 0.99 12.35 57.24 49.91 17.39 WSW 235 0.09 0.66 1.40 14.94 55.27 47.41 32.45 W 242 0.12 0.76 0.99 18.58 82.79 94.82 83.45 WNW 249 0.06 0.38 0.81 17.76 88.19 146.60 125.18 NW 247 0.05 0.24 0.45 12.82 74.44 126.60 88.01 NNW 240 0.05 0.24 0.32 12.82 54.78 54.90 47.52 N 254 0.07 0.14 0.54 15.41 47.17 54.27 38.25 Total 3974 1 5 12 290 1076 1272 816 ____________________ Source: MES LGS UFSAR CHAPTER 02 2.3-86 REV. 13, SEPTEMBER 2006 Table 2.3.2-28 LGS JOINT FREQUENCY DISTRIBUTION OF CALM HOURS 1972-1976 WEATHER STATION NO. 1 175 FT LEVEL Regulatory Guide 1.111 Technique Directional Stability Class Sector Class F A B C D E F G NNE 39 0.09 0.11 0.24 5.54 7.92 5.81 3.40 NE 40 0.09 0.27 0.15 3.69 8.44 6.37 1.59 ENE 38 0.09 0.16 0.12 7.46 11.19 4.87 2.72 E 43 0.04 0.11 0.15 8.31 17.56 10.11 5.21 ESE 44 0.09 0.00 0.24 4.85 11.02 5.62 2.04 SE 43 0.13 0.16 0.15 3.77 7.75 9.18 8.61 SSE 42 0.17 0.27 0.36 6.62 11.02 10.49 4.08 S 48 0.09 0.32 0.74 10.62 17.73 13.11 8.38 SSW 48 0.57 0.48 0.59 8.15 16.87 10.30 6.80 SW 42 0.30 0.32 0.44 4.54 13.26 9.74 7.93 WSW 41 0.17 0.37 0.41 6.23 11.36 11.24 6.57 W 39 0.43 0.48 0.38 5.77 18.25 20.98 11.56 WNW 43 0.13 0.16 0.47 5.46 18.08 21.73 17.90 NW 40 0.09 0.32 0.18 4.08 17.90 15.92 12.69 NNW 38 0.22 0.05 0.18 4.46 10.50 12.17 3.85 N 45 0.30 0.43 0.21 5.46 10.16 9.37 5.67 Total 673 3 4 5 95 209 177 109 ____________________ Source: MES LGS UFSAR CHAPTER 02 2.3-87 REV. 13, SEPTEMBER 2006 Table 2.3.2-29 LGS JOINT FREQUENCY DISTRIBUTION OF CALM HOURS 1972-1976 WEATHER STATION NO. 1 270 FT LEVEL Regulatory Guide 1.111 Technique Directional Stability Class Sector Class F A B C D E F G NNE 34 0.16 0.07 0.22 4.06 6.93 7.40 2.89 NE 33 0.05 0.09 0.13 3.04 8.26 3.70 3.37 ENE 28 0.05 0.16 0.16 5.45 8.26 5.88 3.85 E 35 0.07 0.12 0.16 6.40 8.59 8.27 4.58 ESE 26 0.05 0.09 0.19 4.44 6.44 3.70 1.45 SE 35 0.07 0.12 0.22 3.17 5.78 8.05 3.13 SSE 29 0.09 0.05 0.35 4.69 7.59 5.22 2.89 S 28 0.09 0.28 0.62 6.85 11.23 10.44 7.23 SSW 32 0.30 0.16 0.62 5.45 11.56 9.36 7.23 SW 30 0.23 0.14 0.43 4.69 8.75 10.66 6.75 WSW 31 0.16 0.09 0.43 3.93 8.26 11.53 8.19 W 32 0.26 0.21 0.38 4.25 12.55 14.36 5.78 WNW 32 0.12 0.09 0.32 4.56 12.22 12.62 8.91 NW 27 0.14 0.16 0.22 3.99 10.73 11.97 9.15 NNW 31 0.07 0.07 0.24 3.42 6.11 5.66 6.02 N 27 0.09 0.09 0.32 3.61 7.76 7.18 4.58 Total 490 2 2 5 72 141 136 86 ____________________ Source: MES LGS UFSAR CHAPTER 02 2.3-88 REV. 13, SEPTEMBER 2006 Table 2.3.2-30 LGS JOINT FREQUENCY DISTRIBUTION OF CALM HOURS 4/72-3/73 WEATHER STATION NO. 2 30 FT LEVEL Regulatory Guide 1.111 Technique Directional Stability Class Sector Class F A B C D E F G NNE 113 0.00 0.00 0.00 2.39 18.22 0.00 3.55 NE 113 0.00 0.00 0.00 0.30 5.20 3.56 0.00 ENE 113 0.00 0.00 0.00 2.17 19.70 3.56 0.00 E 113 0.00 0.00 0.00 5.09 29.37 1.78 0.00 ESE 113 0.00 0.00 0.00 3.66 45.73 19.58 10.64 SE 113 0.00 0.00 0.00 1.57 37.55 33.83 39.02 SSE 113 0.00 0.00 0.00 3.96 81.42 215.42 205.72 S 113 0.00 0.00 0.00 4.04 45.36 67.65 31.92 SSW 113 0.00 0.00 0.00 2.69 18.59 24.93 10.64 SW 113 0.00 0.00 0.00 0.37 5.58 3.56 0.00 WSW 113 0.00 0.00 0.00 1.94 12.27 8.90 3.55 W 113 0.00 0.00 0.00 3.89 27.51 30.27 10.64 WNW 113 0.00 0.00 0.00 3.22 45.73 51.63 14.19 NW 112 0.00 0.00 0.00 1.12 30.86 56.97 35.47 NNW 112 0.00 0.00 0.00 3.14 52.05 138.87 78.03 N 112 0.00 0.00 0.00 3.44 30.86 28.49 10.64 Total 1805 0 0 0 43 506 689 454 ____________________ Source: MES LGS UFSAR CHAPTER 02 2.3-89 REV. 13, SEPTEMBER 2006 Table 2.3.2-31 LGS JOINT FREQUENCY DISTRIBUTION OF CALM HOURS 4/72-3/73 WEATHER STATION NO. 2 159 FT LEVEL Regulatory Guide 1.111 Technique Directional Stability Class Sector Class F A B C D E F G NNE 45 0.00 0.00 0.00 0.82 8.08 7.77 6.01 NE 45 0.00 0.00 0.00 0.44 6.97 4.78 1.72 ENE 45 0.00 0.00 0.00 1.53 9.47 6.57 2.58 E 45 0.00 0.00 0.00 1.64 15.88 7.77 5.15 ESE 45 0.00 0.00 0.00 1.64 22.29 27.49 12.03 SE 45 0.00 0.00 0.00 1.26 16.72 20.92 13.74 SSE 45 0.00 0.00 0.00 1.64 16.16 25.10 27.49 S 45 0.00 0.00 0.00 1.31 13.93 17.93 12.03 SSW 45 0.00 0.00 0.00 1.26 9.20 11.95 12.89 SW 45 0.00 0.00 0.00 0.22 6.69 12.55 5.15 WSW 44 0.00 0.00 0.00 0.87 6.69 14.94 7.73 W 44 0.00 0.00 0.00 1.80 10.87 28.69 13.74 WNW 44 0.00 0.00 0.00 1.04 12.54 22.11 22.33 NW 44 0.00 0.00 0.00 0.49 13.65 21.52 28.35 NNW 44 0.00 0.00 0.00 1.31 13.37 20.92 16.32 N 44 0.00 0.00 0.00 1.75 14.49 8.97 7.73 Total 714 0 0 0 19 197 260 195 ____________________ Source: MES LGS UFSAR CHAPTER 02 2.3-90 REV. 13, SEPTEMBER 2006 Table 2.3.2-32 LGS JOINT FREQUENCY DISTRIBUTION OF CALM HOURS 4/72-3/73 WEATHER STATION NO. 2 304 FT LEVEL Regulatory Guide 1.111 Technique Directional Stability Class Sector Class F A B C D E F G NNE 11 0.00 0.00 0.00 0.41 3.88 1.15 1.07 NE 11 0.00 0.00 0.00 0.23 2.26 1.73 0.53 ENE 11 0.00 0.00 0.00 0.52 5.17 2.31 1.33 E 11 0.00 0.00 0.00 0.52 4.68 1.15 1.07 ESE 11 0.00 0.00 0.00 0.52 7.11 2.60 0.80 SE 11 0.00 0.00 0.00 0.36 2.75 2.31 1.87 SSE 10 0.00 0.00 0.00 0.67 5.01 6.35 1.33 S 10 0.00 0.00 0.00 0.59 5.65 4.91 3.47 SSW 10 0.00 0.00 0.00 0.23 3.55 2.89 0.80 SW 10 0.00 0.00 0.00 0.10 1.78 2.60 1.33 WSW 10 0.00 0.00 0.00 0.39 1.78 2.02 2.67 W 10 0.00 0.00 0.00 0.62 3.55 4.62 3.73 WNW 10 0.00 0.00 0.00 0.49 5.01 5.48 4.27 NW 10 0.00 0.00 0.00 0.13 3.88 10.10 4.00 NNW 10 0.00 0.00 0.00 0.52 3.72 4.91 1.60 N 10 0.00 0.00 0.00 0.70 3.23 2.89 2.13 Total 161 0 0 0 7 63 58 32 ____________________ Source: MES LGS UFSAR CHAPTER 02 2.3-91 REV. 13, SEPTEMBER 2006 Table 2.3.2-33 LGS JOINT FREQUENCY DISTRIBUTION OF CALM HOURS 1/75-12/76 SATELLITE TOWER 32 FT LEVEL Regulatory Guide 1.111 Technique Directional Stability Class Sector Class F A B C D E F G NNE 95 0.00 0.00 0.19 4.00 9.07 6.55 7.28 NE 92 0.00 0.00 0.00 3.77 11.08 2.62 4.85 ENE 95 0.00 0.00 0.00 7.30 11.59 7.86 12.13 E 129 0.00 0.00 0.00 16.48 69.52 32.73 14.56 ESE 182 0.00 0.00 0.38 8.00 86.15 70.70 41.26 SE 183 0.00 0.00 0.19 8.47 97.74 75.94 19.42 SSE 149 0.00 0.00 0.95 10.59 86.15 57.94 9.71 S 93 0.00 0.91 2.08 11.06 44.33 57.61 4.85 SSW 78 0.00 0.91 1.32 5.53 13.10 14.14 0.00 SW 78 0.00 0.23 0.00 3.18 9.57 5.24 2.43 WSW 78 0.00 0.69 1.51 4.94 16.63 2.62 2.43 W 80 0.00 1.60 2.46 6.71 39.80 2.62 7.28 WNW 116 0.00 1.14 1.51 6.94 53.91 15.71 19.42 NW 120 0.00 0.91 1.14 7.53 70.03 23.57 24.27 NNW 143 0.00 0.91 1.70 9.42 68.52 61.54 33.98 N 106 0.00 0.69 0.57 7.06 41.82 51.06 12.13 Total 1817 0 8 14 121 729 508 216 ____________________ Source: MES _ LGS UFSAR CHAPTER 02 2.3-92 REV. 13, SEPTEMBER 2006 Table 2.3.3-1 INSTRUMENT ELEVATIONS PREOPERATIONAL METEOROLOGICAL MEASUREMENT SYSTEM (1970-1983) WEATHER STATION NO. 1 WEATHER STATION NO. 2 Tower 1 Tower 2 Grade el 250' el 121' Wind speed and wind direction el 280'(30') el 151'(30') el 425'(175')(5) el 280'(159') el 520'(270') el 425'(304')(5) Horizontal and vertical wind fluctuation el 400'(150')(2) Temperature el 255'(5')(4) el 126'(5')(4) el 256'(6') el 147'(26') el 276'(26') Temperature Difference el 421' - el 276' el 276' - el 126' (171'-26') (155'-26') el 516' - el 276' el 421' - el 126' (266'-26') (300'-26') Relative humidity el 255'(5') Rain gauge el 255'(5') Satellite Tower Grade el 106' Wind speed and el 138'(32')(3) wind direction _______________ (1) All elevations refer to MSL. The number in parentheses after the elevation above MSL refers to the height of the sensor above grade. (2) This location is for a bivane used for special studies (removed from service March 7, 1977). All other wind instruments on Tower 1 and Tower 2 are six-blade Aerovanes. (3) Bendix Wind Vane; 3-cup anemometer and wind vane (4) Ambient temperature in the control structure (5) Structure vent release elevation LGS UFSAR CHAPTER 02 2.3-93 REV. 13, SEPTEMBER 2006 Table 2.3.3-2 PREOPERATIONAL METEOROLOGICAL MEASUREMENT SYSTEM (1970-1983) SENSOR AND SYSTEM SPECIFICATIONS AND ACCURACIES MANUFACTURER/ COMPONENT SYSTEM(1) REGULATORY COMMENTS/ PARAMETER COMPONENT MODEL NO. ACCURACY ACCURACY GUIDE 1.23 SPECIFICATIONS Aerovane wind Impeller Bendix/120 +/-0.5 mph(0-10 mph) - - Starting speed of 1.8 mph speed Generator Bendix/141 +/- 1 mph(>10 mph) - - Stopping speed of 0.7 mph Recorder - (2) 2 element recorder Combination of above components +/-0.5 mph +/-0.5 mph accuracy/ starting speed 1 mph Aerovane wind Wind vane and Bendix/120 +2 direction Recorder Bendix/14 (2) 2 element recorder Combination of above components +/-2 +/-5 Satellite 3-cup anemometer Bendix/2416914 +/-0.5 mph(0.5-50 mph) Starting speed <0.5 mph wind speed Recorder Bendix/141 (2) - - 2 element recorder Combination of above components +/-0.5 mph +/-0.5 mph accuracy/ starting speed <1 mph Satellite Wind vane Bendix/2416970 +/-2 - - wind direction Recorder Bendix/141 (2) - - 2 element recorder Combination of above components +/-2 +/-5 LGS UFSAR CHAPTER 02 2.3-94 REV. 13, SEPTEMBER 2006 Table 2.3.3-2 (Cont'd) MANUFACTURER/ COMPONENT SYSTEM(1) REGULATORY COMMENTS/ PARAMETER COMPONENT MODEL NO. ACCURACY ACCURACY GUIDE 1.23 SPECIFICATIONS Temperature Sensor L&N/8197 +/-0.2F - - 40F-120F, 1 ma +/-0.03% (ambient) Constant current L&N/445372 (2) - - 6 points, 10 seconds/ power source point Recorder Speedomax W +/-0.36F - - Dual range recorder Combination of above components +/-0.41F +/-0.5C +/-.0.9F = +/-0.5C (+/-0.9F) Temperature Sensor L&N/8197 +/-0.1F Matched pairs +/-0.07F (difference) Constant current L&N/445372 (2) - - 40F-120F,1 ma +/-.0.03% power source Recorder L&N/Speedomax W +/-0.072F - - 6 points, 10 seconds/ point Combination of above components +/-0.12F +/-0.1C +/-0.18F = +/-0.1C (+/-0.18F) Relative Humidity sensor Bendix/594 3% 20-80% 3% 20-80% +/-0.5C dew +/-1.07% RH +/-0.5C Humidity 5% > 80% 5% > 80% point dew point @ 21C Temperature Bendix/594 +/-1F +/-1F - sensor __________________ (1) Square root of the sum of the squares (2) Negligible Error LGS UFSAR CHAPTER 02 2.3-95 REV. 13, SEPTEMBER 2006 Table 2.3.3-3 LGS PERCENT OF HOURS WITH CALM WINDS PERIOD OF RECORD Tower 1 1972-1976 Tower 2 1972-1976 Satellite 1975-1976 SENSOR  % Tower 1 30 ft (el 280' MSL) 9.9 175 ft (el 425' MSL) 1.7 270 ft (el 520' MSL) 1.2 Tower 2 30 ft (el 151' MSL) 22.9 159 ft (el 280' MSL) 6.2 304 ft (el 425' MSL) 1.9 Satellite 32 ft (el 138' MSL) 17.5 LGS UFSAR CHAPTER 02 2.3-96 REV. 13, SEPTEMBER 2006 Table 2.3.3-4 STATION LOCATIONS - PHILADELPHIA E L E V A T I O N A B O V E SEA LEVEL GROUND SEA LEVEL Location Occupied From Occupied To Airline Distance and Direction From Previous Location Latitude North Longitude North Ground at Temperature Site Wind Instruments Extreme Thermometers Psychrometer Telepsychrometer Tipping Bucket Rain Gauge Weighing Rain Gauge 8" Rain Gauge Hygro-Thermometer Pyrometer Remarks CITY Philadelphia Board of Trade 12/23/70 9/21/71 - 39 57' 75 09' - - - - - - - - - - No record of elevations. 505 Chestnut Street Chamber of Commerce 9/21/71 2/01/82 0.3 mi E 39 57' 75 09' 23 a122 - b98 - - - c91 - - a - About 129 feet to 8/4/75 Building, 133 S 2nd St. b - 102 feet to 8/4/75. c - Elev. prior to 8/4/75 unknown. Mutual Life Ins Building 2/01/82 4/01/84 0.7 mi W 3957' 75 09' 40 107 - - z106 - - z - Approximate 10th & Chestnut Sts. Post Office Building 4/01/84 12/17/34 0.1 mi E 39 57' 75 09' 39 175 169 168 - %114 - 167 - - % - Added 1/27/14. 9th & Chestnut Sts. d184 d117 d116 d114 d - Effective 2/1/04. e190 e124 e123 e - Effective 1/27/14. f182 f - Effective 7/23/24. g341 g - Moved 1000 feet South to Edison Building 2/2/28 h367 . h - Effective 10/27/28. New Customhouse 2nd & Chestnut Sts. 12/17/34 12/31/54 0.6 mi E 39 57' 75 09' 26 1367 175 174 - 166 j166 166 - - i - Remained on Edison Building. K K j - Added 1/1/43. m148 m132 K - Moved to SW Airport 1/1/43. m - Added 0.2 mi. West on Bourse Building 7/1/45. New Customhouse 1/01/55 5/15/59 - - 26 - 175 - - n160 n160 166 - - Cooperative Station. 2nd & Chestnut Sts. n - Added 5/1/55. LGS UFSAR CHAPTER 02 2.3-97 REV. 13, SEPTEMBER 2006 Table 2.3.3- STATION LOCATIONS - PHILADELPHIA E L E V A T I O N A B O V E SEA LEVEL GROUND SEA LEVEL Location Occupied From Occupied To Airline Distance and Direction From Previous Location Latitude North Longitude North Ground at Temperature Site Wind Instruments Extreme Thermometers Psychrometer Telepsychrometer Tipping Bucket Rain Gauge Weighing Rain Gauge 8" Rain Gauge Hygro-Thermometer Pyrometer Remarks Bourse Building 4th Street below Market 3/01/55 5/01/55 0.2 mi W 39 57' 75 09' - - - - - - 133 - - - PECo Building 5/15/59 10/19/73 0.7 mi W 39 57' 75 10' 35 - 155 - - - - - - - 10th & Chestnut Sts. Federal Office Building 12/03/73 Present - 39 57' 75 09' 35 186 178 - - - 178 - - - 600 Arch Street AIRPORT Administration Building 6/20/40 6/22/45 - 39 53' 75 14' 13 a58 6 5 - - b3 3 - - a - 57 feet through 1942. Southwest Airport # b - Installed 1/1/43. # - Name changed to Internal Airport 4/1/48. Administration Building 6/23/45 11/30/45 18 mi NE 40 05' 75 01' 100 51 6 5 - - - N. Philadelphia Airport Administration Building 12/01/45 12/22/54 18 mi SW 39 53' 75 14' 13 58 6 5 - - 3 3 - - * - Changed to roof exposure 10/4/54. International Airport *22 *22 WB design wind equipment installed 5/17/49. New Terminal Building 12/23/54 5/09/55 7/8 mi SW 39 53' 75 15' 13 120 67 66 - - 64 64 - - International Airport New Terminal Building 5/09/55 12/31/59 0.2 mi N 39 53' 75 15' 13 120 7 66 7 3 4 3 - - International Airport New Terminal Building International Airport 1/01/60 Present - 39 53' 75 15' 5 20 d4 d55 - e64 e64 - c4 - c - Commissioned 300 feet South of telepsychrometer site. d - Removed prior to December 1968. e - 4 feet to 7/13/70 . LGS UFSAR CHAPTER 02 2.3-98 REV. 13, SEPTEMBER 2006 Table 2.3.3-5 STATION LOCATIONS - ALLENTOWN E L E V A T I O N A B O V E SEA LEVEL GROUND SEA LEVEL Location Occupied From Occupied To Airline Distance and Direction From Previous Location Latitude North Longitude North Ground at Temperature Site Wind Instruments Extreme Thermometers Psychrometer Telepsychrometer Tipping Bucket Rain Gauge Weighing Rain Gauge 8" Rain Gauge Hygro-Thermometer Pyrometer Remarks COMPARATIVE Allentown-Bethlehem 11/02/11 6/01/65 - 40 36' 75 28' 254 - - - Precipitation records Gas Company 3rd & Union Airport Old Administrative Building 4/06/38 10/13/50 - 40 39' 75 26' 381 57 5 4 - - a5 3 - - CAA station to 12/13/43, Allentown-Bethlehem then Weather Bureau. Easton Airport a - Added 12/13/43. 4.5 miles NNE of Post Office New Administration Building At Allentown-Bethlehem 10/13/50 12/01/65 1300 FT 40 39' 75 26' 376 69 6 5 - - 4 3 - - Easton Airport SSW New Administration Building 12/01/65 Present (1) 40 39' 75 26' 387 b20 c6 c5 - e5 4 3 b4 - (1) Office not moved d5 d3 b 1650 feet previously used sensors. c Standby status. d Relocated 5/8/73. e Added 5/3/77. LGS UFSAR CHAPTER 02 2.3-99 REV. 13, SEPTEMBER 2006 Table 2.3.3-6 INSTRUMENT ELEVATIONS(1) OPERATIONAL METEOROLOGICAL MEASUREMENT SYSTEM (1983) WEATHER STATION NO. 1 WEATHER STATION NO. 2 Tower 1 Tower 2 Grade el 250' el 121' Wind speed, wind direction and sigma theta el 280'(30') el 151'(30') el 425'(175')(2) el 280'(159') el 425'(304')(2) Wind speed and wind direction (Aerovane) el 520'(270') Temperature el 276'(26') el 147'(26') Temperature Difference el 421' - el 276' el 276' - el 147' (171'-26') (155'-26') el 516' - el 276' el 421' - el 147' (266'-26') (300'-26') Dew point el 276'(26') el 147' (26') Rain gauge el 255'(5') _______________ (1) All elevations refer to MSL. The number in parentheses after the elevation above MSL refers to the height of the sensor above grade. (2) Structure vent release elevation LGS UFSAR CHAPTER 02 2.3-100 REV. 15, SEPTEMBER 2010 Table 2.3.3-7 OPERATIONAL METEOROLOGICAL MEASUREMENT SYSTEM (1983) SENSOR AND SYSTEM SPECIFICATIONS AND ACCURACIES PARAMETER SYSTEM(1) ACCURACY REGULATORY GUIDE 1.23 PROPOSED REV. 1 COMMENTS/SPECIFICATIONS Wind speed Starting speed of 0.5 mph +/-0.5 mph +/-0.5 mph accuracy speed <25 mph System accuracy valid for speeds < 25 mph Wind direction +/-5 +/-5 Standard deviation of wind direction (Sigma theta) Distance constant of 1.5 m Damping ratio of 0.4 15 min of 5 sec sampled data Temperature (ambient) 100 ohm, platinum RTD -30F to 120F +/-0.9F +/-0.5C +/-0.9F Data Logger Temperature (Difference) 100 ohm, platinum RTD -10F to 20F (+/-0.27F) per 50m interval +/-0.15C (+/-0.27F) per 50m interval Data Logger LGS UFSAR CHAPTER 02 2.3-101 REV. 15, SEPTEMBER 2010 Table 2.3.3- OPERATIONAL METEOROLOGICAL MEASUREMENT SYSTEM (1983) SENSOR AND SYSTEM SPECIFICATIONS AND ACCURACIES PARAMETER SYSTEM(1) ACCURACY REGULATORY GUIDE 1.23 PROPOSED REV. 1 COMMENTS/SPECIFICATIONS Dew point Lithium-Chloride -30F to 120F +/-2.7F +/-1.5C (+/-2.7F) Data Logger Precipitation Tipping bucket, with heater Each tip = .01 inch +/-10% of accumulated catch +/-10% of accumulated catch Data Logger (1) Square root of the sum of the squares LGS UFSAR CHAPTER 02 2.3-102 REV. 14, SEPTEMBER 2008 Table 2.3.4-1 Joint Frequency Distribution (Number of Observations) 1996 2000 30 Ft Level Wind Direction Category Wind Speed Category(1) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW Calms Total 1 (A) 1 (Calm) 0 0 2 5 5 7 1 1 1 1 0 0 0 3 14 23 7 8 6 82 3 85 54 34 16 4 10 8 7 42 94 177 212 214 189 80 56 1282 4 27 13 4 9 6 9 8 10 71 124 69 125 165 253 190 60 1143 5 0 0 0 4 8 0 0 0 7 16 6 11 67 139 59 17 334 6 0 0 0 0 0 0 0 0 2 1 0 0 5 12 8 4 32 7 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 Subtotal 117 72 45 30 19 20 17 17 122 235 255 362 475 600 345 143 0 2874 2 (B) 1 (Calm) 0 0 2 7 4 8 6 4 2 1 0 3 2 10 12 22 12 5 0 98 3 50 32 27 29 19 16 6 17 37 76 73 82 93 108 68 40 773 4 25 11 10 17 24 14 3 6 29 54 20 38 94 124 133 44 646 5 1 2 0 1 5 2 0 0 6 4 0 2 36 85 50 21 215 6 0 0 0 0 0 0 0 0 0 1 0 0 7 4 5 4 21 7 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 Subtotal 83 49 45 53 52 34 10 23 75 137 103 134 256 333 261 109 0 1757 3 (C) 1 (Calm) 0 0 2 6 7 13 11 6 4 5 8 8 13 22 26 26 21 11 10 197 3 52 43 34 60 49 16 34 23 47 82 84 93 124 132 81 35 989 4 24 9 11 37 47 13 4 9 36 59 23 37 88 168 176 55 796 5 1 0 0 3 1 1 1 3 12 3 2 1 39 131 124 22 344 6 0 0 0 0 0 0 0 0 1 1 0 0 8 12 30 3 55 7 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 Subtotal 83 59 58 111 103 34 44 43 104 158 131 157 285 465 423 125 0 2383 4 (D) 1 (Calm) 0 0 2 204 207 303 243 177 130 119 96 123 146 156 194 195 210 193 154 2850 3 379 288 508 801 480 280 226 326 443 416 288 315 502 668 582 345 6847 4 200 116 146 331 362 115 61 171 293 175 53 87 516 1008 820 419 4873 5 22 2 18 29 82 8 8 18 32 37 5 17 226 526 559 128 1717 6 0 0 0 2 1 1 0 1 0 1 0 0 24 39 114 12 195 7 0 0 0 0 1 0 0 0 0 0 0 0 1 1 5 0 8 Subtotal 805 613 975 1406 1103 534 414 612 891 775 502 613 1464 2452 2273 1058 0 16490 5 (E) 1 (Calm) 1 1 2 235 238 265 259 185 146 112 142 193 285 377 402 461 464 352 236 4352 3 202 183 190 317 234 137 206 250 487 416 295 280 560 846 514 256 5373 4 44 24 10 31 88 53 31 67 104 88 30 25 133 265 223 83 1299 5 5 1 2 3 12 9 13 31 8 6 5 3 20 56 54 12 240 6 0 0 0 0 0 0 3 5 1 0 0 1 1 5 5 0 21 7 0 0 0 1 0 0 2 0 0 0 0 0 0 0 0 0 3 Subtotal 486 446 467 611 519 345 367 495 793 795 707 711 1175 1636 1148 587 1 11289 6 (F) 1 (Calm) 0 0 2 170 185 179 174 123 91 64 66 73 126 215 294 445 450 353 199 3207 3 16 36 21 32 38 25 11 19 47 116 71 37 110 192 97 22 890 4 0 1 0 0 0 1 1 0 2 0 3 0 0 7 0 1 16 5 1 0 0 0 0 1 1 0 0 0 0 0 0 2 10 0 15 6 2 3 0 0 0 0 0 0 0 0 0 0 0 0 2 2 9 7 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 Subtotal 189 225 200 206 161 118 77 86 122 242 289 331 555 651 462 224 0 4138 7 (G) 1 (Calm) 1 1 2 266 208 240 150 115 53 43 39 72 65 133 164 423 512 351 320 3154 3 4 6 2 17 16 7 12 12 16 13 17 24 65 91 27 9 338 4 0 0 0 1 6 1 1 7 10 6 4 2 22 14 4 3 81 5 0 0 0 0 0 0 0 0 1 2 0 0 3 12 0 0 18 6 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Subtotal 270 214 242 168 137 61 56 58 99 86 154 190 513 630 382 332 1 3593 Total 2033 1678 2032 2585 2094 1146 985 1334 2206 2428 2141 2498 4723 6767 5294 2578 2 42524 Notes: (1) Wind Speed Categories defined as follows: Category Wind Speed (mph) Category Wind Speed (mph) Category Wind Speed (mph) Category Wind Speed (mph) 1 (Calm) <0.5 3 >=3.5 to <7.5 5 >=12.5 to <18.5 7 >=24 2 >=0.5 to <3.5 4 >=7.5 to <12.5 6 >=18.5 to <24 LGS UFSAR CHAPTER 02 2.3-103 REV. 14, SEPTEMBER 2008 Table 2.3.4- Wind Direction Category Wind Speed Category(1) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Calm Total 1 (A) 1 (Calm) 0.00 0.00 2 0.01 0.01 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.02 0.02 0.01 0.19 3 0.20 0.13 0.08 0.04 0.01 0.02 0.02 0.02 0.10 0.22 0.42 0.50 0.50 0.44 0.19 0.13 3.01 4 0.06 0.03 0.01 0.02 0.01 0.02 0.02 0.02 0.17 0.29 0.16 0.29 0.39 0.59 0.45 0.14 2.69 5 0.00 0.00 0.00 0.01 0.02 0.00 0.00 0.00 0.02 0.04 0.01 0.03 0.16 0.33 0.14 0.04 0.79 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.02 0.01 0.08 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Subtotal 0.28 0.17 0.11 0.07 0.04 0.05 0.04 0.04 0.29 0.55 0.60 0.85 1.12 1.41 0.81 0.34 0.00 6.76 2 (B) 1 (Calm) 0.00 0.00 2 0.02 0.01 0.02 0.01 0.01 0.00 0.00 0.00 0.01 0.00 0.02 0.03 0.05 0.03 0.01 0.00 0.23 3 0.12 0.08 0.06 0.07 0.04 0.04 0.01 0.04 0.09 0.18 0.17 0.19 0.22 0.25 0.16 0.09 1.82 4 0.06 0.03 0.02 0.04 0.06 0.03 0.01 0.01 0.07 0.13 0.05 0.09 0.22 0.29 0.31 0.10 1.52 5 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.08 0.20 0.12 0.05 0.51 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.01 0.01 0.01 0.05 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 Subtotal 0.20 0.12 0.11 0.12 0.12 0.08 0.02 0.05 0.18 0.32 0.24 0.32 0.60 0.78 0.61 0.26 0.00 4.13 3 (C) 1 (Calm) 0.00 0.00 2 0.01 0.02 0.03 0.03 0.01 0.01 0.01 0.02 0.02 0.03 0.05 0.06 0.06 0.05 0.03 0.02 0.46 3 0.12 0.10 0.08 0.14 0.12 0.04 0.08 0.05 0.11 0.19 0.20 0.22 0.29 0.31 0.19 0.08 2.33 4 0.06 0.02 0.03 0.09 0.11 0.03 0.01 0.02 0.08 0.14 0.05 0.09 0.21 0.40 0.41 0.13 1.87 5 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.03 0.01 0.00 0.00 0.09 0.31 0.29 0.05 0.81 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 0.07 0.01 0.13 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Subtotal 0.20 0.14 0.14 0.26 0.24 0.08 0.10 0.10 0.24 0.37 0.31 0.37 0.67 1.09 0.99 0.29 0.00 5.60 4 (D) 1 (Calm) 0.00 0.00 2 0.48 0.49 0.71 0.57 0.42 0.31 0.28 0.23 0.29 0.34 0.37 0.46 0.46 0.49 0.45 0.36 6.70 3 0.89 0.68 1.19 1.88 1.13 0.66 0.53 0.77 1.04 0.98 0.68 0.74 1.18 1.57 1.37 0.81 16.10 4 0.47 0.27 0.34 0.78 0.85 0.27 0.14 0.40 0.69 0.41 0.12 0.20 1.21 2.37 1.93 0.99 11.46 5 0.05 0.00 0.04 0.07 0.19 0.02 0.02 0.04 0.08 0.09 0.01 0.04 0.53 1.24 1.31 0.30 4.04 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.09 0.27 0.03 0.46 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.02 Subtotal 1.89 1.44 2.29 3.31 2.59 1.26 0.97 1.44 2.10 1.82 1.18 1.44 3.44 5.77 5.35 2.49 0.00 38.78 5 (E) 1 (Calm) 0.00 0.00 2 0.55 0.56 0.62 0.61 0.44 0.34 0.26 0.33 0.45 0.67 0.89 0.95 1.08 1.09 0.83 0.55 0.00 10.23 3 0.48 0.43 0.45 0.75 0.55 0.32 0.48 0.59 1.15 0.98 0.69 0.66 1.32 1.99 1.21 0.60 12.64 4 0.10 0.06 0.02 0.07 0.21 0.12 0.07 0.16 0.24 0.21 0.07 0.06 0.31 0.62 0.52 0.20 3.05 5 0.01 0.00 0.00 0.01 0.03 0.02 0.03 0.07 0.02 0.01 0.01 0.01 0.05 0.13 0.13 0.03 0.56 6 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.05 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 Subtotal 1.14 1.05 1.10 1.44 1.22 0.81 0.86 1.16 1.86 1.87 1.66 1.67 2.76 3.85 2.70 1.38 0.00 26.55 6 (F) 1 (Calm) 0.00 0.00 2 0.40 0.44 0.42 0.41 0.29 0.21 0.15 0.16 0.17 0.30 0.51 0.69 1.05 1.06 0.83 0.47 7.54 3 0.04 0.08 0.05 0.08 0.09 0.06 0.03 0.04 0.11 0.27 0.17 0.09 0.26 0.45 0.23 0.05 2.09 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.02 0.00 0.00 0.04 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.04 6 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Subtotal 0.44 0.53 0.47 0.48 0.38 0.28 0.18 0.20 0.29 0.57 0.68 0.78 1.31 1.53 1.09 0.53 0.00 9.73 7 (G) 1 (Calm) 0.00 0.00 2 0.63 0.49 0.56 0.35 0.27 0.12 0.10 0.09 0.17 0.15 0.31 0.39 0.99 1.20 0.83 0.75 7.42 3 0.01 0.01 0.00 0.04 0.04 0.02 0.03 0.03 0.04 0.03 0.04 0.06 0.15 0.21 0.06 0.02 0.79 4 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.02 0.02 0.01 0.01 0.00 0.05 0.03 0.01 0.01 0.19 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.00 0.00 0.04 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Subtotal 0.63 0.50 0.57 0.40 0.32 0.14 0.13 0.14 0.23 0.20 0.36 0.45 1.21 1.48 0.90 0.78 0.00 8.45 Total 4.78 3.95 4.78 6.08 4.92 2.69 2.32 3.14 5.19 5.71 5.03 5.87 11.11 15.91 12.45 6.06 0.00 100.00 Notes: (1) Wind Speed Categories defined as follows: Category Wind Speed (mph) 1 (Calm) <0.5 2 >=0.5 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 LGS UFSAR CHAPTER 02 2.3-104 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 LAPSE RATE WIND DISTRIBUTIONS(1)(2) SPEED RANGES (mph) LE=1.0 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 3 0.0 3 0.0 0 0.0 2 0.0 0 0.0 0 0.0 8 0.0 45.0 1 0.0 0 0.0 0 0.0 1 0.0 0 0.0 0 0.0 2 0.0 67.5 1 0.0 3 0.0 0 0.0 0 0.0 0 0.0 0 0.0 4 0.0 90.0 2 0.0 4 0.0 6 0.0 0 0.0 0 0.0 0 0.0 12 0.1 112.5 2 0.0 1 0.0 1 0.0 0 0.0 0 0.0 0 0.0 4 0.0 135.0 0 0.0 2 0.0 4 0.0 0 0.0 0 0.0 0 0.0 6 0.0 157.5 4 0.0 2 0.0 3 0.0 3 0.0 0 0.0 0 0.0 12 0.1 180.0 5 0.0 4 0.0 13 0.1 3 0.0 0 0.0 0 0.0 25 0.1 202.5 5 0.0 9 0.0 16 0.1 2 0.0 0 0.0 0 0.0 32 0.1 225.0 2 0.0 8 0.0 5 0.0 0 0.0 0 0.0 0 0.0 15 0.1 247.5 2 0.0 15 0.1 1 0.0 1 0.0 0 0.0 0 0.0 19 0.1 270.0 3 0.0 12 0.1 17 0.1 6 0.0 1 0.0 0 0.0 39 0.2 292.5 3 0.0 11 0.0 33 0.1 15 0.1 0 0.0 0 0.0 62 0.3 315.0 1 0.0 9 0.0 14 0.1 13 0.1 5 0.0 0 0.0 42 0.2 337.5 1 0.0 3 0.0 9 0.0 10 0.0 0 0.0 0 0.0 23 0.1 360.0 1 0.0 3 0.0 5 0.0 3 0.0 0 0.0 0 0.0 12 0.1 36/0.0 89/ 0.2 127/0.5 59/ 0.2 6/0.0 0/0.0 317/ 1.5 Mean wind speed: 9.0 Number of uninterpretable hours: 1 LGS UFSAR CHAPTER 02 2.3-105 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEED RANGES (mph) -1:S/-1.7 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 0 0.0 7 0.0 5 0.0 1 0.0 0 0.0 0 0.0 13 0.1 45.0 3 0.0 2 0.0 1 0.0 0 0.0 0 0.0 0 0.0 6 0.0 67.5 6 0.0 6 0.0 5 0.0 0 0.0 0 0.0 0 0.0 17 0.1 90.0 2 0.0 6 0.0 5 0.0 2 0.0 0 0.0 0 0.0 15 0.1 112.5 1 0.0 5 0.0 5 0.0 2 0.0 0 0.0 0 0.0 13 0.1 135.0 2 0.0 3 0.0 5 0.0 0 0.0 0 0.0 0 0.0 10 0.0 157.5 5 0.0 14 0.1 13 0.1 0 0.0 0 0.0 0 0.0 32 0.1 180.0 9 0.0 15 0.1 12 0.1 2 0.0 0 0.0 0. 0.0 38 0.2 202.5 1 0.0 15 0.1 12 0.1 4 0.0 0 0.0 0 0.0 32 0.1 225.0 2 0.0 15 0.1 15 0.1 0 0.0 0 0.0 0 0.0 32 0.1 247.5 10 0.0 23 0.1 21 0.1 7 0.0 0 0.0 0 0.0 61 0.3 270.0 11 0.0 31 0.1 34 0.1 9 0.0 2 0.0 0 0.0 87 0.4 292.5 3 0.0 41 0.2 53 0.2 40 0.2 12 0.1 1 0.0 150 0.7 315.0 4 0.0 18 0.1 34 0.1 35 0.2 5 0.0 0 0.0 96 0.4 337.5 3 0.0 7 0.0 15 0.1 14 0.1 1 0.0 0 0.0 40 0.2 360.0 1 0.0 11 0.0 13 0.1 5 0.0 0 0.0 0 0.0 30 0.1 63/ 0.0 219/0.9 248/ 1.1 121/ 0.5 20/0.1 1/0.0 672/3.0 Mean wind speed: 9.0 Number of uninterpretable hours: 1 LGS UFSAR CHAPTER 02 2.3-106 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEEDS RANGES (mph) 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 6 0.0 17 0.1 13 0.1 2 0.0 0 0.0 0 0.0 38 0.1 45.0 5 0.0 17 0.1 3 0.0 1 0.0 0 0.0 0 0.0 26 0.1 67.5 7 0.0 23 0.1 9 0.0 0 0.0 0 0.0 0 0.0 39 0.2 90.0 7 0.0 26 0.1 21 0.1 6 0.0 1 0.0 0 0.0 61 0.3 112.5 8 0.0 16 0.1 10 0.0 0 0.0 0 0.0 0 0.0 34 0.1 135.0 8 0.0 13 0.1 9 0.0 2 0.0 0 0.0 0 0.0 32 0.1 157.5 14 0.1 16 0.1 16 0.1 2 0.0 0 0.0 0 0.0 48 0.2 180.0 20 0.1 50 0.2 39 0.2 1 0.0 0 0.0 0 0.0 110 0.5 202.5 19 0.1 36 0.2 64 0.3 15 0.1 0 0.0 0 0.0 134 0.6 225.0 16 0.1 23 0.1 31 0.1 11 0.0 0 0.0 0 0.0 81 0.4 247.5 22 0.1 36 0.2 37 0.2 7 0.0 0 0.0 0 0.0 102 0.4 270.0 16 0.1 48 0.2 48 0.2 25 0.1 1 0.0 2 0.0 140 0.6 292.5 11 0.0 46 0.2 84 0.4 89 0.4 24 0.1 1 0.0 255 1.1 315.0 8 0.0 30 0.1 53 0.2 74 0.3 16 0.1 0 0.0 181 0.8 337.5 3 0.0 20 0.1 32 0.1 19 0.1 5 0.1 0 0.0 79 0.3 360.0 11 0.0 30 0.1 53 0.2 74 0.3 16 0.1 0 0.0 181 0.8 181/ 0.8 432/1.9 500/2.2 260/ 1.0 47/ 0.2 3/ 0.0 1423/6.2 Mean wind speed: 8.8 Number of uninterpretable hours: 2 LGS UFSAR CHAPTER 02 2.3-107 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEED RANGES (mph) -1:S/-0.5 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 73 0.3 190 0.8 75 0.3 27 0.1 1 0.0 0 0.0 366 1.6 45.0 84 0.4 187 0.8 93 0.4 6 0.0 2 0.0 0 0.0 372 1.6 67.5 157 0.7 333 1.5 168 0.7 41 0.2 3 0.0 1 0.0 703 3.1 90.0 169 0.7 429 1.9 210 0.9 40 0.2 1 0.0 0 0.0 849 4.7 112.5 77 0.3 192 0.8 106 0.5 9 0.0 1 0.0 0 0.0 385 1.7 135.0 75 0.3 153 0.7 53 0.2 8 0.0 0 0.0 0 0.0 289 1.3 157.5 105 0.5 200 0.9 60 0.3 7 0.0 2 0.0 0 0.0 374 1.6 180.0 147 0.6 256 1.1 130 0.6 15 0.1 3 0.0 0 0.0 551 2.4 202.5 112 0.5 211 0.9 143 0.6 58 0.3 5 0.0 0 0.0 522 2.3 225.0 59 0.3 119 0.5 74 0.3 18 0.1 2 0.0 1 0.0 273 1.2 247.5 85 0.4 164 0.7 119 0.5 39 0.2 4 0.0 1 0.0 412 1.8 270.0 106 0.5 226 1.0 227 1.0 154 0.7 60 0.3 25 0.1 798 3.5 292.5 105 0.5 306 1.3 449 2.0 360 1.6 109 0.5 28 0.1 1357 5.9 315.0 64 0.3 147 0.6 290 1.3 283 1.2 63 0.3 4 0.0 851 3.7 337.5 78 0.3 127 0.6 205 0.9 94 0.4 11 0.0 1 0.0 516 .3 360.0 85 0.4 208 0.9 113 0.5 24 0.1 1 0.0 0 0.0 431 1.9 1581/7.0 3448/15.0 2515/11.0 1183/ 5.2 268/1.1 61/ 0.2 9056/ 39.6 Mean wind speed: 7.9 Number of uninterpretable hours: 10 LGS UFSAR CHAPTER 02 2.3-108 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEED RANGES (mph) -0.4/1.5 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 105 0.5 90 0.4 14 0.1 4 0.0 0 0.0 0 0.0 213 0.9 45.0 115 0.5 86 0.4 11 0.0 0 0.0 0 0.0 1 0.0 213 0.9 67.5 175 0.8 105 0.5 25 0.1 6 0.0 6 0.0 5 0.0 322 1.4 90.0 260 1.1 196 0.9 50 0.2 15 0.1 0 0.0 0 0.0 521 2.3 112.5 168 0.7 142 0.6 27 0.1 9 0.0 0 0.0 0 0.0 346 1.5 135.0 175 0.8 142 0.6 16 0.1 8 0.0 0 0.0 0 0.0 341 1.5 157.5 179 0.8 159 0.7 22 0.1 7 0.0 3 0.0 0 0.0 370 1.6 180.0 218 1.0 237 1.0 68 0.3 7 0.0 1 0.0 0 0.0 531 2.3 202.5 149 0.7 149 0.7 66 0.3 19 0.1 1 0.0 0 0.0 384 1.7 225.0 133 0.6 119 0.5 44 0.2 19 0.1 2 0.0 0 0.0 317 1.4 247.5 129 0.6 115 0.5 32 0.1 3 0.0 1 0.0 0 0.0 280 1.2 270.0 194 0.9 184 0.8 60 0.3 19 0.1 6 0.0 1 0.0 464 2.0 292.5 251 1.1 419 1.8 200 0.9 48 0.2 21 0.1 0 0.0 939 4.1 315.0 212 0.9 315 1.4 134 0.6 38 0.2 8 0.0 0 0.0 707 3.1 337.5 152 0.7 145 0.6 67 0.3 13 0.1 0 0.0 0 0.0 377 1.7 360.0 126 0.6 140 0.6 40 0.2 3 0.0 0 0.0 0 0.0 309 1.4 2741/12.3 2743/12.0 876/3.9 218/0.9 49/0.1 7/0.0 6634/29.0 Mean wind speed: 5.0 Number of uninterpretable hours: 21 LGS UFSAR CHAPTER 02 2.3-109 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEED RANGES (mph) 1:6/4.0 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 217 1.0 19 0.1 2 0.0 0 0.0 0 0.0 0 0.0 238 1.0 45.0 217 1.0 18 0.1 0 0.0 0 0.0 0 0.0 0 0.0 235 1.0 67.5 238 1.0 15 0.1 0 0.0 0 0.0 0 0.0 0 0.0 253 1.1 90.0 313 1.4 25 0.1 3 0.0 0 0.0 0 0.0 0 0.0 341 1.5 112.5 245 1.1 27 0.1 1 0.0 0 0.0 0 0.0 0 0.0 273 1.2 135.0 226 1.0 22 0.1 0 0.0 1 0.0 0 0.0 0 0.0 249 1.1 157.5 220 1.0 23 0.1 0 0.0 1 0.0 0 0.0 0 0.0 244 1.1 180.0 233 1.0 11 0.0 5 0.0 0 0.0 0 0.0 0 0.0 249 1.1 202.5 197 0.9 18 0.1 0 0.0 0 0.0 0 0.0 0 0.0 215 0.9 225.0 206 0.9 10 0.0 2 0.0 0 0.0 0 0.0 0 0.0 218 1.0 247.5 209 0.9 12 0.1 1 0.0 0 0.0 0 0.0 0 0.0 222 1.0 270.0 242 1.1 27 0.1 2 0.0 0 0.0 0 0.0 0 0.0 271 1.2 292.5 318 1.4 74 0.3 7 0.0 1 0.0 0 0.0 0 0.0 400 1.8 315.0 286 1.3 69 0.3 1 0.0 0 0.0 0 0.0 0 0.0 356 1.6 337.5 214 0.9 26 0.1 3 0.0 0 0.0 1 0.0 0 0.0 244 1.1 360.0 214 0.9 28 0.1 0 0.0 0 0.0 0 0.0 0 0.0 242 1.1 3795/16.8 424/ 1.8 27/ 0.0 3/ 0.0 1/ 0.0 0/ 0.0 4250/ 18.8 Mean wind speed: 1.7 Number of uninterpretable hours: 8 LGS UFSAR CHAPTER 02 2.3-110 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEED RANGES (mph) GT. 4.0 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 15 0.1 1 0.0 0 0.0 0 0.0 0 0.0 0 0.0 16 0.1 45.0 24 0.1 1 0.0 0 0.0 0 0.0 0 0.0 0 0.0 25 0.1 67.5 40 0.2 4 0.0 0 0.0 0 0.0 0 0.0 0 0.0 44 0.2 90.0 41 0.2 2 0.0 0 0.0 0 0.0 0 0.0 0 0.0 43 0.2 112.5 25 0.1 1 0.0 0 0.0 0 0.0 0 0.0 0 0.0 26 0.1 135.0 23 0.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 23 0.1 157.5 11 0.0 1 0.0 0 0.0 0 0.0 0 0.0 0 0.0 12 0.1 188.0 8 0.0 3 0.0 0 0.0 0 0.0 0 0.0 0 0.0 11 0.0 205.5 7 0.0 1 0.0 0 0.0 0 0.0 0 0.0 0 0.0 8 0.0 225.0 8 0.0 1 0.0 0 0.0 0 0.0 0 0.0 0 0.0 9 0.0 247.5 17 0.1 1 0.0 0 0.0 0 0.0 0 0.0 0 0.0 18 0.1 270.0 44 0.2 5 0.0 0 0.0 0 0.0 0 0.0 0 0.0 49 0.2 292.5 65 0.3 10 0.0 3 0.0 0 0.0 0 0.0 0 0.0 78 0.3 315.0 43 0.2 10 0.0 0 0.0 0 0.0 0 0.0 0 0.0 53 0.2 337.5 26 0.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 26 0.1 360.0 21 0.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 21 0.1 418/ 1.8 41/ 0.0 3/ 0.0 0/ 0.0 0/ 0.0 0/ 0.0 462/ 1.9 Mean wind speed: 2.1 Number of uninterpretable hours: 4 LGS UFSAR CHAPTER 02 2.3-111 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEED RANGES (mph) ALL STABILITIES 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 419 1.8 327 1.4 109. 0.5 36 0.2 1. 0.0 0 0.0 892 3.9 45.0 449 2.0 311 1.4 108 0.5 8 0.0 2 0.0 1 0.0 879 3.9 67.5 624 2.7 489 2.1 207 0.9 47 0.2 9 0.0 6 0.0 1382 6.1 90.0 794 3.5 688 3.0 295 1.3 63 0.3 2 0.0 0 0.0 1842 8.1 112.5 526 2.3 384 1.7 150 0.7 20 0.1 1 0.0 0 0.0 1081 4.7 135.0 509 2.2 335 1.5 87 0.4 19 0.1 0 0.0 0 0.0 950 4.2 157.5 538 2.4 415 1.8 114 0.5 20 0.1 5 0.0 0 0.0 1092 4.8 180.0 640 2.8 576 2.5 267 1.2 28 0.1 4 0.0 0 0.0 1515 6.6 202.5 490 2.1 439 1.9 301 1.3 98 0.4 6 0.0 0 0.0 1334 6.1 225.0 426 1.9 295 1.3 171 0.7 48 0.2 4 0.0 1 0.0 945 4.1 247.5 474 2.1 366 1.6 211 0.9 57 0.2 5 0.0 1 0.0 1114 4.9 270.0 616 2.7 533 2.3 388 1.7 213 0.9 70 0.3 28 0.1 1848 8.1 292.5 756 3.3 907 4.0 829 3.6 553 2.4 166 0.7 30 0.1 3241 14.1 315.0 618 2.7 598 2.3 526 2.3 443 1.9 97 0.4 4 0.0 2286 10.0 337.5 477 2.1 328 1.4 331 1.5 150 0.7 18 0.1 1 0.0 1305 5.7 360.0 459 2.0 405 1.8 202 0.9 41 0.2 1 0.0 0 0.0 1103 4.9 8815/38.6 7396/32.3 4296/18.9 1844/ 8.0 391/ 1.5 72/ 0.3 22814/100.2 Mean wind speed: 5.9 Total number of uninterpretable hours: 47 Total number of calm hours: 2570, Percent: 11.3 LGS UFSAR CHAPTER 02 2.3-112 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) SPEED RANGES (mph) DIRECTION vs. SPEED 0-3 4-7 8-12 13-18 19-23 24+ ALL SPEEDS DIRECTION SUM % SUM % SUM % SUM % SUM % SUM % SUM % 22.5 431 1.8 334 1.4 113 0.5 37 0.5 2 0.0 0 0.0 917 3.8 45.0 459 1.9 334 1.4 113 0.5 8 0.0 2 0.0 1 0.0 917 3.8 67.5 642 2.6 507 2.1 211 0.9 47 0.2 9 0.0 6 0.0 1422 5.9 90.0 838 3.5 713 2.9 306 1.3 63 0.3 2 0.0 0 0.0 1922 7.9 112.5 556 2.3 413 1.7 160 0.7 20 0.1 2 0.0 0 0.0 1150 4.7 135.0 547 2.3 370 1.5 94 0.4 19 0.1 0 0.0 0 0.0 1030 4.2 157.5 563 2.3 442 1.8 122 0.5 21 0.1 5 0.0 0 0.0 1153 4.8 180.0 699 2.9 646 2.7 280 1.2 28 0.1 4 0.0 0 0.0 1657 6.8 202.5 549 2.3 490 2.0 326 1.3 98 0.4 6. 0.0 0 0.0 1469 6.1 225.0 481 2.1 346 1.4 182 0.8 49 0.2 5 0.0 1 0.0 1064 4.4 247.5 520 2.1 420 1.7 231 1.0 57 0.2 5 0.0 1 0.1 1234 5.1 270.0 663 2.7 594 2.5 417 1.7 217 0.9 71 0.3 28 0.1 1990 8.2 292.5 813 3.4 968 4.0 851 3.5 564 2.3 171 0.7 31 0.0 3398 14.0 315.0 673 2.8 647 2.7 545 2.2 468 1.9 101 0.4 6 0.0 2440 10.1 337.5 495 2.0 337 1.4 335 1.4 152 0.6 18 0.1 1 0.0 1336 5.5 360.0 471 1.9 415 1.7 206 0.8 42 0.2 1 0.0 0 0.0 1135 4.7 9400/38.8 7976/32.9 4492/18.7 1890/ 7.8 403/ 1.5 75/ .2 24234/ 87.4 LGS UFSAR CHAPTER 02 2.3-113 REV. 14, SEPTEMBER 2008 Table 2.3.4-2 (Cont'd) Mean wind speed: 5.8 Total number of uninterpretable hours: 55 Total number of calm hours: 2570, Percent: 10.6 Missing speeds: 1364 Percent: 5.6 Missing directions: 1586 Percent: 6.5 ____________________ (1) Period of data: 1/72 - 12/74, data taken at 30 ft level (2) The information in this Table is for historical purposes only _______________________________________________________________________________________________________________________ LGS UFSAR CHAPTER 02 2.3-114 REV. 14, SEPTEMBER 2008 Table 2.3.4-3 LGS EFFECTIVE PROBABILITY LEVELS(1)(2) SECTOR CONSERVATIVE (5%) REALISTIC (50%) SSW 8.0 80.0 SW 8.1 81.0 WSW 5.2 52.0 W 3.9 39.0 WNW 6.6 66.0 NW 7.5 75.0 NNW 6.5 65.0 N 4.7 47.0 NNE 5.3 53.0 NE 7.5 75.0 ENE 6.4 64.0 E 3.9 39.0 ESE 2.2 22.0 SE 3.1 31.0 SSE 5.5 55.0 S 6.4 64.0 __________________ (1) Calculated using 1972-1974 Tower 1 30 ft lapse rate wind distribution (2) Information in this Table is for historical purposes only LGS UFSAR CHAPTER 02 2.3-115 REV. 14, SEPTEMBER 2008 Table 2.3.4-4

SUMMARY

OF THE NORTH AND SOUTH STACKS MAXIMUM SECTOR AND 5% OVERALL SITE LIMIT X/Q VALUES AT THE EAB AND LPZ FOR REGULATORY POST-ACCIENT TIME PERIODS __________________________________________________________________________________________________________ RELEASE LOCATION X/Q PARAMETER (sec/m3) 0-2 hour 2-8 hour 8-24 hour 1-4 day 4-30 day EAB (731 m) North and South Stacks* Direction-Specific Max 3.18E-04 (ESE) 1.76E-04 (ESE) 1.31E-04 (ESE) 6.89E-05 (ESE) 2.74E-05 (ESE) Site Limit 2.79E-04 1.58E-04 1.19E-04 6.39E-05 2.63E-05 LPZ (2043 m) North and South Stacks* Direction-Specific Max 1.15E-04 (ESE) 5.79E-05 (ESE) 4.10E-05 (ESE) 1.95E-05 (ESE) 6.68E-06 (ESE) Site Limit 1.01E-04 5.18E-05 3.71E-05 1.81E-05 6.41E-06

• The same PAVAN results apply to the North and South Stacks individually.

LGS UFSAR CHAPTER 02 2.3-116 REV. 14, SEPTEMBER 2008 TABLE 2.3.4-5 LGS STABILITY AND WIND SPEED DISTRIBUTIONS(1) (1) Information in this Table is for historical purposes only. 1972-1974 1972-1976 Stability Freq. (%) Mean Speed (mph) Freq. (%) Mean Speed (mph) A 1.4 9.0 2.2 8.3 B 2.9 9.0 3.4 9.1 C 6.2 8.8 6.2 9.0 D 39.7 7.9 38.1 8.0 E 29.1 5.0 29.7 5.1 F 18.6 1.7 18.3 1.7 G 2.0 2.1 2.1 2.0 LGS UFSAR CHAPTER 02 2.3-117 REV. 18, SEPTEMBER 2016 Table 2.3.5-1 HISTORICAL ANNUAL X/Q - UNCORRECTED ___________________________________________________________________________________________________________________________________ SECTOR BEARING (DEGREES) DISTANCE NNE NE ENE E ESE SE SSE S METERS 22.5 45.0 67.5 90.0 112.5 135.0 157.5 180.0 762.00 3.609x10-7 6.291x10-7 4.214x10-7 1.411x10-7 793.00 3.001x10-7 2.111x10-7 2.220x10-7 3.486x10-7 6.110x10-7 3.979x10-7 1.367x10-7 800.00 2.972x10-7 2.091x10-7 2.197x10-7 3.449x10-7 6.050x10-7 3.941x10-7 1.358x10-7 854.00 2.713x10-7 1.959x10-7 2.035x10-7 3.182x10-7 5.613x10-7 3.708x10-7 1.286x10-7 884.00 2.611x10-7 1.874x10-7 1.963x10-7 3.047x10-7 5.366x10-7 3.593x10-7 1.270x10-7 900.00 2.528x10-7 1.836x10-7 1.920x10-7 2.978x10-7 5.205x10-7 3.578x10-7 1.272x10-7 1000.00 2.226x10-7 1.583x10-7 1.697x10-7 2.442x10-7 4.644x10-7 3.251x10-7 1.149x10-7 1006.00 2.211x10-7 1.572x10-7 1.708x10-7 2.589x10-7 4.884x10-7 3.394x10-7 1.267x10-7 1.142x10-7 1200.00 1.780x10-7 1.276x10-7 1.344x10-7 2.034x10-7 3.914x10-7 2.679x10-7 1.096x10-7 9.466x10-8 1400.00 1.469x10-7 1.050x10-7 1.078x10-7 1.630x10-7 3.153x10-7 2.136x10-7 8.917x10-8 7.913x10-8 1600.00 1.242x10-7 8.692x10-8 8.841x10-8 1.335x10-7 2.594x10-7 1.773x10-7 7.569x10-8 6.704x10-8 1800.00 1.059x10-7 7.457x10-8 7.379x10-8 1.114x10-7 2.173x10-7 1.484x10-7 6.360x10-8 5.802x10-8 2000.00 9.004x10-8 6.419x10-8 6.254x10-8 9.436x10-8 1.847x10-7 1.262x10-7 5.420x10-8 5.063x10-8 2200.00 7.750x10-8 5.531x10-8 5.373x10-8 8.098x10-8 1.599x10-7 1.086x10-7 4.674x10-8 4.417x10-8 2400.00 6.746x10-8 4.832x10-8 4.674x10-8 7.031x10-8 1.391x10-7 9.447x10-8 4.073x10-8 3.886x10-8 2600.00 5.934x10-8 4.278x10-8 4.114x10-8 6.169x10-8 1.221x10-7 8.298x10-8 3.581x10-8 3.444x10-8 2800.00 5.273x10-8 3.839x10-8 3.663x10-8 5.465x10-8 1.082x10-7 7.350x10-8 3.175x10-8 3.073x10-8 3000.00 4.730x10-8 3.491x10-8 3.300x10-8 4.888x10-8 9.659x10-8 6.559x10-8 2.835x10-8 2.760x10-8 3200.00 4.284x10-8 3.217x10-8 3.098x10-8 4.454x10-8 8.689x10-8 5.893x10-8 2.548x10-8 2.551x10-8 3400.00 3.916x10-8 3.002x10-8 2.881x10-8 4.072x10-8 7.935x10-8 5.327x10-8 2.304x10-8 2.311x10-8 3600.00 3.726x10-8 2.836x10-8 2.892x10-8 4.063x10-8 7.255x10-8 4.844x10-8 2.094x10-8 2.133x10-8 3800.00 6.847x10-8 2.709x10-8 3.056x10-8 3.857x10-8 6.682x10-8 4.429x10-8 2.119x10-8 1.991x10-8 4000.00 2.659x10-7 7.774x10-8 3.873x10-8 3.699x10-8 6.200x10-8 4.089x10-8 3.021x10-8 1.838x10-8 4300.00 2.378x10-7 7.581x10-8 3.852x10-8 3.532x10-8 5.617x10-8 3.646x10-8 2.982x10-8 1.889x10-8 4600.00 2.141x10-7 7.371x10-8 3.840x10-8 3.427x10-8 5.169x10-8 3.291x10-8 2.962x10-8 1.788x10-8 4900.00 1.938x10-7 7.149x10-8 3.828x10-8 3.365x10-8 4.826x10-8 3.006x10-8 2.950x10-8 1.718x10-8 5200.00 1.764x10-7 6.919x10-8 3.812x10-8 3.331x10-8 4.565x10-8 2.780x10-8 2.942x10-8 1.671x10-8 5500.00 1.653x10-7 6.685x10-8 3.788x10-8 3.315x10-8 4.368x10-8 2.600x10-8 2.931x10-8 1.642x10-8 5800.00 1.516x10-7 1.244x10-7 3.757x10-8 3.309x10-8 4.219x10-8 2.458x10-8 2.917x10-8 2.574x10-8 6100.00 1.395x10-7 1.228x10-7 3.718x10-8 3.308x10-8 4.107x10-8 2.346x10-8 2.899x10-8 3.282x10-8 6400.00 1.289x10-7 1.136x10-7 5.750x10-8 3.307x10-8 4.372x10-8 2.260x10-8 2.875x10-8 3.239x10-8 6700.00 1.195x10-7 1.055x10-7 5.546x10-8 3.306x10-8 4.738x10-8 2.193x10-8 2.846x10-8 3.190x10-8 7000.00 1.111x10-7 9.824x10-8 5.348x10-8 3.301x10-8 5.183x10-8 2.142x10-8 2.812x10-8 3.138x10-8 7300.00 1.036x10-7 9.173x10-8 6.226x10-8 3.292x10-8 6.287x10-8 2.103x10-8 3.778x10-8 3.081x10-8 7600.00 9.691x10-8 8.588x10-8 5.944x10-8 3.279x10-8 7.550x10-8 2.074x10-8 4.380x10-8 3.022x10-8 Note: Data calculated in Table 2.3.5-1 is based on three sources (Turbine Enclosure vent, Units 1 and 2 Reactor Enclosure vents) treated as a single source originating from one point located midway between the three locations. LGS UFSAR CHAPTER 02 2.3-118 REV. 18, SEPTEMBER 2016 Table 2.3.5-1 (Cont'd) SECTOR BEARING (DEGREES) DISTANCE NNE NE ENE E ESE SE SSE S METERS 22.5 45.0 67.5 90.0 112.5 135.0 157.5 180.0 7900.00 9.085x10-8 8.059x10-8 7.968x10-8 4.906x10-8 7.400x10-8 2.419x10-8 4.223x10-8 2.961x10-8 8200.00 8.537x10-8 7.579x10-8 7.494x10-8 4.803x10-8 7.248x10-8 2.633x10-8 4.071x10-8 2.898x10-8 8500.00 8.039x10-8 7.143x10-8 7.167x10-8 4.698x10-8 7.094x10-8 2.622x10-8 3.925x10-8 2.834x10-8 8800.00 7.585x10-8 6.745x10-8 6.763x10-8 4.593x10-8 6.939x10-8 6.262x10-8 3.785x10-8 5.850x10-8 12073.00 4.454x10-8 3.982x10-8 3.974x10-8 3.512x10-8 8.582x10-8 4.758x10-8 3.519x10-8 3.509x10-8 16098.00 2.734x10-8 2.453x10-8 2.442x10-8 2.542x10-8 5.403x10-8 3.275x10-8 2.162x10-8 2.156x10-8 24146.00 1.370x10-8 1.234x10-8 1.225x10-8 1.477x10-8 2.770x10-8 1.884x10-8 1.085x10-8 1.081x10-8 32195.00 8.381x10-9 7.558x10-9 7.495x10-9 1.080x10-8 1.711x10-8 1.272x10-8 6.639x10-9 6.617x10-9 40244.00 5.720x10-9 5.164x10-9 5.118x10-9 7.409x10-9 1.174x10-8 8.693x10-9 4.534x10-9 4.518x10-9 48293.00 4.186x10-9 3.782x10-9 3.747x10-9 5.439x10-9 8.624x10-9 6.365x10-9 3.319x10-9 3.307x10-9 56342.00 3.214x10-9 2.908x10-9 2.878x10-9 4.185x10-9 6.638x10-9 4.890x10-9 2.549x10-9 2.540x10-9 64390.00 2.557x10-9 2.314x10-9 2.290x10-9 3.334x10-9 5.289x10-9 3.891x10-9 2.028x10-9 2.021x10-9 72439.00 2.089x10-9 1.891x10-9 1.871x10-9 2.728x10-9 4.328x10-9 3.181x10-9 1.658x10-9 1.652x10-9 80488.00 1.744x10-9 1.579x10-9 1.562x10-9 2.279x10-9 3.616x10-9 2.656x10-9 1.384x10-9 1.379x10-9 LGS UFSAR CHAPTER 02 2.3-119 REV. 18, SEPTEMBER 2016 Table 2.3.5-1 (Cont'd) SECTOR BEARING (DEGREES) DISTANCE SSW SW WSW W WNW NW NNW N METERS 202.5 225.0 247.5 270.0 292.5 315.0 337.5 360.0 762.00 1.125x10-7 1.213x10-7 793.00 1.090x10-7 1.173x10-7 1.175x10-7 800.00 1.082x10-7 1.164x10-7 1.166x10-7 854.00 1.024x10-7 1.259x10-7 1.797x10-7 1.109x10-7 1.103x10-7 884.00 9.924x10-8 9.285x10-8 1.246x10-7 1.743x10-7 1.092x10-7 1.069x10-7 1.572x10-7 2.680x10-9 900.00 9.762x10-8 9.255x10-8 1.242x10-7 1.726x10-7 1.075x10-7 1.051x10-7 1.628x10-7 2.614x10-7 1000.00 8.815x10-8 8.505x10-8 1.128x10-7 1.564x10-7 9.830x10-8 1.007x10-7 1.447x10-7 2.378x10-7 1006.00 8.904x10-8 8.664x10-8 1.142x10-7 1.575x10-7 1.004x10-7 1.001x10-7 1.437x10-7 2.362x10-7 1200.00 7.555x10-8 7.203x10-8 9.601x10-8 1.326x10-7 8.233x10-8 8.161x10-8 1.162x10-7 1.923x10-7 1400.00 6.391x10-8 6.084x10-8 7.992x10-8 1.139x10-7 6.808x10-8 6.720x10-8 9.513x10-8 1.585x10-7 1600.00 5.497x10-8 5.249x10-8 6.746x10-8 1.004x10-7 5.711x10-8 5.619x10-8 7.920x10-8 1.340x10-7 1800.00 4.661x10-8 4.491x10-8 5.765x10-8 8.764x10-8 4.853x10-8 4.860x10-8 6.797x10-8 1.144x10-7 2000.00 4.140x10-8 3.879x10-8 5.259x10-8 7.606x10-8 4.173x10-8 4.166x10-8 5.803x10-8 9.798x10-8 2200.00 3.577x10-8 3.353x10-8 4.558x10-8 6.833x10-8 3.624x10-8 3.603x10-8 5.011x10-8 8.479x10-8 2400.00 3.122x10-8 2.927x10-8 4.019x10-8 6.013x10-8 3.226x10-8 3.148x10-8 4.372x10-8 7.408x10-8 2600.00 2.748x10-8 2.578x10-8 3.543x10-8 5.332x10-8 2.860x10-8 2.774x10-8 3.849x10-8 6.527x10-8 2800.00 2.439x10-8 2.288x10-8 3.148x10-8 4.760x10-8 2.541x10-8 2.464x10-8 3.438x10-8 5.826x10-8 3000.00 2.201x10-8 2.046x10-8 2.818x10-8 4.276x10-8 2.273x10-8 2.204x10-8 3.080x10-8 5.212x10-8 3200.00 1.980x10-8 1.841x10-8 2.538x10-8 3.917x10-8 2.046x10-8 1.984x10-8 2.782x10-8 4.695x10-8 3400.00 1.825x10-8 1.691x10-8 2.302x10-8 3.557x10-8 1.852x10-8 1.797x10-8 2.534x10-8 4.259x10-8 3600.00 1.673x10-8 1.545x10-8 2.100x10-8 3.247x10-8 1.685x10-8 1.637x10-8 2.328x10-8 4.088x10-8 3800.00 1.545x10-8 1.422x10-8 1.928x10-8 2.981x10-8 1.541x10-8 1.500x10-8 2.156x10-8 4.162x10-8 4000.00 1.546x10-8 1.441x10-8 1.790x10-8 2.785x10-8 1.424x10-8 1.391x10-8 2.082x10-8 3.974x10-8 4300.00 1.445x10-8 1.344x10-8 1.683x10-8 2.732x10-8 1.266x10-8 1.248x10-8 5.400x10-8 5.744x10-8 4600.00 1.644x10-8 1.277x10-8 1.741x10-8 2.554x10-8 1.139x10-8 1.137x10-8 1.250x10-7 1.981x10-7 4900.00 2.085x10-8 1.233x10-8 2.016x10-8 2.424x10-8 1.112x10-8 1.298x10-8 1.574x10-7 2.298x10-7 5200.00 2.091x10-8 1.206x10-8 5.689x10-8 3.050x10-8 1.047x10-8 1.274x10-8 1.443x10-7 2.087x10-7 5500.00 3.165x10-8 2.185x10-8 7.434x10-8 3.019x10-8 9.991x10-9 1.266x10-8 1.328x10-9 1.905x10-7 5800.00 7.095x10-8 2.487x10-8 7.062x10-8 2.998x10-8 9.656x10-9 2.788x10-8 1.226x10-7 1.746x10-7 6100.00 8.894x10-8 5.539x10-8 6.712x10-8 2.983x10-8 9.432x10-9 5.957x10-8 1.239x10-7 1.607x10-7 6400.00 8.250x10-8 6.102x10-8 6.382x10-8 5.895x10-8 9.295x10-9 8.396x10-8 1.145x10-7 1.485x10-7 6700.00 7.675x10-8 5.743x10-8 6.072x10-8 1.320x10-7 9.225x10-9 9.620x10-8 1.062x10-7 1.376x10-7 7000.00 7.161x10-8 5.723x10-8 5.781x10-8 1.227x10-7 9.204x10-9 9.624x10-8 9.875x10-8 1.280x10-7 7300.00 6.698x10-8 6.264x10-8 5.508x10-8 1.145x10-7 9.220x10-9 8.979x10-8 9.212x10-8 1.194x10-7 7600.00 6.281x10-8 5.861x10-8 6.745x10-8 1.071x10-7 9.261x10-9 8.400x10-8 8.616x10-8 1.116x10-7 7900.00 5.903x10-8 5.497x10-8 6.879x10-8 1.004x10-7 9.318x10-9 7.877x10-8 8.079x10-8 1.047x10-7 8200.00 5.559x10-8 5.167x10-8 6.569x10-8 9.434x10-8 9.384x10-9 7.404x10-8 7.593x10-8 9.835x10-8 8500.00 5.245x10-8 4.867x10-8 6.187x10-8 8.885x10-8 9.453x10-9 6.974x10-8 7.151x10-8 9.261x10-8 8800.00 5.135x10-8 4.610x10-8 5.839x10-8 8.386x10-8 5.645x10-9 6.582x10-8 6.749x10-8 8.738x10-8 12073.00 3.019x10-8 2.710x10-8 3.431x10-8 4.927x10-8 3.489x10-9 3.874x10-8 3.968x10-8 5.131x10-8 LGS UFSAR CHAPTER 02 2.3-120 REV. 18, SEPTEMBER 2016 Table 2.3.5-1 (Cont'd) SECTOR BEARING (DEGREES) DISTANCE SSW SW WSW W WNW NW NNW N METERS 202.5 225.0 247.5 270.0 292.5 315.0 337.5 360.0 16098.00 1.855x10-8 1.665x10-8 2.108x10-8 3.027x10-8 2.145x10-9 2.383x10-8 2.439x10-8 3.150x10-8 24146.00 9.310x10-9 8.355x10-9 1.057x10-8 1.518x10-8 1.077x10-9 1.197x10-8 1.224x10-8 1.579x10-8 32195.00 5.698x10-9 5.114x10-9 6.470x10-9 9.290x10-9 6.596x10-9 7.331x10-9 7.490x10-9 9.654x10-9 40244.00 3.892x10-9 3.492x10-9 4.418x10-9 6.343x10-9 4.506x10-9 5.009x10-9 5.115x10-9 6.589x10-9 48293.00 2.850x10-9 2.557x10-9 3.234x10-9 4.644x10-9 3.300x10-9 3.669x10-9 3.745x10-9 4.822x10-9 56342.00 2.189x10-9 1.964x10-9 2.484x10-9 3.567x10-9 2.536x10-9 2.819x10-9 2.877x10-9 3.703x10-9 64390.00 1.742x10-9 1.563x10-9 1.977x10-9 2.838x10-9 2.018x10-9 2.244x10-9 2.289x10-9 2.945x10-9 72439.00 1.424x10-9 1.277x10-9 1.616x10-9 2.319x10-9 1.650x10-9 1.835x10-9 1.871x10-9 2.407x10-9 80488.00 1.189x10-9 1.066x10-9 1.349x10-9 1.936x10-9 1.378x10-9 1.532x10-9 1.562x10-9 2.009x10-9 ___________________________________________________________________________________________________________________________________ LGS UFSAR CHAPTER 02 2.3-121 REV. 13, SEPTEMBER 2006 Table 2.3.5-2 LGS VENT PARAMETERS PARAMETER REACTOR ENCLOSURE VENT TURBINE ENCLOSURE VENT COMPOSITE VENT Vent diameter (m) 3.4 5.3 4.7 Exit velocity (m/sec) 11.9 9.7 10.4 Volumetric flow rate (m3/sec) 110.5 216.4 181.0

fJ CHAMBERSBURG I v NEW YORK " NEW BU A GH I / ;> I :;z: NEW BRUNSWICK NEW \) 91 .}Ji! \.' _,*Ii ( i' JERSEY ? 11 7 ;! jj ' 11 s}I CITY 1 DELAWARE I ATLANTIC OCEAN MLLES 10 0 10 20 30 4() LIMERICK GENERATING STATION UNITS 1ANO2 FINAL SAFETY ANALYSIS REPORT SITE LOCATION MAP FIGURE 2.M NOTE: THIS FIGURE IS BASED ON THE U.S. GEOLOGICAL SURVEY MAPS OF POTTSTOWN, PA. (PHOTO REVISED 1973), AND PHOENIXVILLE, PA. (PHOTO REVISED 1983). LIMERICK GENERATING STATION UNITS 1AND2 FINAL SAFETY ANALYSIS REPORT GENERAL SITE AREA MAP FIGURE 2.1*2 REV. 52, 06/88 NOTE: THIS FIGURE IS BASED ON THE U.S. GEOLOGICAL SURVEY MAP OF PHOENIXVILLE, PA. (PHOTO REVISED 1983). LIMERICK GENERATING STATION UNITS 1AND2 FINAL SAFETY ANALYSIS REPORT SITE PLAN FIGURE 2.1-3 REV. 52, 06/88 I J I I I :0 m < Oil' 0 -.J *--. 00 N ::0 -0 m r* Z m""tln )>r -(/) 0 "'ti m-1 )> "'ti -o r or,, -.'Jl> )> Z*7,... ..... **-'.:..! cnl>r "Tl z :::j QO< :xJ z Vi m0-4 ,, ::0 :rJ r ..... n c ..... -4 mr c: z :l'J -I f'l'l Vi en SWlTCHYARD "Tl r-z i )> m r-:xi (I) 0 )> c"' ;:::: ! Ci) -I -t m -( (I) z )> .... m z > :D :J>. z > r-0 -( N z I.fl C> (ii en -t > -I ::J:I m ,, 0 :l'1 -I 0 z 0 HYDROGEN ENCLOSLIRE RAOWASTL* ENCLOSURE Sl'FIAY PONO COOLING TOWER UNIT 1 L COOL ING TOWE A UNIT2 WATER TREATMENT TECHNICAL SUPPORT CENTER BUILDING IT TURBINE ENCLOSIJRE I TURBINE ENCLOSURE UNIT 1 UNIT 2 7 , . // NORMAL. RELEASE POINTS PA STAT( COORDINATES, SOUTH lON( llN FEETL ELEVA.TIONS (FEET MSLI @ @ @ © @ 0 TURBINE ENCLOSUFIE VENT (NORTH STACK! N 331,932 E 2.603. 786.5 ELEVATION 416 TWO HVAC VENTS FOR REACTOR ENCLOSURES N 331.782 E 2,603,786.5 ELEVATION 416 HOT MAlNT[NANCE SHOf> HVAC N 331.860 E 2.603.950 ELEVATION 416 THREE STACKS FOR AUXILIARY BOILERS N 331 862.!:i E 2.603,962 5 EL(VATION 423 FIGHT STACKS FOR Ol(S[L GENERATORS N 331.700 E 2,603,786.5 EL(VATION 253 WATEA VAPOR/DRIFT TWO COOLING *OWERS N 332,798 E 2 ,603.4 74.5 E 2,604,158.5 ELEVATION 764.5 SCHUYLKILL RIVER DIFFUSER DISCHARGE N 330.311 E 2,603,021 ELEVATION 104 PLANT !'ARKING t N. I I \ ' 25' 75' :?00' 400' \ \ \ ' HOLDING \ POND .............. \ ' \ ' ' \ ' I SLOWDOWN WATER PIPING SCHIJYL KILL RIVER NSij I I :1 o* so* 1 oo* 300* E 0 (' K / I (' A 1-; R N A R V 0 N I 1 HEREF OCKLAND I I s T R I c T I 0 L E y I I I I I EARL I ', ...., -, _,... _""'1!:.""'Brto ... r.-_/ t: N I w L F 0 R n ' r 1**u.-a-i<ii"""-Lf " '. W E S T Wt: R II F 0 R I> TO BEDMINSTER < e, o_uBUt.l ; I I I I I I ' 'Wi'l<'"(l.0''

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• , EXCLUSION AREA BOUNDARY 731 METERS ESE SECTOR 'tL----coNSERVATIVE ASSESSMENT Xia* 2.9 )( 10""4 1* . ,, ,, . !r' REALISTIC ASSESSMENT X/a .. 1.2 x 10""4 ' ' . ' *, . ' . ' ' ' *' ' ... , ,. ' . ' " *> ' 0.01 0.050.10.2 0.5 1 2 5 10 20 30 40 50 60 70 80 90 95 98 99 99.8 99.7 99.99 PERCENT OR PERCENT OF TIME VALUE IS EQUALED OR EXCEEDED LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT REV. 14, 09/08 10..4 LPZ 2043 METERS ESE SECTOR 10"' 0.01 IUl5 0.1 0.2 0.5 1 2 5 10 20 30 40 50 80 70 80 90 96 98 99 99.8 99.9 99.99 itERCENT OF TIME VALUE IS EQUALED OR EXCEEDED LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT CUMULA TVE PROBABILITY DISTRIBUTION OF FOR BOUNDARY FIGURE 2.3.4*2 REV. 14, 09/08 10-5 -\ u I )( 1cr8 2 EXCLUSION AREA BOUNDARY 731 METERS ESE SECTOR
• 11 72 *-TIME lltERIOD FOLLOWING POITULATED ACCIDENT (HOURS) jNOTE: Information in this figure is for historical purposes only. I LIMERICK GENERATING STATION UNITS 1 AN02 UPDATED FINAL SAFETY ANALYSIS REPORT ACCIDENT XJQ VALUE FOR RELEASE PERIODS GREATER THAN 2 HOURS AT THE EXCLUSION AREA BOUNDARY FIGURE 2.3.4-3 REV. 14, 09/08 10-4 10*6 l <J c ...... >< 10-8 2 LPZ 2043 METERS ESE SECTOR I 18 72 124 TIME PERIOD FOLLOWING P'OITULATEO ACCIDENT (HOURS) jNOTE: Information is this figure is for historica l purposes only. I LIMERICK GENERATING STATION UNITS 1ANO2 UPDATED FINAL SAFETY ANALYSIS REPORT ACC I DENT XJQ VALUE FOR RELEASE PER I ODS GREATER THAN 2 HOURS AT THE LPZ BOUNDARY FIGURE 2.3.4-4 REV. 14, 09/08 ' I
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§rn * * * ** . . ... ' .. . .. . .. .... ... -"' ...... '"':***:---***--.* .. -------* NOTE: THIS DRAWING ONLY SHOWS POWER PLANT BUILDINGS, AUXILIARY BUILDINGS NEEDED TO GENERATE ELECTRICITY, AND SUPPORT BUILDINGS ATTACHED TO THE POWER PLANT. COMMERCIAL OFFICES AND PARKING LOTS ARE NOT SHOWN. LIMERICK GENERATING STATION lMITS 1 ANO 2 UPDATED FINAL SAFETY ANALYSIS REPORT SITE PLAN FIGURE 2.4-1 Rev. 2 J uly/q2 , , ' COLUMBIA COUNTY ( * <-----NORTHUMBERLAND COUNTY ) < .,_ , / NOTES: , 1. COMPILED FROM INFORMATION FROM DELAWARE RIVER BASIN COMMISSION.

2. (.;\ INDICATES WATER SUPPLY POINT; SEE TABLES 2.4-4 AND 2.4-5 FOR IDENTIFICATION OF USERS. SCALE IN Ml LES 5 0 5 10 LEHIGH COUNTY \ l ---,,...,.,, -N-/l ............ _ l { ,/ I \ / / K \ ' """ \ MONTGOMERY

\, COUNTY ' CHESTER COUNTY , I , /DELAWARE COUNTY (1--1 PENNSYLVANIA I -' BUCKS COUNTY LOCATION MAP LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SCHUYKILL RIVER BASIN WATER USE FIGURE 2.4-2 I PA-424 PA-423 INDIAN RUN AUBURN _______ ....,. KERNSVILLE PA -4 78 ___________ BLUE MARSH ___ ___. FELIX GREEN HILLS KEY

• Storage dam -Run -of-river dam w Dam considered in seismic study v Future dam Adopted from Bull.4, Dpt. of Forest 8 Waters (Dpt. of Environmental Resources)

Commonwea Ith d PA. PA-422A PA-422 ----STILL CREEK TAMAQUA-I TAMAQUA -2 ONTELAUNEE BERNHART LIMERICK G.S.---,,.. 0 10 SCALE IN MILES LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SCHUYLKILL RIVER DAMS UPSTREAM FROM LIMERICK SITE FIGURE 2.4-3 .. -.. I --J I I j. SPRAY PONO LEGEND Oro*-qe areo cod* no. !d*scrll>.O in S.ct1011 z. 4. Z.. 3l J ... © Fl-. flow cl>ll*ction p0tnt no. Local dir*ction of rurtolf NOTES: 0 -SCAL.E IN FEET UllERICK GENERATING STIJION UNITS1AND2 -UPDATED FINAL SAFETY ANALYS1S REPORT INTENSE STORM SITE RUNOFF PATIERN: .GENERAL PLAN Rev 08 JV98 NB OOO LEGEND: Runoff CS.vide IN F k;1 2 4-.. ----FOi' edditk>nal ayrnbob Sff . . I /*******---.. -.. ---***----.. -i ------------. -i / _______..,-!... 2el> ' / '*---' -/__;:,-::.:::..-*- NERATING STATION 1 REPORT UPDATED FINAL SAFET_YA __ SITE RUNOFF INTENSE y POND AND PATTERN:GSTOWER AREAS COOLIN AGURE 2.4-5

d M.HIOT Max. E.G.L.* 262.7 El259.1 DETAIL 3 Ignored Flow Area (typ.) 263.0 / EL .--L--""" l---920*---l SECTION E-E' 0 40 80 ti 261.0 d 260.0 cri 259.0 258.0 Expandf!d Vertical Scale HORIZONTAL SCALE IN FEET DISTORTED SCALE V *!OH / 1.---"" / / 0 100 200 300 400 500 600 700 800 RATING CURVE -SECTION E-E' I-Q* 620 cfs FLOW (cfs) Collection Point C P-I .§:. Vicinity Normal depth for Q* 620cfs *4.4 I 3.0 0*620 cfs 0 DETAIL 4 20 40 60 SCALE IN FEET 246.0 245.0 {;; 244.0--<( > w _, w 243 0 242.0 10+30 PVC. Max W.S. upstream EGL EL . . 100' 11+30 PVI. SECTION c-c' 0 SCALE IN FEET 11 *56 LOWEST POINT 100' I-a.. w 0 <Expanded Vertical Scale N 246.0 ' Cl. u ti .J 245 0 w cri 3 244.0 0 20 1.0 O I 00 200 300 400 500 RATING CURVE -SECTION C-C' (Note' Assumes Normal Depth) Q* 620 cfs 200 400 600 800 FLOW (cfs) RATING CURVE -SECTION D -D' 12+30 PVT LIMERICK GENERATING STATION UNITS 1AND2 Collection Point CP-2 SECTION D-D' UPDATED FINAL SAFETY ANALYSIS REPORT 0 20 40 60 SCALE IN FEET 20 40 HORIZONTAL SCALE IN FEET DISTORTED SCALE*V*20H INTENSE STORM SITE RUNOFF PATTERN: SECTIONS ANO DETAILS (SHEET 1 OF 3) FIGURE 2.4-6 .... w w u.. "': z 0 ;:: <{ > w ..J w 260.00 255.00 250.00 245.00 240.00 236.00 0 (') . + Cll o"? -,.. ..... U(lj > a.: w '6' % CP 2 Q) IO 0 t-.., '; : -. 0 .... a.: .... Cll UCll ;!: > 0 ...J IL w ...J l.oJ SECTION A -A' Mox. W.S. EL. 245.5 Q

• 620 cfs COOLING TOWER ACCESS ROAD -DEVELOPED SECTION -----Showing Co 11 ection Points C P -1 and C P -2 (from Fig 24-5) HORIZONTAL SCALE IN FEET DISTORTED SCALE: V* SH Rood El 256.0 (crown) I f I Road Spray Pond Emergency Spi 1 lway Max. PMF W.S. El El 252.0 Normal W.S. El.251.0 SECTION 8-B' SPRAY POND EMERGENCY (From Fig. 2.4-5) SPILLWAY .... w w 265.00 u.. 260.00 "' z 0 .... <{ > w 255.00 ..J w 250.00 f Abandoned Road I Embankment 0
• I() 0 . (') I() * > -' a.: l.oJ Sonotogo Creek HORIZONTAL SCALE IN FEET DISTORTED SCALE: V*IOH -f Cll > . * ...J CL LoJ Z profile omitted / / / / < Q = 6811) cfs /El. 258.5 NOTE: Cooling Tower Unit 2 not shown I f Sym. Max. PMF. W.S. I r Crest El. ' * ' 30.0' 133.33' u v > > n: CL: SECTION 81 -B 1' I Mox. El. 262.7 I f Road I 264.0 El 253. 2 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT INTENSE STORM SITE RUNOFF PATTERN: SECTIONS AND DETAILS (SHEET 2 OF 3) FIGURE 2.4-6

.,. __ ..,. __ . lmEll LIMERICK OENEAATING STATION UNIT81ANO2 UPOATED FINAL SAFETY ANALYSIS REPOR1' INTENSE STORM SITE RUNOFF PATTERN: SECTIONS AND DETAILS (SHEET J OF 4) RGURE 2.4-6 Rev. 15. 09110 ... ma ..... .,. __ _ / . -_., / / N LIMIRICK QENEMTING STATION UNITS 1AND2 UPDATED FINA!. SAFETY ANALYSIS AEJIOAT INTENSE STORM SITE RUNOFF PATTERN: SECTIONS ANO DETAILS (SHEET 4 OF 4) RGURE2.4-& Rev. 15. 09110 10,000 300 2!SO ----200 c c > ., -;; a; E I SO * ..: 't IL 140 :I "' 130 : 0 120 I 10 10,000 100,000 I I I I I I I I I / I I I I I I I I 100,000 o From backwater study 0 From friction -slope -discharge relation ( Fig.2.4-13) I Discharge -cfs 1,000,000 I I I I I I 111111111 300 2SO ---.0 r.v -l.Y-200 .r.1 ? ,, -I SO I 140 130 120 I I I I I I II I I 11 I I I 10 1,000,000 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SCHUYLKILL RIVER DISCHARGE RATING CURVE AT LIMERICK SITE FIGURE 2.4-7 . COLUMBIA *COUNTY \ L-NORTHUMBERLAND COUNTY LEBANON NOTES: 1. COMPILED FROM MAPS OF THE COMMONWEAL TH OF PENNSYLVANIA, DEPARTMENT OF ENVIRONMENTAL (FORMEALY FORESTSANDWATERS)

2. :(i).....

INDICATES STREAM GAGING* STATION; SEE TABLE 2.4-9 CARBON COUNTY LEHIGH COUNTY SITE " I \ .,.., ) "-I c....-/ ( I I \ 'K ,, BUCKS (" ' \ ' MONTGOMERY \ .... ...._.._ COUNTY ' CHESTER COUNTY ELA WARE COUNTY I SC ALE IN Ml LES 0 5 10 I 5 ---------- \ I SCHUYLKILL ... JI ..... { COUNTY LOCATION MAP LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SCHUYLKILL RIVER BASIN FIGURE. 2.4-8 130 1\.../\ /'-v '--"" '\i......._ 10 15 l\r-\.r-, 20 25 30 35 40 50 55 60 1000'SOf FT. FROM SANATOGA NOTES' I PROFILE FROM SURVEY DATA TAKEN BY SANDERS ANO THOMAS, INC, THEIR DRAWING I OF I DATED 7/17/72, PROJECT NUMBER 3208. 2. ALL READINGS TAKEN ON EAST SIDE OF SCHUYLKILL RIVER. 3. ALL RAW DATA SHOWN. NO ATTEMPT MADE TO ADJUST FOR POSSIBLE HUMAN ERROR IN LOCATING HIGH WATER MARKS. (TOP OF OIL DEPOSIT WHERE VISIBLE) LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SCHUYLKILL RIVER HIGH WATER PROFILE FLOOD OF JUNE 22, 1972 FIGURE 2.4-9 0 0 "' "' 0 It) "' 0

• 0 "' rf') 0 U) N a:: "" -z -Q _. CX> ""' a:: l&J co I-"' z -"" IC) l&J 0 v z \ l&J a:: rf') a:: \ :l 0 l&J I\ a: N \ IC) ' -I\ ---0 0 0 0 0 0 0 0 -0 0 0 en CX> """' co It) v rf') N FLOW IN 1000 C.F.S. NOTES: LIMERICK GENERATING STATION UNITS 1AND2 BASED ON REGIONAL FLOOD -UPDATED FINAL SAFETY ANALYSIS REPORT FREQUENCY ANALYSIS PRESENTED IN USGS WATER SUPPLY PAPER SCHUYLKILL RIVER FLOOD 1672. DRAINAGE AREA EQUALS FREQUENCY AT POTTSTOWN, PA 1147 SQUARE MILES. FIGURE 2.4-10 CONTOUR INTERVAL 10 FEET DATUM IS MEAN SEA lEVEl NOTE: THIS ORAWING IS COMPOSED OF PORTIONS OF U.S.G.S TOPOGRAPH IC MAPS, 7.5 MINUTE SERIES, PENNSYLVANIA:

PHOENIXVILLE 1955 (REV. 1968) POTTSTOWN 1956 (REV. 1968) LIMERICK GENERATING STATION UNITS1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SCHUYLKILL RIVER BELOW POTTSTOWN, PA. BACKWATER SECTION LOCATION FIGURE U-11 APPROX. PLANT SITE 356,000 C.F.S. NOTES: I. BOTTOM SHOWN IS ASSUMED ELEV. OF EQUIVALENT RECTANGULAR MAIN CHANNEL SECTION (SEE TEXT). 2. WATER SURFACE ELEVATIONS SHOWN ARE FOR HIGH ASSUMED STARTING WATER SURFACE (SEE TEXT). LEGEND: U.C. DENOTES UPPER CHORD LC. DENOTES LOWER CHORD "UPPER AND LOWER CHORDS 11 REFER RESPECTIVELY TO THE TOP AND BOTTOM OF THE FLOW OBSTRUCTION PRESENTED BY THE BRIDGE STRUCTURE. z 0 fi . U.C. SANATOGA BR. 200,000 C.F.S 140 1&.1 99,000 C.F.S. U.C. LINFIELD HWY. BR. U.C. LINFI ELD R.R. BR. -LC. LINFIELD R.R. BR. l&J l&J u> cto 53,900 C.F.S. 11..m LC. SANATQGA BR. LC. LINFIELD HWY. BR. a: ct 28 000 C.F.S. Cl).,.: I&.. a: l&J ti 21,000 C.F.S. 0 2,000 4,000 6,000' 8,000 10,000 DISTANCE DOWNSTREAM FROM SANATOGA BRIDGE 12,()()(\' LIMERICK GENERATING STATION UNITS 1ANO2 UPDATED FINAL SAFETY ANALYSIS REPORT COMPUTED WATER SURFACE PROFILE AT LIMERICK SITE FIGURE 2.4-12 .. 2 )C iii .. CL c 0 t 20,000 100,000 l.S 2.0 -3.0 I -4.0 s.o 6.0 / / -10.0 20,000 100,000 o From backwater studiH -----Apparent Asymptote ( S= .000381 Best -Fit by eye trend I Used l Dischar9e -cfs 1,000,000 1,000,000 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT RELATION BETWEEN FRICTION SLOPE AND DISCHARE OF SCHUYLKILL RIVER AT LIMERICK SITE FIGURE 2.4-13 400 300 200 Blue Marsh Dom AJFWSD = 317. 5 38 36 34 32 30 28 26 24 River miles upstream of Limerick RIVER PROFILE SCHEMATIC 22 MILES CONTOUR INTERVAL 100 FEET DATUM IS MEAN SEA LEVEL LOCATION MAP-FEATURES OF DAM FAILURE STUDY 20 Ontelaunee Dom ';! FWSD = 304. 2 Maiden Creek Dom 'V' FWSD= 397.5 400 300 .... cu cu LL I z 0 Plant grade El. 216.5l > UJ _J 18 16 14 12 10 Birdsboro Section 0 1000 3000 5000 8 7000 Standard Project -Flood 250,000cfs 6 4 2 9000 CROSS-SECTION OF SCHUYLKILL RIVER AT LIMERICK SITE UJ 200 100 Limerick Generating Station EXPLANATION: \7 FWSD = Water surface elevation at time of failure. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT FLOODS DUE TO DAM FAILURE RIVER PROFILE AND DAM LOCATION MAP FIGURE 2.4-14 214 *PS EXPLANATION OBSERVATION WELL WITH ELEVATION OF WATER LEVEL IN FEET. v '-.... "-. POTENTIOMETRIC CONTOURS IN FEET. NOTE: WELLS DESTROYED DURING CONSTRUCTION, SEE UFSAR TASLE 2.4-21 0 200 400 600 800 1000 -------SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 ( UPDATED FINAL SAFETY ANALYSIS REPORT OBSERVATION WELLS AND POTENTIOMETRIC CONTOURS OF WATER TABLE, MAY 25, 1979 (sHEET10F2) FIGURE 2.4-15 ......

• P6

__.,'1,. 0 200 400 600 800 1000 -------EX p LANATION SCALE. IN FEET OBSERVATION WELL WITH ELEVATION OF WATER LEVEL IN FEET

• POTENTIOMETRIC CONTOURS IN FEET LIMERICK GENERATING STATION UNITS 1 °JiND Z UPDATED FINAL SAFETY ANALYSIS REPORT OBSERVATION WELLS AND POTENTIOMETRIC CONTOURS OF WATER TABLE --MAY 31, 1988 ( SH.E.ET 2 o F 2) FIGURE 2.4-15 (

EXPLANATION Public Ground Water Supplier Referencts: Biesecker, J.E. Lescinsky, J.B. and Wood, C.R., 1968 "water R11ourcts of the Schuylkill River Ba1in 11 1 Water R11ourc11 Bulletin No. 3, Department of Forest and Waters, Harrisburg, Pennsylvania. Hammer, P., 1976, "Water Service Plan 11 1 Montgomery County Planning Commissioa, Court House, Mortistown, PA. 0 10 20 SCALE IN MILES LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT PUBLIC GROUND WATER SUPPLIERS WITHIN 20 MILES OF THE SITE FIGURE 2.4-16

Reference:

LGS PSAR Figure 2.4. 2 2500 **--. . . ----SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GROUND WATER USERS WITHIN ONE MILE OF THE SITE FIGURE 2.4-17 HYDlltOQlll:APH or M:ll P-1 19 79 Hl'DllOllllAPH or IELL P-l ---. of ot.fvmtion wls, -1 . **Fiture 2. destroyed Miit P1, P2 Ind P4-. 2. GENERATING STATION LIMERICKUNITS 1 AND .:ALYSIS REPORT UPDATED FINAL I

REA) (SPRAY PON (SHEET 1 OF 3) FIGURE 2.4-18 ----------

i I -. -----+--_______ .,. __ I'. I'" ---*----------------------*--------------' i --I -I -***-+----- P-9 I: .--,-----*-

---

I

! __ i ____ L_ _ J __ i___;_ I i I I I yv\ I ! -+--1-_ _J__ I _ __1 SP-2___,___2_ 1974 1'175 IB76 9 *1 1 ' 1980 1n1 1>s2 1B3 ,R4 ,,es 195" , a I *-----*-------------------------

---

---

* ----------------------------'

H'tOllOGllN'lf Of *LL Sl'-'13 --

---

---

---

'

19 74 19 n 1. Few 1ocat1oM of obMnlrtloft ..els, -*FifunU*15" 2. dlltroY.t durinv J. WILL,, WAI Ail"MtOllllll. r----L-IM_E_R-IC"i-K-G-E.-N-E-RA_T_l_N_G_S_T_A_T_IO_N __ .... llYlll!OOllN'H Of *LL P-11 UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT HYDROGRAPHS OF OBSERVATION WELLS (SPRAY POND AREA) (SHEET 2 OF 3) FIGURE 2.4-18 <( > 1979 1 980 1 981 1982 1983 1 984 1 985 1 986 198 7 1988 HYDROGRAPH Of ELL P-11 I P-12 HYDROORAPH Of ELL P-12 P-14 <( > 1 979 1980 1981 1982 1983 1 984 1985 1986 1987 1988 H'l'Dmo.'ll'H Df *LL P-16 ,_ '::;: I 982 I ::l BJ i---I I I I 1 I I A I I " J " I "-I ..,.v ,_.l..,, . r--j __ ---------------I t I I 1 979 1980 1981 19 82 1 98J 1 984 1 985 P-13 I 1 979 1980 1981 1982 1983 1984 llYDll--OF IELL P-1J I 98 7 1988 HYOROOltAPH Of IM:LL P-11 -------/\ I 1'-)v y I I I I 1985 I 98 7 1988 HYDROGllAPH Of IELL 1. For loc:8tionl of welh, -filure 2.4-16 2. No'9 compr-i wrtic:lll _. of hydrolnphl of P11, P1hnd P14. 3. Welll P13 w P16 .......... cluri111 on10inl -.truction .... lbMdoned. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT HYDROGRAPHS OF OBSERVATION WELLS ( POWER BLOCK AREA ) (StliET S OF!) FIGURE 2.4-11 ..... "' "' LL CJ) ..J ..J L&J z 0 !k'. LI.I Cl) m 0 z !k'. "' ..... LL 0 z 0 j:: er > w ..J w 200 190 180 170 160 140 130 I I I l I I A--._,*'\. I I I *1 \ I I I *'-. I . I ."""./'""*-\ I --*-* ...L... I I \ I ..._,-..... I ___ ../ I I *--1 I *...._*-*r-*-*-*- Pll I .. _ _,..,*--r----------- I II ,-.. .. i ----1 -* 1--.. /' .. * /..... I I I ---.. .. _______ i---------* P 14 I *./,' *I I I I I I I .. I I .. / t**-....... 1 I:"........ / .......... I/ I ./..*** I .......... --l ... --.. I . I I I ' .. I . .. .._ P'l6 p 13 i I I I I I I ,,.A-.. .....__ ___ --1-------4-----r-----+------ P 15 I I I I I I /'* I .. ___ .. _!._ .. _.. I

• • -**-p 12 120.J.._ ___ .t__ __

4.0 I CJ) I L&J ::c u 3.0 I z .. I z 0 ..... 2.0 I er ..... I Cl. 1 I I I I I I I I I I I I I -I u 1.0 w !k'. 1. Cl. I I I 0.0 I 10 20 JULY NOTES: t. For locations of observation wells see Figure 2.4-15. 2. Precipitation data from on site metorological station. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT DAILY PRECIPITATION & ELEVATION OF WATER IN OBSERVATION WELLS POWER BLOCK AREA FIGURE 2.4-19

• o; ...... en ..... U) :::> (.!:) :::> <( 0 ..... >-a: <( :::> ci -z <( .., c 0 00 0 a: ...... *.;; C'> en ca c ..... *-U) a: .... ..... w Q) ca ..c al ..... Q) ca C'> Q) ::J w 3: ca C'> > ii. Cl. 0 z ::J z .::,t, LO, ...... .... al en E*-..... :.J U) :::> (.!:) :::> <( 0 ..... M ...... en w z :::> ...., M N ..... ..... ON 0 co M 0 ..... O> ...... O> co ...... en Lt) ...... en ...... en M ...... en (S3H:::>NI)

AlH.lNOlfll lV.10.1 LIMERICK GENERATING STATIO'N UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT TOTAL MONTHLY PRECIPITATION 36 MONTH MONITORING PERIOD FIGURE 2.4-20

J (/) :E .,..: z 0 t:= c( > w ...J w 300 200 *Near Reading about 30 miles upstream of Limerick and 5 miles downstream of Blue Marsh Dam.

........ o 2000 4000 6000 8000 10000 DISTANCE (FT.) LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT CROSS-SECTION OF SCHUYLKILL RIVER AT HYPOTHETICAL DAM SITE* (LOOKING UPSTREAM) FIGURE 2.4-21

J (/) i-= LL z 0 i= c{ > w ...J w 300 ml I-II (/) c{ 200 100------------------------------------------------------

0 2000 4000 6000 8000 10000 DISTANCE (FT.) LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT CROSS-SECTION OF SCHUYLKILL RIVER AT LIMERICK (LOOKING UPSTREAM) FIGURE 2.4-22

J Cl) ...,: u. z 0 i== <{ > w ..J w 300 200 100--------------------------------..---------------------

0 2000 4000 6000 8000 10000 DISTANCE (FT.) LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT CROSS-SECTION OF SCHUYLKILL RIVER NEAR BIRDSBORO (LOOKING UPSTREAM) FIGURE 2.4-23 ....: LL. J: a.. w 0 0 2000 4000 6000 BREADTH(FT.) 8000 10000 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT OF REPRESENTATIVE PRISMATIC CHANNEL FIGURE 2.4-24 VlRGiN.4 CARbl.!NA Nf'v"<;.:>\).S:T NORFC1;_ r<' ..

REFERENCE:

Fenneman, N. M .. and JohlllOll, D.W .. 1946 Physio;raplc DiYilionl of the _Linited States; U.S. Geological Survey, Wash1nQton, D. C

• Scale 1: 7,000,000 0 10 20 30 40 60 SCALE IN MILES LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT PHYSIOGFtAPH.IC DIVISl8NI FIGURE 2.1-t 0 10 15 ------lt["1"£NC£:

THll 111111" .... 9 ""£"Al'l£D ""OM "OIHIONS 0" TM!'. "OLLOWINI U*l*l*I* TO"OCll'IA"HIC .... ,.l!WILllllNITON1 D£L*-N*J*-"A*-i.l0*, lq&i 1 AND N£WAl'lll 1964. HOLCNIY ADA"T!:D IN "Al'IT ""OM THI: "£NN* ml:OL

• Sll'IVE:Y HOLCMllCAL W." 0" "!NN, (960. STATUE MILES NOTE: PRESENTED IN PSAR AS FIGURE 2.5.8 PREPARED BY DAMES AND MOORE. KEY : EXPLANATION DESCRIPTION CRETACEOUS:

UNCONSOLIDATED SANDS AND CLAYS TRIASSIC: DIABASE SILLS AND DIKES TRIASSIC: LOCKATONG LITHOFACIES;ARGILLITE AND SHALE TRIASSIC: HAMMER CREEK LITHOFACIES AND BORDER CONGLOMERATES TRIASSIC: BRUNSWICK LITHOFACIES;Sll TSTONE. SHALE AND SANDSTONES TRIASSIC: STOCKTON FORMATION;SANDSTONES AND SHALE ORDOVICIAN: LIMESTONES. DOLOMITES, SHALES CAMBRIAN: OUARTZITES.PHYUITES AND CARBONATES PROBABLE LOWER PALEOZOIC: SCHISTS, GNEISS AND GRANITE PRECAMBRIAN: GRANITE GNEISS. DRANODIORITE QUARTZ MONZONITE AND GABBROIC ROCKS _JjJ.--FAUL TS CHALFONT @ FURLONG IFLEMINGTONJ © NORTH BORDER @ HUNTINGDON VALLEY-CREAM VALLEY © ROSEMONT © LIMEVILLE @ BRANDYWINE. MANOR _;;JJ,.-DIKES l!i SILLS ELVERSON Q) DOWNINGTOWN DIKE HAYCOCK Sill © ROCK Hill SILL 8 ZIEGLE* Sill ST. ,ETE*S Sill LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT REGIONAL GEOLOGY FIGURE I.I-I c ] c *c; c ::I c 0 ... c 2 c ::I " :§ '! 0 " 0 NW c:: 2 G "' ... c " c s " :I >. g . 0 0 c:: 2 c 2 " c c:: a a ... 411 .c " * .c "' ... i *!:! a c a iii a :.J 2 FEET ..... 2 2000 0 -2000 -4000 -11000 -11000 -10000 -12000 -14000 -111000 -111000 ... " " ... ... ... I,) ... I " ... 1 .. " " ... ... Cl " ... ... " " " I,) I,) c:: " " * ... " ...J " a.. (..) e " I,) :z: G * "' " t .. :: " "' .., " " I-Cl " c "' (..) li) ..... :::. ... ... " " c " c " .E ... I,) ".2 a"" c " c .. c=g ... ::I "' " 0 l Ci " 2 2 ti°Q <'.3 " :c E e-g ... " * "' l c " a "u " .c lit. :.J :i " c::i "° (j) C15(j) :::s ... " " G " t " (..) ... " " ... I,) ... " " 1; c E " § 0 ..... 2 * :I iii ..... ..... >. 0 JI .c "' % c 0 0 c t :.J " ltl "' z :::i x (.) I-"' :I * ..J a.. (.) 0 N 0 (j) i.J ::E (.) 0 N 0 i.J _, <I a. I I Dck 0110 Ooh Skw Sc St I . a: . n f'EET 2000 ----- [ -4000 REGIONAL GEOLOGIC SECTION -ANTHRACITE REGION TO SOUTHEASTERN PIEDMONT No vertical exaggeration -11000 -11000 -10000 -12000 -14000 -111000 -11000 NOTES; I. Redrafted from the G1olo9ic Map of P1nn1ylvania, 1960. 2. Section *ut1nd1 from appro11imately Sunbury, P1nn1ylvania to about II milH Southw11t of W11t Cht1t1r, Pennsylvania, pauin9 within 22 rnil11 of the Limerick 1it1 throu9h 91olo9ically 1imilar terrain. 0 EXPLANATION N"" Oxford fonnatlon (Stockton equivalent). fol'llllclons; p, Pottsville group -sandstone and congl..,,;rate with coal. M!SSISS!PPIAN:Mmc Hauch Chunck fol'lllltlon -shale and sandstone;Mp Pocono group -congl-rate and sandstone. DlVllRlAN: IJ<k Catskill fonnatlon, red sandstones and shales; DmKor1ne gray to brown shales, wackes, and sandstones

Oha Hamil ton group, dl fferent1ated

Dah Oriskany and Helderberg fol'!lllt1ons, undifferentiated.

.. llcKenz1e fonnat1ons, und1fferent11ted;Sc Clinton group;St Tuscarora fonnat1on. OROOV"ICIAN: Central Pennsylvania -Or Reedsville fonN1t1on,U<I Curtin fol'!lllt1on,Ob group; Great Valley -0...Kort1nsburg fonnatfon, &': - town fon1111t1ons,£* 5n1tz Crl!f!k and Buffalo Sprl"'s fonnat1ons;(o Elbrook fon1111t1on;£1v Lefthsvflle fonnatlon, undlfferent1ated;£1 Ledger formUon, tk K1nzers fo.-tlon,£v Vintage Ant1eta111 and Harpers fonnatlons

£c11Chfck1*s fonnatlon.

PROBABLY LOWER PALEOZOIC:Xpt peg1111tfte;X11C l'eters Creek schlst;Xwc: W1ssahickon fo.-tlon, chlorlte schlst;Xw Wlssahlckon fo.-t1on, clase-mfca sch1st;Xc Cockeysvflle 1111rble; X1<11 Setters fonnatlon. PRECAMBRIA":PC undifferentiated; 1 g1bbrofc gneiss and ga66ro; 9d granodlorl te; tt graphlt1c gneiss, gn granite gneiss. FAuLT, arr[)Oj Indicates relative 1110vaent GEOLOGIC COIH ACT DIKES, peg1111t1te or diabase, as indicated z SCALE IN MILES LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT REGIONAL GEOLOGfC SECTION FIGURE i.1-3 ERA PERIOD FORMATION/ROCK TYPE THICKNESS IN FEET OUTCROP LOCATION CENO-RECENT AND RIVER ALLUVIUM 0-20 ALL AREAS ZOIC QUATERNARY AJt.:J TERRACE .DEPOSITS CRETACEOUS SAND, SILT AND CLAY 0 TO OVER IOOO COASTAL PLAIN DIABASE DIKES AND SILLS u 0 -BRUNSWICK N l.OCKATONG 0 TRIASSIC CJ') TRIASSIC w 500<rl5,000 LONLANDS CREEK FACIE LITHCFACES STOCKTON FORMATION 3000 PERMIAN CYCLIC DEPOSITS u ., OF SHALE, CLAY, COl\L LIMESTONE 8 ., PENNSYLVANIAN ,,, POTTSVILLE GROUP NOT SANDSTONE a caG.OMERATE CONGLOMERATE, SHALE.I PRESENT VALLEY MISSISSIPPIAN SANDSTONE AND :. WITHIN AND SOtlE LIMESTONE 25 MILES RIDGE OF SHALE N¥J SITE u WI TH --.,,,,, .,,,,, 5 OOME LIME STONE , .,,, w Da..oMrrE, LIMESTONE _J ,,,,, f SILURIAN SANOOTONE, SHALE AND CONGL.Ot/ERATE C<l'JESTOGA AND PIEDMONT ORCXMCIAN BEEKMANTOllN 3000 AND LIMESTONE GREAT VALLEY COM:>COHEAGUE AND GREAT VALLEY 1400 AND z ELLBROOK LIMESTONE Pl EDMONT UPLAND <i a:: QUARTZITE, PHYLLITE 1900 TO 4100 PIEDMONT UPLAND w AND DOLOMITE READING PRONG <i u Gl..ENARM I WISSAHICKON GREATER THAN SERIES SCHIST a GNEISS 9000 PIEDMONT UPLAND z BALTMORE GNEISS <i READING PRONG ii: a:i PICKER ING GNEISS UNKNOWN I AND PIEDMONT lPLAND w FRAM<LIN MARBLE a:: Q.. u NQIE: Modified from Figure 2.5. 14 of the Limerick Generating Station PSAR, using data from the Geologic Map of Pennsylvania, 1960 edition. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT REGIONAL STRATIGRAPHIC COLUMN FIGURE 2.5-4 ,.,. , .. --+-SYNCl. I NAI. AXIS -t--ANTICLINAL AXIS NORMAL FAULT THRUST.CAULT UNO I F>'TRFr-. TI A fED FAULT

REFERENCE:

THIS MAP WAS PREPARFIJ FROM A PORTION OF THF U*S*G*S* WAI.I. CHART, EAST AND WEST, 1968." " I FR MAP PREPARED BY DAMES AND MOORE AS FIGURE 2.5.9 OF THE PSAR.* ., .. I ., .. .,,. 50 25 50 100 I ,.... SCALE IN MILES LIMERICK GENERATING STATION UNITS UPDATED FINAL SAFETY ANALYSIS REPORT REGIONAL TECTONIC MAP FIGURE 2.5-6 . .;... __ c:> m 0 .,, ,... 00 :::t c:> en< -10 0,, .... z ::c J>m :a,.. m-m :a n c: "'D c m c GEOLoetc MAP OF THE LIMERICK-POTTSTOWN AREA 0 2000 6000 10.000 ------SCALE IN FEET

REFERENCES:

THIS MAP Wl.S PREPARED FROM PORTIONS OF U.S.G.S. QUADRANGLES; 80YERTOWN, PA., DATED 19118; POTTSTOWN. PA., DATED 1988; SASSAMANS\/ILLE, PA., DATED 1968, AND PHOENIXlllLLE, PA., DATED 1988., CHESTER COUNTY PLANNING COMMISSION, 1973,CHESTER COUNTY GEOLOGY, CHESTER COUhTY PRINTING DEPARTMENT951'. LONGWILL, S. AND WOOD, M., 1965, GRdUNDWATER RESOURCES 8ERkS COUNTY. PENNSYLllANIA,PA. COMMONWEALTH OF PENNSYLVANIA DEPT. OF INTERNAL AFFAIRS; GROUND WATER REPORT W22,59P. NOTE: THIS MAP PREPARED BY DAMES -0 MOORE AS PLATE 2.2*1 IN THE lt'NL-fllCk GENERATING STATION GEOLOGIC flEf'OlllT. 11 ': * .... .J!l . . -* "'. P" '-'I W '--'*--IWIWI ... , .... _..._ ,_JllUD .... M*: ..._ ,_ _,.,c -uaan9a""' .. .... ............ ..._ .... , *1a.-.Mll( .... ._.t ,, so* 79° 74° 73° 72° 43° a1* so* 79* 77° 75* 74° 73* 72° 71° 70° 69° 43° 40° 39° 38° ----r----+ 37° . ! I ----------+-- -- ... 71° 70"

REFERENCE:

American Gtophy1icol Union, 1964, Boupr Gravity Anomot, Mop of tht United Stot11, U.S. Gtolo9icol Survey, Wa1hin11ton, D.C. Scale 1:2,500,000. 0 100 150 SCALE IN MILES CONTOUR INTERVAL IOMILLIGALS LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT BOUGUER GRAVITY ANOMALY._, FIGURE a.1 .,, C5 c: :D m N t :Z, " / ' \.< / '* ... \;/. J> ,m _:D 3:0 :IJ J> -G') Im 4 (") cnZ -4 .... z-:D mo EL,, o..,. zi c: 'V c !i m c ,. r-i m ,, :a z Ci l> c ,ii: r-z Ci) en =i m l> rn z .,, -m > :D -< z > l> c

• Cl> c;; lJ m ... i AEROMAGNETIC

REFERENCE:

THIS MAP WAS PREPARED FROM PORTIONS OF THE FOLLOWING: BASE MAP U.S.G.S. 7.5 SERIES, llOYEIHCIMI, SASSAMANVILLE, POTTSTOWN AND l'HOENIXVILLE OUAO..ANGLEI (1-CULTURAL "EV*ION). MAP COMPILED BY Lkl .. INC. FLCIMI 1114 BY GRUMMAN ECOIYITEIM, COfW' . *'"'-** ...... .. .... '-/ /' /' ... .-*;...,, 0 112 2 SCALE IN MILES INTENSITY OF THE LIMERICK -POTTSTOWN REGION TOTAL MAGNETIC INTENSITY CONTOUR= 10 GAMMA INi:ER\IAL NOTE: THIS MAP PREPARED llY DAMES AND MOORE AS PLATE 1.2-1 IN THE *4 LIMERICK GENERATING STATION GEOLOGIC REPORT. E4000 z IOTp: For tocatien of eurv-r* .... ,....,. 2.5 -ZI. 2. For ........ IDll of bOrl"I** ** Fiture 2. 5-tz . 3 . Geolotlc sections A -A and 1-1 are shown on Fieu'" 2.5-10 l 5 '"->* (' C M-:Se *M-1 :,...M-4*

• M-2 [JOO() *
• 0 0 EXPLANATION Exptorotory boriftll in which sampte1 were taken . Exptoratory bori* conwerMd to ground water -.rvatioft welll. Auter holft Auter holes In wltich W911 per meamlt* '"" were conducNd.

Exploratory holes in whtch 4-inch diarMter core samptes where taMrt. + Tnt *111 D THt pits -2$0-Contours on orittnol tr'OUftd M1rf9ce, contow I,,..,_ t0 fHt -140-c...ur. on,., ti Nell. .... Elevotion of to, ti rock from .... of llorlftll. LJ GeolOfic section . 8 I

• e z ** * * ** ICAL[ IN LIMERICK GENERATING STATION UNITS 1AND2 tr UPDATED FINAL SAFETY ANALYSIS REPORT TOP OF ROCK CONTOUM FIGURE NORTH 0 0 N co z z 200 0 ..... <[ > w w Original ground SPRAY POND Boring Normal pool £1. 2$1 ' Borin9 P-1 projected 80'W) I SECTION A-A (ALONG E3920 LOOKING EAST) CIRCULATING WATER PUMPHOUSE Boring SP-22 ( projected 80' W) I 8 I COOLING TOWERS 0 0 0 ,.... z 250 200 150 Borin9 238 PfOJected 80'W) UN IT I TURBINE ENCLOSURE UNIT I SOUTH COOLING Boring 107 O TOWERS ( projected 135' El g Bor In" 106 I Borln9 108 ,..._ r,::Borln9 249 ( project;d 140 ,El (projected 125'El Boring 110 (Projected 12o'E l Boring 276 (Projected 45'El REACTOR ENCLOSURE z / ' ,.. ojected 150' W) I Borln9 I Boring 109 ,__ . ....._ ________ £1. 2$6 t --*---1 Proj,ect,d 120 W l ( projected 125' El Boring 17 250 . . . . . . . -:-r---::;:-< -I l ( pro1ected 20' El Boring 14 DIESEL GENERATOR ENCLOSURE 8orin9 9 LL * : *:::;: ** ** *-...: '. '. *_:. * "."". *_:. * *_:. '. *-* '. *.::. '. '. -* ...: :-. * :-...: '. * -. '..------_ ----I Original ground ( pro1ected IO'El i=

0 0 co U') z

• 111t1ton1 with 1nt1rbeddtd 1and1tone and thole -* -* .. -* * .. -* * . -* * -. -* * * --* * -... -* * .. * -* -* * * * .. _ l * *...:.. * -*_:.. * -"CLAY

-* * -i. *::. * * * * :-. -* * * . * -* *-* * - centHfl ore commonly tradationol -" -"* -... * -. * -.. * -.. * -. .. -. .. . .. -. .. .. .. .. (ALONG E3920 LOOKING EAST} *-::.:H*:&f * :-. *-. *...: :-ncir 0 th;;;rd lo'*to 1a*, with-."*:

• . ..-.*...:.:-.

-. -: :_: m;"!! .l:*:r-*-*!*m

• "':: -: : J.<:.: {. --. *_: _: 0 50 100 150 SCALE IN FEET 250 200 150 100 50 0 I-w w LL z z I-<[ > w ..J w I-w w LL z z 0 j:: <[ > LI.I ..J w For location of Section, see Figures 2 . 5 -9 and 2 . 5 -t 3 . 2. For Logs of BoriAQI, s FiQurl! 2.5 -22 3. Section 8-B is shown on Figure 2.5 -II . 4. Boring locotions projected to section alon9 strike of bedding IN 75* E). LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GEOLOGIC SECAGN WEST A SECTION B-B (Along N6000 Looking North) 0 c EAST 0 NOTES: I. For location of sections s11 FiQur1 2.5-13. 2. For IOQI of borinos, 111 FiQure 2.5-22. 3. Section A-A is shown on FiCJurt 2.5 -10. 50 100 SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GEOLOGIC SECTION FIGURE *a,t*11 ERA PERIOD FORMATION BRUNSWICK LITHOFACIES LOCKATONG LITHOFACIES i TAI ASS IC 2 HAMMER CREEK LITHOFACIES STOCKTON FO .. MATION CONESTOGA LtMalTONE 81EKMANTOWN LIMEITONE CONOCOCHEAGUE IC LIMESTONE ELB .. OOK LIMESTONE LEDGER DOLOMITE I KINZERS ,_:oRMATION I VINTAGE DOLOMITE L IC ANTIETAM u QUA,.TZITE HA APE RS l'HYLLITE CHICK I ES auA .. TZITE HARDYSTON QUARTZITE WISSAHICKON GNEISI z c BALTIMORE i GNEISS c CJ PICKE,.ING

"' f GNEISS From,.... Figure 2.5.14 THICKNESS IN FEET 5000-9000+/- 0-3000 0-15,000+/- 3000+/- 1000 +/- 2000+/- 900+/- 500+/- 800-1000 +/- 200 +/- 300<<>0 +/- 150 +/- 1000-1 !500 +/- 270 +/- 20-300 +/- Gf1EATER THAN 9000 BASEMENT E)(Ji'riCI L._flUCK _,_ -.. SITE TRIASSIC LOWLANDS PIEDMONT UPLAND GREAT VALLEY PIEDMONT UPLAND READING PRONG PEIDMONT UPLAND READING PRONG AND PIEDMONT UPLAND LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT STRATIGRAPHIC SECTION SITE AND VICINITY FIGURE 2.5-12 H G F E D c B A m 5 8 10 6.8 9.4 -____ *--*-**----- 0------©-----0'------F __ olly _from_ tNn 11* inch-IO 1>8191y--lrom horo-aro 0-. m Lou""" 112 inch a1 clay end ,,,.. o1on11 clay...,,, pat-"' boOOing. Iii Ill Iii Ill Wol dlfined zono al_, 8'**1, llMply dipping joinlll within* zone llboul 6 IO 8 ft.-; ---* Slnlng,-joinl. ____ , ----..Zanoll-.noopoclol---. ---.Zanoll-.noopoclol ___ _ V-llopo-lnn:ici<llqlCIOlng11D3ocll,clo,ei. 11ll1D1 a.dp--b'f21D4loolalhon:toompollnlrack. 8 7 ! UNIT NO 1-Turbi"' Enclosu,.. I@ ......... ---..- 16 Dl£SU OIL STOllAGE TANK EKCAVATION 8 r I 18 / @ / / 5 4 28 30 I, I Closely spaced hoc turn 32 2 to 3 inchft of decompoHd rock ,i '# I Te_eT / .

• 41 s---0 3 .. *-*-1 / Vf I I I DH-400 s i I Q I : cb OJ dJ Mh EXPLANATION Drill hol11 to invntig11te cl1y team R N TrlCI of fr.:ture zone on 11'.l:Cft'ated rock surface, showing dip Dnhec:t where fractures are tight and indistinct, doned where concealed.

Trece of clay kl""Tl on exca'tlted rock surface, showing dip. Dashed where ei1:p0Md in excavated slope _.L*" Joint showing '1tt1tude. A.re* wh.,.e fracture zones were treated. See notn for further descriptions. Etevation of eJCcewated surface. PL-3

• Plate to.:t tnt loc1t1on and reterence number 0-0-Column line dn1gnation1 referenced tn tut. Al j A Geologic 10C:tion11hown on figu,es2.5*101nd 2.5-11. SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GEO LOG IC MAP POWER BLOCK EXCAVATION SHEET 1OF2 FIGURE 2.5-13 2 p;tQU"E 13A -Fracture Zone A at Mh and N linft Looking down on th* zone. SW i1 to the left of th* photo. Th* paint outllnft th*.,.. to be excavated for dental treatment.

Note the numerou1 throu9h10ln1 Jolnt1 at an acute angle to th* fracture zone, P:IGURE 138 -Fracture Zone A at Mh and N llnM Looking NE Into the dentel excavation, lmmedllltely prior piecing concr9te In It. FIGURE 13C -Fracture Zone A at Mh and N lin*1 Looking SW along strike **dental concrete ii being placed in th* zone. FIGURE 130 -Fracture Zone Bat D lln* Looking SW along th* zon* after dental excavation into it. Paint In upper left corner of photo mark th* "D" line, Th* tc*i* In th* zone 11 6 Inch** long. Not* th* numerou1 Joint* parallel to th* zone. Th* zone here contained

• maximum of 2 Inch** of clayey material and decompoled rock. FIGURE 13E -Fracture Zone B 1t Column line 31.9 Looking SW at zone. Clay and decompoled rock are about 10 lnchft wide her*. Th* paint In the center of th* photo mark1 column line 31.9. FIGURE 13F -Fracture Zone B It Column Footing F-31.9 Looking SW along th* strike of th1 zone. Thl1 arN wH covered with concrete before It wa1 treated, thu1 dantal excavation wa1 carried through th* concrete and into th* zone below It. Th* fracture zone h*r* contained up to 10 lnchft of clay and 10ft wHthered rock. Scala in th* bottom of th* excavation 11 6 inch** long. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SUPPLEMENTAL PHOTOGRAPHS A THRU F, GEOLOGIC MAP OF POWER BLOCK EXCAVATION SHEET 2 OF 2. FIGURE 2.5-13 f

J L E G E N 0 : INTENSITY UNCERTAIN INTENSITY V 0 INTENSITY VI INTENSITY VI I 0 INTENSITY VI 11 R E F E R E N C E: 1 -t---+-SYNCLINAL AXIS ANT I CL I NAL AXIS NORMAL FAULT THRUST FAULT UNDIFFERENTIATED F,.ULT THIS MAP WAS PREPARFI) FROM A PORTION OF THE U*S*G*S* 11 1FR WALL Pl.ANNING CHART, EAST ANO WEST, 1968." MAJOR TECTONIC FEATURES WERE TAKEN FROM A PORTION OF THE 11 TECTONIC MAP OF THE UNITED STATES 11 BY u.s.:;.s. AND A*A*P G., MAP PREPARED AS FIGURE 2.5.15 OF THE PSAR BY DAMES ANO MOORE; UPDATED FOR THE FSAR. 0 25 50 100 150 SCALE IN MILES LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SIGNIFICANT EARTHQUAKE EPICENTERS (1737 THROUGH JANUARY 1982) AND REGIONAL TECTONIC MAP FIGURE 2.5-14 . ; . \ . . * ..,_* 1* **:. MARYLAND WILKES-BARRE BETHLEHE CD PENNSYLVANI: tJBANON

• WILMINGTON

--r ' \ ' \ IDELAWARE \ 0 I DOVER \ 0 ' Delo wore Boy \ 75° I 0 NEWARKD NEW JERSEY 41° EXPLANATION ©2.1 Intensity uncertain. Number, represents magnitude if given,

• Intensity ill 0 Intensity nz:
• Intensity Y. 0 Intensity JZI
• Intensity E NOTE: An asterisk ( *) by a cluster of epicenters i ndicotes that one or more have been displaced slightly for drafting convenience.

Formal I ocations are reported for all earthquakes in Table 2.5-8. 0 25 Miles LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT EARTHQUAKE EPICENTERS Wll)tlN 50 MILES OF SITE FIGURE 2.5-11 43* .: ;:t1jl' ---------************* ,..**-,' \ .. I I '\ ,' I , I I I I ' '"£!°--Miles EXPLANATION TectOlllC ,,..,111ee llcMlllery ( ...... wMn o,,,_ilMfe ar IMeflllll*)

REFERENCES:

Geolotic9 Hl(llllmJ -s.ri.1, No. 10. Callee, G Y (cMinMnl, 1112, "lllctDllic -ti tlw l.Wlit4 ..._, U.S.Q.S. / A.A.N. E...,, A J., 1112, Slnll:tlnl _..., of 2IMI Ed: ....,.. _, lllow llltur* 7.1) Hadley, J.I _, o.iM J. F., 19111, Wli dle*llc -of Ille E...., l.lllltM 9Mlel: UU.S. .... W-'20 Kint, P. I. 111111 lliluMll, 191", Geolop -of Ille St ....

• U.S.G.S.

Or.,_,ican: in Zen, II " ... Geolow: Nartllerll alMI lllllitllM; ....... tcilllc:* PvlllilMrs, r.,. ICMI. Aadlln. Jotw\ 197'0, The .... of "" A ... clliana: Wiiey-lntlnCience,pWt l O 10 20 40 IO SCALE IN MILES LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT TECTONIC PROVINCES FIGURE 1.5-11 60 50 -40 CL )( CD "O c >-30 = u fA 0 Ci: 20 10 CL-ML ML / ,,,

• 10 20 v CH v / v I\' v CL * * ** ** * ** . --/ * .. MH o r OH *** *:**** I * * -.
• l,.(." L or /"' *
• OL
• 30 40 50 60 70 80 90 100 Liquid Limit, LL LtMEfUCK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT PLASTICITY CMMTOF ...... _..YPONDAREA FIGURE......,
• 4 IN lb ... 0 2 NOTES 4 8 01+03 ---,KSF 2 1. ALL SAMPLES CONSOLIDATED ISOTROPICALLY TO AN EFFECTIVE CONSOLIDATION PRESSURE OF 1 KSF. 2. POINTS PLOTTED REPRESENT CONDITIONS AT FAILURE. 3. DESIGN CURVE WAS CHOSEN BASED ON THE CORPS OF ENGINEERS' RECOMMENDATION THAT TWO-THIRDS OF THE TEST VALUES EXCEED THE DESIGN VALUE. 8 10 SINf
• TANi< , _ 33.5° 12 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT

SUMMARY

OF CONSOLIDATED UNDRAINED TRIAXIAL TEST RESULTS OF IN-SITU SOIL FIGURE 2.5-18 w > a: ::::> u

• z CJ en w c I I .. I z c IC t; ! i i ll e I ... u > u

... 0 NOTE en en w a: C/) t-------t--2 ..J u .... uo z II CJ 0 c;; i= w <( c a: .. i ---------mt ,,__ _____________________________________ ....,. .. CYCLIC ITRE* RATIO ., *

• LIMERICK GENERATING STATION UNITS 1AND2 1. ALL SAMPLES CONSOLIDATED ISOTROPICALLY TO AN EFFECTIVE CONSOLIDATION PRESSURE OF 2 KSF. UPDATED FINAL SAFETY ANALYSIS REPORT 2. NUMBERS INDICATE TEST NUMBER DESIGNATED BY GEOTECHNICAL ENGINEERS, INC.

SUMMARY

OF CYCLIC TRIAXIAL TEST RESULTS NOTES: I . For location of geophysical surveys, see Figure 2. 5 -2 I 2 . For 9f'aphic lo9* of borin;s

• see FiQUrt 2.5 -22 . 0 *
• 0
• 0 EXPLANATION Exploratory borin;s in which samples were taken. Exploratory borinos converted to ;round water observation wettl. Au;er holes Auoer holes in which well permeameter tests were conducted.

Exploratory holes in which 4-inch diameter core samples whtrt tat.In . Test wells Test pits on orioinal contour interval 90 tMt. 200 400 108 109 '900 SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SITE EXPLORATION FIGURE __.. .. ;** / ./ .. **** ............ --.. ---*---**- ........... .,,,.-**........._ ......... . EXPLANATION

• 0 !90 *so =-rep rr ICALI IN 'ilT STATION LIMERICK D 2 UNITS 1 AN NALYSIS REPORT UPDATED FINAL SAFETY A==----I IURVEYI GEOPHYllCAl FIGURE 2.1*11

/JE,-TH IN FEEr IO 50 BORING 1 JUll'l/tl:E ftltllrlOll + 187. 4 I ML EJRUNS1";i l K SHAL[-1 NTfRAEDOfD RFOD 1,;q-(<l<<J1W, ro :iR .. Y SILTSTONE ANU FINE GRAINED PUll* 1 SANDSTONE SANDY (Mulltf<ATfLY ltl\HD) REDDISH-BROWN SIL TY Sl\NDSTON[ (MOOfRl\TELY HARD) REDDISH-BROWN SILTSTONE (HllRD) (r.111ss111E) FINf GRAINED TD MfOl\,IM I Nf D SANDS TONE l<f"DDISH-llHOWN VEtn FINE GRAINfD SANDY SILTSTONE (MODERATEL'I' liARD) GF<AytsH-ARDWN vf'RY FINE ro FINE GRAINED *"H C l!Er I SANDS TOHE AOR I NG COMPU'.TfO ON I 0-8-Eg CASI t<3 '0 I\ OfPTH OF 10 1 300-Lfi. HAMMEii @ 18 11 Fl\LL 1'"1[ < LEVEL (i ')'JI 011 10-24-(;'1 BORING 3 A6WITIO# + 190.01 aJJW COU#r 6Y.at.I 0 ----..... ________ __ 56/5 11 II 66 II "-'_E.. 40-'0-ML RcD SILT WITH HOCK FRAGMEN'S tHHIN'iW 11,K :;HALI *10 no I Sit""'11HJWN S ... N[JY '*IL"' :Ot/I WI 111 :;H ... L!" J>l\ll 1 tN<,5 REOOISH.llFWWN FIN[ TO.WDIUM GRl\INED S'°'NDSTONE RED SHALE'I' SIL TSTON£ (wo1 UM H ... Ro) "Uf<PL I SH.GRl\'I' 'FI NE GR'°'I NED S'°'NOY SI LTSTONf. (1tARO) Rf. [l[l I SH.!'ROWN TO GflA'I', FI NE Gil'°' I N£D SANDSTONE RED FI NE GR'°' I Nf:O SANDY SIL TS TONE (HMIO) BORING COMPLETED ON IQ-q-f:g CASll<G TO ;.. DEPTH OF 15' l40-L'3. HAl.'MF<<@ FALL *.:i eORI *.G 10-24-Eg DEPTH IN FEET RO 50 IOO 110 130 100% 140 100% 150 160 BORINe 2 AIWITIOll +191.51 fEW THIN SANDY SILTSTONE LAYERS BRUNSWI SHALE-REDO I SH-BRDwr1 SANDY SHALf WI Tli SOME SIL TSTONf (HAr<O) WE"A fHERED IN PART '.J REDDISH-BROWN SILTY FINE STONE INTERBEDOEO WI TH SHALEY SANDY SIL TS TONE (HARO) RfDDISH-GRAY FINE GRAINED SANDSTONE (HARO) FRIABLE IN PART FEW TH IN SHALE SEAMS LIGHf GREEN FINE GRAINED SANDY SHALE (MfD I HARD) REDDl5H.FlROWN FINE GRAll;EO SANDY STONE (Mf"DIUM HARO TD HARO) HEl)O I SH-Rf.OWN F 1 lllE TD Mro I l!M liRA I NrD SANDSIONF (llERY HAflD) FlllABLt: SLIGHTLY SANDY SILTSTDNr REDD I SH-BROWN Fl NE GRAINED SANDS TDNf" RED SANDY SIL TSTONE-SHALEY (vERY HARD) C.RADI NG RFOD I SH-G'1AY ANO VERY SANDY GRADING SIL TY ANO 5HALEY GRADING LFSS SILTY GRACI NG SILTY BROWN MfOIUM GRAINED SANDSTONE (VERY HARD) L IMDNI TE STAI NIN<>, FRACTURED GRAQ IN, '>f'fEN I SH-GAA> LOAL LAM I NAE Gf*AD I BLUE I SH.GRAY GRAD I NG REDD I SH-BROWr"-J REDD I SH.BROWN SIL TS TDNE (HARO TO \IERY HARO) SHALE Y ZONf BROWN I SH-GllAY F 1 lllE GRAINED* SANDS TONE (HARD) RED()I SH.GRAY fl 111£ GRAINED VERY SANDY SILTSTONE, MAS 0 SIVE 0 (llERY H/lRO) liRADING SHALEY IN PART MliLTt*roLOl1FD ClA[f.N TO GRAYISli-PUf<PLE f I Nf 1JRA I NED SANOSTONf (HARO TO Vf RY HARi)) Iii (11)1 !ill-AROWN SIL TSTOr-1: (11rRY HAnu)

11-1>HAY SIL TY lll"RY f IN[ GHAINf O SANOS TONE (HMO) RlDDISH.GRAY SILTSTONE (HARO) liRAY VERY FINE CORAINEO SANDSTONE MASS IVE (VERY HARO) GRAOIN(j LIGHT llLUEISH.GRl\Y lllTH FEW THIN SHALE PARTINGS CLAY SEAMi ClRAOll\IG SILTY AlllD GRl\Y IN C'D*.DR F I Nf TD MED I UM G RA I NED REDD I SH-llROWN Y SANDY 51 L TS TONE (HArrn) RORI N *> COM PL f Tf D DN I 0*1l-t;g !ASINfi TO" Df"PTH or 1 1)1 1110-L[l.

j ¥'1 11 F/lLI 1111111" LfVfL I: sn 1 Diii I ') BORING 4 ...... AIWITIO# *186.0 1 aow COIJNr .$Yl#Ot.6 0 ----------------- 64 IO eo 30 40 50 %% ML --l<EDDI Sti-BfiDWN SllrlOY AND CLAYEY SILT f\HUNSWI CK :;HALE.BR I CK HED SILT* !iTDNf

• lo401*£ flATrLY f"R.U'.TUHEO RFD()! sH-llllOWN FI Nf r;llAI NED SANDSTONE FINE GRAINED SANDY SILTSTONE REDDISH-BROWN FINE GRAINED SILTY SANDSTONE (HARD) Rtnl)I SH.BROWN SHALEY SIL TS TONE (HARD) 60 -----* ------BORlr.G COMPLETED ON CASING TO I\ DEPTH OF 10 1 140-LB* HAMMER@ 30 11 , FALL DEPTH IN FEET IO RO 30 40 60 IOOJ WATER LEVEL @ ON IQ*24-(,g AIWITIO# Rf DOI SANDY CLAVE> SILT BR1Ct< RED *cOECOMf'lJSF.:D)

SILTY SHALf (HARO) GRADING WI TH ROCK FRAGMENTS GRAD I NG FI NE SAND BRUNSWI Ct< SHl\LE-REDD I SH.llROWN SIL T'I' SANDSTONE (HARD) REODI SH.BROWN 51LTY SHl\LE'r SILTSTONE REDDISH.BROWN FINE GRAINED SILTY SANOS TONE RtDOI SH.BROWN SHALEY SILTSTONE

---

+ Rf"ODISH-!!ROWN GnAINED SILTY SANrSTONf Rf OD I SH-flRDWN StiALEY SILTSTONE (HAHO) REDDlsH*llROWN VERY FINE GRAINED SANOY SANOS TONE eoR 1 r , rn oN I 0-9-Eg CASINWI

(;K SllALf-l<l 0 SIL ISTOl<E (t.40DI rflV' ltJ'UO) R[ 0 I I. I Sl\llO!HON( RED SIL TS TONE SHALE> GRAD I NG SANDY RFODISH.GRAY TO GRAY FIN[ ClRAINEO SANDSTONE GRACI NG COARSER REODI SH-GRAY SIL TS TONE (HARD) GRAY, VERY Fll\IF GRAINED SANDSTONE RF.DOI SH-GRA1 SIL TSTONf GRAY M/lSSI\ Fl'Jf. GRAINED SANOSTONI: MFDIUM ro COARSE GRAINED FR I / A':D POHOUS RED SANDY SIL TSTDNE WI TH SHALE PARTINGS (HARO) BORING COMPLETED ON 10*1 oCJ CASING TO A DEPTH OF ')I 140-LB* HAMltlER@ FALL WATrR LEVEL @ 50 1 ON 10*24-ECJ FIGUl<f:S lfl HiE COLUMI. LABELLED 11 11LOW COUNT" 0 INOICAT[ TH( rJUMBFr' DF BLOWS REQUI PED TO /101/ANCE El THEA THE DAMES & MOORE 51\MPLfR DR I ST.Al-10.AflO SPLIT SPOON SAMPLER A 01 SPNCE ON[ FOOT INTO THf UNOISTUR'lEO SOIL. Tiff o.;r,1rs & MOOF<E SAMPLEH Is o.o. ANO 21" 1.0. lti[ STANOARD SPLIT SPOON SAMPLER IS 2" 0. 0. ANO I I

• 0. DATA REL.AT I VE TO THE ENERGY USED TO ADV,NCE El THER S"'MPLER /\RE 1rm1c*TED AT THf BOTTOM OF ALL BORINGS DRILLED TO INVESTICIATE

!HE Ef'GlrlfEl<ING PPOPERTIES Df TliE SOIL* SOIL SAWLES WERE IN ALL BOl<INGS riUMBrHEO IC(; *NO HIGHER USING A STANOAAO SPLIT SPOON Si*MPLffl ADV/l.t;r:fO BY A 140-LB* HAw.tER F"'LLING WHEN ROCK WAS CORED, TliE FIGUHF'S IN THE COLUMN LABELLED 11 9LOll LDUrH 11 INDIC1\TF THf P[HCHITr*GE OF HOCK l!El:OVERED IN THE CORING i;ur. TO Tiff RIGHT or lliESE FIGURES !!Y HEAllY BLACK LINE* t::LfV"TIOl'.5 Rt:rEH TO U*S*G*S* Df,TUM* F.Jri LOCATIONS, 5££ Flc:iUIU 2.i*20. LO<lS PR£PllFU DIV OllMlS AND MOOtll. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GR#NICL081 SHEET 1 OF37 FIGURE u.11 .. ,.,,,, i Ill FEET BORIN8 7 AIWITIOll

• 198.9' .. ,.,,.., 0

)2/E" 11 IO 10 30 OEl'TH Ill FEET IO 10 30 50 RfDDI Sfi-&llO*tJ CLAYO ANO SANDY Slll.t WI TH ROCK DRUNSWI t:K SHALE.RED 91 USTONE HllJHL.Y Tli[R[ 0 R£0 VERY "'N[ ORA I N[O IANOSTON<. (Will I vr) NED r* I Nf ()RI' IN( 0 SANDY 11 L Tl TOf,j[ RfO Vl'RY FI Nf" GRA I Nf"D SANDSTONE Hf fl :lfi,6.L[Y SIL TS !ONl 0 HI U VI 1n t INf. t'il\AINFl'I 1,1<1\lllNtl liltA'r SANll:i IONE (HARO) <.WADING TO MEDIUM GRAINFO GRADING TO FIN[ GRAINFO l'IEODI SH-8ROlllN SIL TS TON£ (HARO) GRAY REDDI SH-SROWN SIL TY '\/[RY FI NE c; I Nf'.0 SANOS TONE Cl l<AO I NIJ ro liNll' I SH-BROWN <lRADING MEDIUM TO COARSE GRAINED !'(!IRING <:OMPLETFO ON f0-10*(g !SING TO DfPTti OF 10 1 r4D-LA* Hf*MMER 1' "501l FALL i!reff'1 LEVEL f.i' 45 1 ON 10*24-Eg BORIN8 8 $U11R1C6 A6VITIOll +201.E' HfD SHlllfY SILT ST<FF BRl'"lSWI CK SHALE.RED 5HALEY SIL TS TONE HI :iHL Y BROKEN !RO*N T.O uRAY FINE GRAINED 9ANu.,coic.[ (HllRD) GHl\01 NG COARSER Rf.0015H.GRAY SANDY SILTSTONE uF<." TO !ROWN IKO I UM GRA 1 NED S,._NOST0H£ I ,;T(f<llEOOEO VERY sAr<Qy s IL TS TONE ANO RE:J 5HllLE) SIL TSTO,JE FI t;E TO MED I UM GR!\ I NED SANDSTONE FRIA8L£ RED SANDY SIL TS TONE (vERY HARD) !'OlllNCl <'OMPLFTf'O ON 10-14-f.:C) Cf,SINCl TO A DFPTH OF 10 1 1110-LB* HAMMER l*f t'ALL 11/ITEI< Lrvf.L (<r ':i02' OtJ 10-2'+-Eg DEl'TH IC: IN FEET BORIN8 g Ml/llT/lit:6 AIWlf10ll + 20 I

• I I .. t:Of/llT nl9<<* 0 ---"""'P"" .... ----------

75 " RfOO I SH.llROlllN SMJDY SILT (TOP SD IL) 56 II 10 30 IOO 110 /30-841 140-160 551 ML P.F:DDI s ... "'llflD.Wll< SANOY AND CLAYEY SIL r WI TH INTfRBFDDrD lllOCK Lll'IERS lllHIN!lWI C'I\ SllALI *RfDDI SH*t;llA) llill Ullil """I Nr (11i11m TO VFllY 11111m) llUID I ,;11-AHOlllfJ Vf RY SANDY rorJF INTf.<lll"llOFO WITH FINE GHlllNfli STONI: (vrHY HAHO) GRAD I NCi SHAL! Y GRAY .... -n1u1111 (illAINED IANDSTONf tvrnv HAHD) Ill GllLY WfATllfREO ANO POl!Ol<S FllOM 25. 5 1 lfDDI 511-Cif!AY FINE GRAINED SANDSTONE Hf OD I SH-f\llOWN SHALE REOOI sH-l!ROWN SIL TSTONF (vEHY tlARD) GRAD I NG SAND\' REDDISH.BROWN TD GRAY FINE GRAll<IEO SANDSTONE (vERY HARO) REDDI SH.BilOWt: SIL TY SHALE AND SILTSlONE (I NTERBEDDED) GRAO I NG SANDY REDDISH-BROWN FINE SANDY SIL TS TONE (vERY REDDISH-GRAY VERY ,-INE TO FIN[ GRAINED SANOSTONf (HARO TO llERY HARO) INTERfffDOtO RFDOISH.GRAY vfR\ Fil;[ CiRAINI 0 10 F INF GRAINED SANDSTONE AND REODISH-GRAY SANDY SILTSfONF (vrny HARD) REDDISH.GRAY VERY FINE TO ,-INE GRAINED SANDSTONE ( vERY HARD) REDDISH-BROWN SLIGHTLY SANDY SILTSTONE SHALEY IN PART (vERY HARD) GRADING SANDY DD I SH-GR A y MEO I UM GRAINED SAr..os 10'.E REDDISH-GRAY TO !!ROWfo,; SANDY SIL llROWN MEDIUM GRAIN[O Sl\NOSTOMF, FRIABLE REOOI SH-!!ROWN SIL TITONE (vER' HARD) I NTERIEODEO REODI SH.Gltl\Y SIL TS TONE ANO Fl "-E TO ME 0 I UM Gl'IA I NED S'"NDS TOt.E (vERY HARO) GRAOI N:; SHALEY REDD I SH.!!ROWN SANDS TONE-SLIGHTLY FR 1 AllLE REOO I SH-!!ROWN SIL TS TONE (VERY HARD) SHAL EV GRAY FI NE CJRA I NED SANOS TONE (VERY HARO) DD I SH*t1RDWN SHAL EY SI LT STONE;, (HARD) GRAY l'INE GRAINED SANDSTONE (vrRY HARD) RFDDISH.ClRl\Y SANDY SILTSTONE (HARD TO llEflY HllRD) GRAY FINE GRAINED SANDSTONE (vERY HARD) GRl\OING MEDIUM TO COARSE GRAINED HI Cllll Y CiRAD I NG Rf' DO I SH-GRAY Rf OD I SANDY s IL TS fDNF (vFRY HAllr>) !IORI NG COMl'LET!O ON 10*8-Eg t'llS I NG TO A Ofl',TH 0,-I QI 140-L R. ¢l '0" FALL )IAT['l LEVEL C' IC*21r-EC) IJEPTH IN FEET IO 10 30 DEPTH IN FEET BORIN8 10 SllNDY SILT, TOPSOIL (MF 0 I LIM S 11 f>) "Rl<NSl'/ICK RcD FINF: SANDY SIL TSTOIJr' Q,l,DLY WFATHERCO "n0oll'Jf5H-G"ll' FINE CiRAIN[D (H .. RD) flFl;t< :efO CLA\Fy SILTSTONE (MEDIUM H,._RD) Y 111'1 1l/1\r*n 11r.it' .10IMTrP r-1rnM I ** 11 I l c I ' l * ! 1 ,:'HP.1'J 'rJ 1.*::L:--Tc-o O ( .-.;tt 1'l or-I r;f f '1')-L* f."1.l ,-,*t.L *.'i Ci., Lr,,r*L ,;, IX.< CI 10*211*('1 BORING 10A a.ow 0 $YllMJt.$ IJE$ClfJllTIOI# IH:11DI r LllYf'.Y SIL' WI IH SOW. *il<l\VfL A'lfl Sl'ND C,7. IO RO 40 11 ML Sp..+GM (DE'::;F) DARK 'O 8ROWN SILTY GRAVELL' SAND f '<' Slf t_r--l lt'1'1T f/l""DI U'J TO 'o:. r,; 1 **=-*) c;;.1 CSTOrir REDDI SH-gfWW" SIL l STONE (HARD) SHAL EY IN CALCI 1E S'Rl'JGERS AND INCLUSIONS TRAC:F: *Of SllND *--SHAL FY ZONF. Rf DD I SH-A'lOW"J SIL Ty Vl!'.RY .-INE GRAINED SANOS ror!t l r ... !!'!'11!! ... --""'f"* P.F:DDISH-BROWN SIL 'STOIJE (HARD) I!"'...,.. ... __ -+\ FFlli CALCITE INCLUSIO,JS AND STRINGERS t REDDI SH-BROW"J FINE GRAINED SANDSTONE (HAl<O) LO'IF: VERY FINE TO FINE SANDY SIL TS TONE (HARD) RFDDISH-RFWIVN '0 GRAY SILTY VERY FIN[ <iRAINE:D SMJflSTONf (HARD) rn*P L F ZONF "EDD I s IL rSTONE (HARD) n:w r.ALCI T" INCLUSIONS TR/\(f OF sr**:o <'U"lll(i c o*,WL<'TrlJ 0" <Jl!IG 10 fl n 1-PrH or 15 1 300*L*1 .. I 11.'LL 1 L1' r1. r-1 0r itr *or<oFo DEPTH IN FEET .55. BORING 11 Ml/llT/lit:6 AIMm9 + I BE.EI

• ML JO NOTES: l!RUNSW' SHALF-Rf"D SIL TSTONF (HllRD) Slil\L "Y WI TH CLAY FILLINGS GRAD I NG SANDY S,lit-;D' 0,.t.PK 9POW'J c-I I

(11,.r-o) RED SA<JDY SILTSTO,JF DAii>: 8 "OWN > I GllA I Nf ll 3M/OS TON[ llED vf"ln SMIDY SIL TST0'" ROfll rit;* re I) 01 S"; TO t ()>" 11 1 r WtTEC. Lr*/l'"L (i )I,,' O'f

1. See notes on Figure 2.6-22, Sheet 1 for Mtditionel expi1n1tion of log1. 2. For loe1tions of borings, Me Figure 2.6-20. 3. Logs preP1red by Ownes 1nd Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGI SHEET20F37 FIGURE 1.1-22' DEl'TH IN FEET SORING 12 a.ow COl/f/IT $Yl#OI.$

0 *-------.--------------------- 76 IO RO .. :o If O 11,,

• o DEl'TH IN FE Er ----= ....,. ML Rf OD I s11-enow"t SAr;oy AIJO CLAYtY '51 L l WI TH WE1'THfRFD POCK I* K Sil.ALI -1*T0:11 SH-,,r .. owr.1 .:-Hl*Ll"f 51LT<;T0'JI (HM<ll) MA'iS-1 VF fWD \/f" 1<'\ f'IJ'ff SANOSTONr (vrnv HARD) i'<Jl,lflG

'(Jt,1rL1 f'**u 0 IC/-1 I-('! ('1*SI':<; Tri p L1Ff TH 0* 11' .11 '1 JO." ,-/\LL 1.AJt*Tr Ln 1 rL Ji/, Of>-t 1r)-211-r-) BORING 13 a.ow COUNT $Yl#Ot.$ *6f::llPTIOI# 0 -------.--------------------- IO 60 '"I) 1:LA>I \' >>IL 1 WI TH IJOCK I rs !ll<l"J,,1111 !:K SHl'Lf'.RfDOI str*trnOWN S1'Nlh TO VI l<Y SM JOY s IL rs fONt" ?" s>l*IDS LAVER !IROWN TO REDD! sH*l!ROlllN MEDI UM GR1'1NED SllNDSTONF: (H1'RD) SH.!lt!OW': SILTSTONE (HAllD) SHllL*F TO l!ROWN MEDIUM GRAINED REDD I SH-BllOlllN SILTS TONE (HARO) SH/ILE Y REDD I SH-!!ROWN TO GRAY 51 l TY VERY FI NE GR/I I NED SANDSTONE REDD I SH-!!ROlllN SIL TS TONE REDOISH.!!ROlllN TO VERY FINE GRAINEC SANDSTONE 1101< I N(.l COM"L E HO ON I 0-I 5-E9 1*11s 1 NG TO p., DE .. TH OF 5 1 '.j00-LB* 18 11 !'ALL WAHi< LfVFL (I) 521. ON 10*211-f:') DEPTH IN FEET BORING 14 Al .. TIOll +214.1' $Y*W<<$ 0 -. --...------------DEPTH IN FEET c I ML HEO CLA'I y SIL r (sTlcF) BRUNSWICI( SHALE.HIGHLY BROKEN RED RE8 1 (HARD) GRAOINCi SANDY SHALfY GRAOINCi VERY SllNDY F RAC TUREO /IND !IROKnJ FROM

• 5 1 TO
• 5 I REOOISH-GRllY TO !IROWN FINE TO MEDIUM GRAINED S/INDSTONE PARTLY FRIABLE. GRP..OING COllR5ER RED SANDY SIL TS TONE BORING COMPLETED ON 10-13-69 I gr. L WPTFI< Ll:Vt"l P.1 'J6f ON 10*..:-'1""1/)

BORING 1!5 a.ow COUNT IYl#Ot.$ *M:lfll'TIOI# 0 -----ML eo 30 40 $0 f(f(IJ,.,'j.',11" '...illALr-kE OD I VERY f* IM (.lHAHffO SANDY SILTSTONE GtlAYi';H*BllOWN FINI' GHAINFl> SANDSTONE (tv-no) INTER!!EDDED RfDDISH.llROWN SIL T5TONf'.S AND REDDISH-BROWN Fl*tE Gl<AINEO SANDSTONES ( VEi<Y tiJ'.RO) BORING COMPLFTED ON 10-10-69 CASING TO f* DEPTH OF 10 1 1Jl0-LB* HAMMEH @ 30 11 FALL V."1ER LEVEL @J 10 1 ori I0-24-6g DEl'rH IN F£Er 10 eo 30 40 $0 DEPrH IN FE Er BORING 16 MllFACE Al .. 110ll +226. 8 1 SILi'* liRAINf'O SAND BHUNSWllK SH/\lt"-,;HAYISH-BRO"'N SlllY FINE TO l*HAIN[D SllNDSTONE (HAtrn) SO'-'F: INlERBEDDED Sil TSTONE LAYERS Rl.DDl5H-RROWN SIL TST,ONE (tiAF<D) Ff ti CAL CI ff S Tt1 I N(.lE RS AND INCLUSIONS SHALFY ZONE SHALE Y ZONE SHALEY ZOHE SHAL EY ZONE REDDISH-BROWN Sil TY FINE GRAINED SANO"' STONE (HARD) REDDI SH*BmlwN SIL TS TONE (HARO) FEW CALCITE STRINGERS LIGHT :>RA' MED I U'-' CiRA I NED SA,.,OSTONE (HARD) SIL TY ZONf WI TH CALCITE STRll)IGERS REDOI SH-BROWN SIL TS TONE INTERl!EODED WI TH FINE TO MEDIUM CilltAINED SANDSTONE; FEW CALCI Tf STRINGERS BORING COl.ll"LE TED ON I 0-1 7-69 CASING TO A DEPTH OF 51 300-ui. HAMl;lfl<@ )0" FALL WATER 'LEVEL @ 1 ON I 0*24-69 BORtNe 17 AIWfTIOll +227

• 2 1 aJ:>W COUNr $YM<<JL$ 0 ---25 !I ML IO 100% REDOISH.BflOWN TO !IROWN CLAYEY SILT WI TH GRAVEL FRAGMENTS (MEDIUM STIFF) Rf DOI SH-llRO#N SHAL£Y Sil TSTON[ (HARD) SHAL fY StlAL f Y REDDISH-!!ROWrJ TO GRllY SILn VERY FINE GHArr;FO SllNOSTONE(HARD)

GRAD I NG COARSER GRA I NfD SANDY flOR I NG CO'-'l"L f ff D ON I 0* I 5-EC) CASING TO> DEPTH 0,. IQI 300-LB* HAMM£f' @ fALL WAf[q LEVEL NOT RECORDED DEPTH IN FEET a.ow O COIH!lr eo 30 ---40 50 60 BORINC3 i8 NOTES: ARUNSWI CK SHALt':*RfDOI SH-BROlllN Sil TSTON[ (HARD) RfOOI SIL TY SillNDSTON£ Rf DOI SH-l!l'<OWN TO Bl<OWN Ml CACfOUS Ill TITONE SOM!' V£10 FINE" SANO (11AHD) cl ti AO I tHAV.HFDDISH-RROWN VfR\ F'INl (;RAINED SILT\ SAMDSlONf (HARO) Rf DD I sH-eHO!fo+.j SIL TS TONE (HARO) SliALEY F'I' i.HADI t<G VERY BORI rm r.OMPLfTED OIJ 10-11-59 (,'::ilfJG TO I* DEPTH OF 71 HM.IMFR@ 18 11 FALL LEVEL MOT !<[CORDED

1. 5" notes on Figure 2.&-22, St..t 1 for 8dditionll txpl81'l.tion of log1. 2. For loe11tions of borings, ... Figure 2.&*20. 3. LOii by OMnll Md Moore. LIMERICK GENERATING STATtON UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT. FIGURE GRAPHIC &.ocm SHEET30F37

.,,,, i Ill 20 '£ET .. OIJU#r .,_... 0-------.----------------- ..... ---Rf DO I SH.flROillf, >I NE SAi DY SIL 1 VFR'1 STIFFJ GRADIMi WI TH FllAGMt:NlS OF SILTSTON[ .IRUNSWI CK SHALE.REDD I SH.GRAY FINE GRAINED SANDY SI l TS TONE (MEO I UM HARD: ffW SHALE PARTINGS ljRAY FI NE \lRA I Nl!D SANDS TONE (HARO TO VERY HARD) Iii TH l IMDNI TE INCLUSIONS GRADING DARK BROWN* MEulUM GRAINED REI} SHALE, FISSILE, CALCITE STRINGEr<S lSOFT TO MEDIUM HARO) I NTERl!fDOED REODI sH-GRA\ SAIJDSTOlffS Mrn SIL (HARO TO VERY HARD) GRAY FINE GRAINED SANDSTONE, MASSIVE ANO CROss-BrnDEO (ft!IRD) RFDOISH.GHAY FINE SANDY SILTSTONF, rEW CALCAREOUS INCLUSIONS ( VFRY HAFID) GRllO I NG Pl,IRPL I SH.GRAY I IJ LOLOI< GRAD I Nf> Rl'D IN COLOH-Lf SS SllND GRl\01 NG REO.DI SH.GRllY AND SANDY GRACI NG REO, LESS SllNDY, illl TH C!ILCI TE STAI NGfRS GRAD I NG SANDY l!ORINl> COMPLETED ON IO*IE-69 CASlr.r. TO A DEPTH OF 9.QI 6 F*'LL WATEt1 LEVEL.@ 481 01*1 DEPTH IN FEET BORING 21 *Y..,_I 0 --. -----...-------------- .... --.-. Y',Jrt 'JP.r'!Dl

,ILT STIFF IO JO "o 50 G.l<llDll"i SDMF '.>ANOS!Of-lf LA\fl<S (HARD)

Mf"OIUM Gl<lllNfD SANOSTONF SLIJlllLY llllATllll<fD (HAflD) (HARO) fH Dll I :rn-llROWl*J 10 iiRAY SI l 1 Y VERY fl NE t"lA I N<D SANDS TONE, FEW 1.ALC I TE l*JCLUSIONS I NTER9£DDEO REDD I SH.BROWN SIL 1 STONE AND s IL rv FI *If GRAINED SANDS TONE ro VER'I f!ARO) REDD I sH-BROwri s IL TS TO*JE (HARD) LIGHT RFODISH-BROWN, GRAY, SILTY FINE GR.*. IN fD SANOS TONf (HARD) F[IV CALCI f[ INCLUSIONS R[OOISH.BROIV*. SILTSTONE, FEW CALCITE eco STRINGERS (HAF<D) SHAL ['r ZONE CAL Ct TE BEDDING STRINGERS B0111NG COMF'LETED O*J ASING TO A DEPTH OF ')I 1!10*u1 * {<tl 30 11 FALL WhTfl< LEVfL @ 2(;1 ON 10*211-6g DEPTH IN FEET BORING 22 a.ow COUll/r IYMllOL.$ 0 ----ft9!1,_, ......... I!"!", ...... , 10£/ll" 0 fll<lllfiWILK SllALr-11fFJlllSH*tlf<O'hfl RO JO 11ur1<11r1m1 o w1 111 C .. <J1 r ro 11r,1<ri) (JIH\ri I l'J(i Vt fi I f\Jt1 Ullll.Y I IN!" l/11/\INl"IJ WI 111 OCCA*. :JNAL SIL 1510Nf. LAH H (11A1<D 10 VI HY llAl<D) PFBllL F /Of'E REDr;1sH-liRAY FINE GRAINED SANDY SILT* STONf WI fH FEW BUFF INCLUSIONS GRA"f FINF GRAINED SANDSTONE MASSIVE (llEl<Y HARD) SHllLEY ZONE REODI SH.(i"RA) VERY SANDY SIL TSTO'>E WI TH CALCI ff STRINGERS (v<R) HARD) GRAY FINE TO MEDIUM GRAINED SANDSTONE (vrnY HARD) REDDISH.GRAY VERY SANDY SIL TS TONE WI TH CALCITE STRI NClERS (VERY HlfoRD) FEW SHALE PARTINGS-MASSIVE !IORING COMPLETED ON CASING TO A DEPTH or 10' 300-LB

• HAMMER 0 30 11 FllLL Wl'TER LEVEL @ zni ON 11)*24-E.g DEPTH IN FEET BORING 24 aow COIJNr IYMllOL.$

0 -.. *-"""'.-..... HEDDl Stl-11ROWN CLAYt:Y Sill (SllFF) IO RO JO fiHlJNSWI CK SHALE-Hf:DD I Sfi-BROWN SHALEY SILIS TONE (MEDI UM HARD TO HAlllD) SHALE Y \.N PART FfW CALCI IE SfRINOElllS ANO tNCLUSIONI HrlJDI SH-RHOWN GRAY VERY FINE ClRAI NED SAND3 I ONE (HAtrn) REDD I :m-BROWN SflALEY s IL rs I ONE REDO I sH-BHOWN TO LI GH I GRAY s IL TY lfEllY FINE GRAINED SANDSTONE (HARD) REDDISH.BROWN INTERBEODED SILTSTONE ANO .SANDS roNE REDDISH-BROWN FINE TO Ml".OIUM GllAINl!:O SANDSTONE INTERBED0[0 SILTSTON[ AND SANDSTONES hl!EL'IUM ro 1..iRAINEO LIGHT r,RAY MEDIUM GRAINEfl SANDSTONE (11ARC) rrw THIN PARl INGS AOR I NG COMPL rr ED Or* I O-l '/-E9 d*SING TO II DEPTH OF 5 1 WATER LEI/fl@ 110 1 ON 10*211-69 DEl'TH IN FEET IO JO 50 DEPTH IN FEET 190"'1N8 2'5A AIWITIO# +254.41 REDDISH-BROWN CLAYEY SILT ITIFF BRUNSWICK SHALE.INTERBEDDED REDDISH* GRAY VEFIY SANDY SIL TS TONE Arm VERY FI NE GRAINED SANDS TONE llllA'r FI NE GRAINED SIL TS TONE, MASS I VE RED SILTSTONE, MASSIVE (HllRD) SANDY SANDY IOR ING COMPLETED ON 10-17-69 11, "ATER LEVEL NOT RECOROEO BORING 26 EUWITIO# *2s2.gr J'J:. $Yl#OL$ 0 3g **:-r,01 SH*cc*O,'ol ,.II,': SILT STIFF) .*t( Sl-fr'lE-i*:fDOI s11-ur,OWN Sfl.NO'r 'A/3 11 :; I TONF WI TH SHALf (SOFT TO /0 RO JO I UP,t HMW) uf1f.J; I *JG HEDDI sH-GR .. Y WI TH CALr; I TE I T-JGERS LEY ClflAD I NG Sl'NfJ\* WISS I VE GRAY l'"INE GRAINED SANDSTONE illl TH 1'£* SHALE PARTINGS (HllRO) MASSIVE.SILTY IN PART RE DD I SIL TS TONE ill I TH l'EW CALCITE STRINGERS AND INCLUSIONI (HARD TO VCRY HARD) BORING COMPLFTl-D ON 10*1/-69 t'ASING TO 11 DEP rH OF 'JI )00-LB* HAMMrn@ 18 11 FALL WAT(l1 LEVEL NOT RF:r ORDED DEPTH IN FEET t I BORING 27 MJIFM:E AIW1'IOll +I I 5. 0 I a.ow ct>IJNT 1.--ot.* *WrlOI# 0 --*-*-----..-------------,... ..... -,,. DAiii< <iHAY 10 flLACK SIL I SOF I /0 RO 50 NOTES: I AldHIN1\* l"Oll', 'tl\Nll -Ml' Ar rou:; SOMI" l<IDOISll-Hl<O.,,. llLI Cil<ADINl. WI sow* CLAY Rl!:DDISH-llROWN SILTY rlN[ TO llll!:DIUM SANDY GRAVEL (MEO I UM DENSE) BRUNswi Cl( SHALE "". REDDI sH-f;!POWN F lrJE SAllDSTONE lHARD)' Hf.0013H*l! .. OWN SHALEY SIL TS TONE (HARD) rEw CALCI IE STRINGERS GRADINli VERY SANDY REDDISH.BROWN \l[llY fl NE GlllAI NED TO F" I NE GRAINED SANDITDNE-CRO!s-ecooEO REODISH9eROWN SILTSTONE (HARD) FEW CALCITE STRINGERS AND I NCLUS I DNS REODISH-BROWN FINE GRAINED SANDSTONE INTERBEDOED WITH SILTSTONE (HAlllO) REDDI Sli-l!ROWN SIL TS TONE (HARO) F Fill t.:ALC I TE SIR I NGERS ANO I NCLUS I ONI Hl'DDlsH-ElROWN SILTY \/Eln FINf 10 FIHf[ GRAINED SANDSTONE (HARD) HEDDI SH-BROWN SILTSTONE (HAlllD) rEw CALCITE tNCLUSIONS ANO STllllNerttl GRADING llERY SANDY LI Gl1T 8ROWN FI NE GllA I NED SANOS TON( (HARD) SOME Sll1STONE REDD I SH-llROWN SI l TSTONE (HARO) FEW CALCITE S TR I NGER-5 AND I NCLUll OHi GRADING SOM£ FIN[ GRAINED SANDl10H£ BORING COMPLl!:TEO ON IQ-24*':;g CASlflfi OfF'TH OF 13 1 300-ui. tlAMMfk fi' 18 11 FALL w1,n:1< Ll"Vfl IJOT f>ECOROfD

1. SH notes on Figure 2.5*22, Sheet 1 for eddition81.1xpl.,1tion of log1. 2. For IOC1tions of borings, ... Figure 2.5-20. 3. Logs pr1P1red by D1m11 ind Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOOS SHEET40F37 DE,_TH -1._ IN FEET 90"1Ne 28 AltaTIOll

• 114.11 a.l>W COUNT IY_.I 0 --------*G*R*l\*Y-TO-B*L*A*c*K*C*L*A*Y*E*v-s*, *L*T """s*o*F*T-T*D-

6. Fl RM) 6

• ML*M SOME BROWN TO BLACK SIL TY = I SILTY tollAVlL 1111 r11 FINF: til!AINEO SANDSTONf (MfOIUM Ol:NSE TO Of SOMf \lRA) I Tr SANOS TON[ RIWllSWI CK SHALE
• REDO I SH.PROV.N SANOY SILTS rONE (HMlO) f[l'/<,'Lr:tTr INCLIJSIO'JS SHALE SEAM SHALE SEAM REOOISH-BROlllN TO GRAY SILTY SANDSTONE WI TH SOMf SIL TS TONE uRAOING LIGHT GRAY SOME INIERBEDDED SIL lSTON[ REDO I Sit-BROWN SIL IS I ONE (HARD) F[W CALCI lE S fRl NGERS LIGHI GRAY FINE GRAINED ro MEDIUM GRAINED SANDSlONE REOOI SH.BROWN SIL TS TONE (HARO) GRf-DING ALUISii"Gr<AY E< 0111 IJG '.DMP LEH D 01*1 I 0-2 3-ECJ USIMG TO '-DEPTH OF 1, 1 IT/,MIAEH (c 18 11 Ff,LL WI-TEil LEVEL I .OT llECCRDED BORING 29 AltaTIO# +115.-;1 .. 0 <<lflf!T s1 L 15. 32. ML FI NE SAND -ANO CLA' GRAD I NG VERY Sr I l'F BRUN SW I CK SHALE -REDD I SH-GRAY F 1 l;E GR,t. I NED SANOS TONE (HPRD) SOME: SIL TS TONE Sl!:AMS GRADING M[OIUM ro COARSE GRAINED GRACING VERY l'INE liRAINEO Sl\HD'r SILTSTONE LAYER GRACI Nt; BLUE GRAY GRACI NG REODI SH-e'IDlllN GRADING GRAY BLUISH"GRAY SILTSTONE LAYER (SHALEY) BLUISH.GRAY SIL TS TONE (HARD) (HARD) LleHT GRAY FINE ll"AIN[O SANDSTONE (HARD) l'E!BL E ZONI!: FILU I SH.GTlA I SIL TS TON£ (11ARO) GRAD I NG REDO ISH-ll"OWN G Rl\0 I NG VERY SANDY l'EW Cl\LCIT[ ST'llNGERS BORING COMPL[HO ON TO A LJfPTH I ")00-L". llAMMI I! i IE'" '/*LL L[VI L NOT ltfCOf<i<I fl DEPTH IN FEET BORING 30 $l/llFliC6 AIW.TIO# +I I 5. O* a.ow COUNT SYl#Ot.I 0 ----.... ----------------

....... --g. 3 1

• ML*MH 10 <i RAY I SH-l:lLACK CL AYE' SIL I SOI' l GIHIDING REDDISH-BROWN (MEDIUM STIFF TO STIFF) GRl\OING SOME CLAY REOOISH-8ROlllN SILTY CLAY (MEDIUM STll'I' TO sr1rr)
• 8RUl-JSWI CK SHALE -REDO! SH-8RO#N TO Gr<AY VEflY riNE TO FltlE GRAINED SAM OS TONE (HARD) REDDISH-BROWN VERY FINE GRAllffD SANDY SIL TS TONE (HARD) SHALEY IN PART REDD I SH-BROWI J TO GRAY F 11;E GRAINED SANDSTONE (HARD) SOME CLAY !-

SILTS TONE (HARD) SHALEY I" PAHT SOME VERY FI NE GRAINED SAND GliPD I NG VERY SANDY Hf.DDISH-BllOWtJ FINI' GRAINEO TO MEOIUM Gl<AINED SMJDSTOl;E (HARD) REOOl-SH-BROlllN SIL TS TONE (HARD) FEW Cl\LCI TE STRINGERS /\NO INCLUSIONS SHALEY IN PART REDDISH-BROWN FINE TO MEDIUM ClRl\IN[D SANOS TONE (fill RO) SOME SIL TS TONE REDDISH-BROlllN SILTSTONE (HARD) F*w Cl\LCI TE STRI NGEAS BOA I NG COMPL E TEO ON I 0-22-69 Cl-S I NG T 0 A DEPTH OF I I 1 HAMMrH @ 18 11 FALL V.ATER u:vrL IJDT F<ECOnDEO DEl'TH IN FEET i BORINC! 106 .. COfMT SYl#Ot.I 0 --..,.. __ ,.... ______________ .,.. ___ 105/G",, CLA'EY l MfOltJM ML AO,, r..HAO I Nii HAkO flRllN'.lllll 1'1( ::illl\Ll sH-IJRl>WN '.)TONI' (11.o.rm) GRAD I NG SANDY r.RA'ISH-flROWN FINE IQ MF.ClllM GRAINfD SANOS IONf (HARD) REDOISH-RROllN FIN[ GRAINED SANDY SILTSTONf INrERBEDDED G'IAYISH-111'!1 T[ _MfOiUM TO COARSE G'IA I NED SANDSTONE ANO J REODI SH-BROWN SIL TS TON[ (HARD) REDO I SH-BROWN SIL TS TONE -(HARO) !IOR I NCl COtM'LE TEO ON I 0-7-,09 WATER LEVEL @ l71 ON 10-211-fY DE,_TH IN FEET e BORING 107 I .. ,.,,.+250.4 1 SYl#Ot.I 0 --- ..... I()() i. flfDDISH-flHOWN r.1.AYf-y s1*.

• STll'r <;O!'t ML l<lilJN'.iWI ( I( SllALr-r.l!AY I 511-n1m111N FI NE TO Mflll \JM 1lHAI NHl SANDSTONE (HAHD) INTERREDDEO GRAYISH-P.RO#N MEDIUM 10 COAHSF GRAINFD SANCSTONE ANO Bl<OWll SIL TSTOIJF REDO I SH-FlROWN SIL IS rONE (HARO) Hf DD I s11-1JHOWN 5 IL TS \"ONE (HARD) BORING COMPLETED ON 10-6-69 WATFR LfVEL NOT RECORDED DEPTH IN FEET BORING 108 IYl#Ot.I 0 ----..... ------------

.... -..... 72 l!I 97 tt ML REOOISH-RROWf< CLAYEY SILT STIFF REDD I SH-BROWN TO !IRO#N SHALE'r SANDY SIL TS10NE (HARD) BRUNSWICK SHALE-REDDISH-BRO#N TO BROWN SILTY VfRY l'INE GRAINED SANDSTONE (HARD) REDD I SH-BROWN MASSI YE SIL TS TONE (HARO) GRAY, REDDISH-BROWN ,-IN! GRAINED SANDSTONE (HARD) REDO I SH-BROlill'< MASS I YE llERY FI NE GRAINED SANDI SIL TS TONE (HARD) GRAY I SH-BROWN MEO I UM GRAINED SANDSTONE GRAYr "EODISH-BROlllN IW\SSlllE SIL !STONE (HARO) GR,&y, RECDISH-BROllH MASSIVf SIL TY SANDS TONE (HARD) BORING COMPLETED ON r0-(,-69 WATER LEVEL @ ON 10-24-(,q DEPTH IN FEET BORING 109 RO lfO NOTES: HEOC> I SH-mmwN (LA E '. s IL I (MEO I UM Sr I >F) BRUNS WI CK SHlll.E-REOO I SH-llRO#N SHALE ANO SILTSTONE {sOFT TO lllEOIUM HARO) REOOI SH-BROWN MASSIVE SILTSTONE (HARO) AROlllN MEO I UM GRAINED SANOS TON[ (HA"D) REDD I SH.BROWN SIL TS TONE (HARD) GRADING SANDY I SH.-BROlllN SIL TY 5ANOST ... REOO I SH-BlllOlllN SIL TS TONE (HARO) BROWN, MEDIUM GRAINED SANDSTONE '"'°"0) l'IOR I NCl CDl<WL ETEO ON I 0-4-69 NO W/\TER IN BORING ON f0-24-69 1. SM notes on Figure 2.5-22, Sheet 1 for 8ddition*I expl.,,nion of logs. 2. For locmtions of borings, ... Figure 2.5-20. 3. Logs prepared by OMMs llnd Moort. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGli SHEET50F37 FIGURE 2.1-11. IO 20 $0 DEPTH IN FEET a.ow BORING 110 .Tl "K )llhU'-tffDO I

• . r. I It I

r\H.Y :JILTJ"Ot*I 1,11A*, I If.I 1 1f.:.AINJO

(* t*H, llA!llt) ht P Sii I>, (ti.A.HP) . Ht l>O I !'>*1*-1iM.A w*o I IJM UR.A. I NI-I) 1 OM ( ,, HA**O) *H()(); ,i;-, .. owN S"ND\ SIL fSIONt (vFWo t1,..1rn) llfDOISll-.itl" MASStv[ SIL I\ JANDSIONE (*JtR, HARD) "DulsH-l'kOWr., !MID'* SILTS'ONE f;FDDISH-;RA i'INF .:iR ... INED SM,os*DNE (vF w. F<f"DDI s IL rs TONE (HARD) Ht DO I Stf-1, flOWN FI Nf: GRA I NF[) SANDS 1 ONf (v1 .,., l<ff!DISM-f*ROWN SIL ISTONE (HARD) ><*Dr11SH-,llA'o GRAINED (vtR-, HARD) I" ' E I ED ON I 0-4-69 r 0 .\AT,*'\ I rJ eOH I NG OM I U-2/1 -(.C) BORING 111 $l/llFACE E&.l*TIO# .;*

• 2' COUNT $Yl#Ot.6 0 *11,,*

'>"**"* I!';*. er) ML IO 20 30 ---* 40-i'ld r.' ;c; I 1*11:::1*.I SILTSrmiE (11111"-) r,/..:A,, f,t Id VI'*' I .. ti*' I tJt 11 1 l1 I I rJI .,1,1\ I t.Jt I' $*\P*Jll:S JlltJt *ll no I '> 11 (tiAhP) ---1 I s.-.Nos rONE LA' fR L iHT REDO I SH-l'ROWN F Hif *ifl ... I NED SILT* Sf*NDSTOrJE (>ii*i,D) hf.Ofll:l.H-HRDWN SIL1S'.0Nf (HARD) f*C** 11 :Cl *. I f'D 0 .. /I)-:,-j '.O O\;*lfH it' 1'0'*1':.:; 01' l'J-2iJ-';9 = I IO 10 30 50 DEPTH i IN

• FEET aow O COUNT 10 20 30 40 50 ---60-BORIN0 112 rniur::-;.;.1

$HAL£ -HElJD I '.:..1 1-hh'J/'lrJ c 1LT HA?J J 11!'.DDI SH-'IHOWN TO llRA\ t.IF01 t M 0 1 r D S* 1 :iJ *J ror 1 r* 10 t'EDJ I '.:>H-<<i'OWN I !f H"Ro) I 1 S"NDS rONE LA 'rER ----1 1 '*"*ER SA\JDSlONE 'FO[ll sH-rHOWN TO REDD* SH r,R,.., Sit. r*, SAl:Q5 01\E (*1FR'1 HARD) ' OH t fi-i C(tMPL f: FD ON I 0-' .-1 g '.v.11*. u '-'n. ll (:*/1 or! I l BORIN0 112A *ftl'laTIOll

• !.lt:.01 F'I w ff IN Sl'l,DS '01.t* LA'fFRS Bl<IJllS\\l

.. K SHALi -H*Wl'llllSH-G"AY MEDIUM 1J ')' (sf'/*I: f'C. (Hf.Rf) TO *:c* ., "'-,u) I*' DLI *;11-pl,OJ,'; Y (HARD) 't v. 111 lf,!L.LU'.jlOt*.S P..rw SIRIN'ifRS zor-:: f't-*.'< 'LAC.I rt :ir;.1rr...ifRS ,,,AC t,. I 1;f ;,y '.:JA'.(.)Y VfR'1 FINE 10 FINE GRAINED SAlcD,TONt (HAHD) ,.RI A8Lf IN PART SIL 1 STOt\!E (HARO) Vf,lY FEW SJ*r.JGY lO"'.ES MAri-. !JKAO I N(j Vf RY rHDDISH-llROWN TO Gf<AY Fl!;E GRAINED SA'IDSTONf (tiAl<D ro VERY HARD) Ir 11FDDI SH-RROWN SILTSTONE LAYER @ E5.0 1 liR"D I NG MF:D I UM TO CO,..RSE GRA I Nf.D AND Bf<OtliN 1*or ll:G COMPLETED ON /0*22-f::C) llr/ Htl LF.VFL NOT HECORDrD DEPTH IN FEET i 90"9Ne 113 ,.._.. ....,.,._ $>WOL* 0 --*-IO 60 100% DEPTH = IN ' FEET a.ow COUNr 0 --* -,x. l'I J1 l'I IO 100% 20  % rrrn: 30 ICYJ% 40 f\IHIN:511rt, K I Stf-l'ROWN (HAfffl TO \/fin' HFOD I SH-flROWN SIL TY SANDS 1 ONf (HAR{)) tlfOOISH-l-IROWN SANO) SILlSIONF (,r1n H"RD) BORING COMl'LETEO ON /0-4-69 llrATER LFVfL (gJ 59 1 ON 10-211-(39 BORIN0 114 $IJllFllCI ILl*TIOll +2M. r 6'1'/t/llOU ML ,._= ---=-Pt 11n I '>I I * (s lfH) l*IHJN:'i'{i I 1 t(

• H1 (l[l I '.itt-nlWWN T 'lTONf

'l'I n*L Y llAHI') 111\flK f!l-llDl,.1!-1*1<0WN '.if! f> VlllY Fltlf 11/IA 0 iANl>:J I ONI 1HA'Y, HfUDl":.itl-IHHJWN vr1n t INE' ljRAIN[D .TO FINF URAINf[l (MARO) t>Olll COMl'LFTl'I' ON 111* o ><LrvrL ';'.1 ,', 1 on I f)-211-(') DEPTH IN FEET BORIN0 11!5 $UIPlliC6 AIW'l#Jll

• 200. 0 I .. 0 t>>UNr n190C.--*.-.-----*-w

__ __ 72 11 71 II NOTES: ML RE OD I CL" "Et 5 IL ST I FF) MEDI **Iii "RUtlS*!I CK SHALE-REDD I SH-r,RAY FI NE. ',R,..IN£lJ TO llCDlllM C.RA>NFD S TOfff ( RD) REDD I SH-IH<OWI< 51 L 1S lON[ (HARD) GR,..llSH-PROWN 11[01Ulil '0 CO.ARIE *.R .. SANDS TONE (HARO) RECD! SH-BROWN SIL TS TONE (HARD) WI TH SOME S"NDSTONE DARK BROWN SIL TY VERY FI NE GF1A I NEC SANDSTONE (HARD) RFDDI sH-BtlOWN SILTSTONE (11 ... no) 80R I NG COMl'L [ T[D ON / 0-WATFH LfVfL Iii' 4%1 on 10-211-(i9

1. See notes on Figure 2.6-22, Sheet 1 for eddition*I exp18nation of logs. 2. For locetions of boringa, SN Figure 2.6-20. 3. Logs preS)8rld by 08mel 8nd Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS

• SHEET60F37

/JE,.TH Ill FEET t: I .. ,,,, COCJlllT 0 ----IO 20 JO 40 DEPTH Ill FEET 190"9NC3 116 ...... ft6tl!ITIOll +

• I'(

I CGAkSE ',ii/..l '.:::O !:il*I. _ r ,.,!";[ REDD I sH-nRDWN r I 11.E ';R" I NED SMJDY l TS TOtH: fH"DO I r I NE GR" I "'ED S"NDS TONE "l[,)I S>1.F>R011N

• ER'f S"l*OY SI*_ *s 'ONE GRADING LESS S"NOY RED SH,,LE. FISSIL (wn)

I IJTfl<!c<fDD I Nli 1r1 I TH S-"IJOY *;IL I STOIJF rlNE GR,,INl'O 5"N0STONE (H,,RO) H '.;IJ I SMlDY S 1 l l i TONf (\/[RY '11"f1[)) k£. {J' 's1t*o;,owN IMSS I \If ,-I NE ,-,R,, I NED SIL l Y !'OH I NG l:OtAPLfTEO ON I 0-3-E9 IN/.l(R LEVEL @ E%1 0'1 10-24-ECl BORINC! 117 $1111FM:6 ft6Wr-&OW O COfl#T ..... __ * ...,. ____ *_XI_* __ ,,_,.. ____ _ IO 10 IC,Q% Jo-* .. ..;:;.a---1 1()(1% 100% K l.iHl"( WEP.TIH F*ffll ',,C.rH)'r' SH .. Lf 1,n.-01 N:) t1.-.Rlit H OAliK tirO :illALf-Fl:.iSIL 1 llll:P ""-..__ J."rl\,l<>lJ, l1l'il1* IJMO\ HI ll I Ir.JI ... t.AINl'O JAMll't' Sil (1.1u1a ,, .. TtLY HAl'll) 1wr,n1sH-1 dH.101Jr..1 r1N1 TO MfOlllM LIH.*dNfD _,,.,rJ(J*_,f!lNt "*tnn1*.JH-1ii.o.vN s..-.Nn'I s1Lr...;raNE' rlNt. TO W[QIU*.' .* RAINt.O $MW .. RA TfL r HM<IJ) I NTf"HHt-DOfD c;Rff"N I SH.GRAY AND fl ED SHr'L FS Ll.,ltT Ti.l MfDluM ,,,,,.y

• ,R,,INED

>"f<iJS TONE (H,,H o) f\Ok I N*i l DMf'lfTED ON r'o w .. ni< I' ROoONCl ON 10-2 1 1-':.1 !IORING COMl"LETfO D°' 10*24-ECj '/,! TER LfVEL "OT DEPTH IN FEET BORING 118 $UIFM:6 ft6tl!ITIOll

• l'J8. ,, $YMHL* 0 -----..... ----------

';8 " DEPTH C IN ' FEET ML l:!RUNSWI lK SH"LE.WEl\THERfO SILTY S"NelS TONE llfD(ll :rn***ROWN 'S"NDY SIL (HAFllJ) HEIJ f IN! *,f<AI NEil 5"NDS*TOtlE SIL n SHALE (H,,RD TD VERY HARD) RfODISti.BROWN MEDIUM CiR,,INFD 5"NDSTONE f<[DDI SH-BROWN SMIOY SIL TS TONE (vl!:Rr HARD) BO!< COMPlF TEO ON 10*?*E'1 \\**Tm LrVIL@ O'C 10-:*11-;:;

1) BORING 118A $UllFllCI ft.6tl!ITIO#

• I (;Cl. " I AOW O COCJNr

____ _ ML IO 30 40 ao *o IOO - s11 ..... 1**11ro (11fRY 11,,1*0) RfO >tNf TO Mf'DIL'lol liR,,INCD 51\NOSTONf (>i,,RD) RrD SANDY SIL TSTOlt (H,,RD TO VfRY H"Ro) INT! F;fffDDtD l!ROo!IN TO GR"Y SMIDSTONE (vEP* HARD) ArJD PUf'PL I sH-'lRl'EN 51 L TY SHALE (11ARO) M1*01u"" l.ir<,,INfD S"NOSTOM' (vERY 0 llJ..IJD) PUf<PL£ SILTY SH,,L£ (HM10) MJD FI rt!!: 1.if1" I MED 9ArJOSTO,_.E GRAY FlfJf Gf1AlllED

• PfBlJL[ ZONE S"llDSTONE REDD I s1i-eROWN s I l TS TONE (11,,RD) REDDISH.!IROWN Gr<Pr FINF TO MfOIUM SArlDY SIL lSTOIJf .R.t-[)ltJ*..i Ll'iHT GRAY fl'lf" T(J S"llDSTON[ (HMlD TO *Jfr*v GR"O ll*G loolt DI Ullol ro CO,,RSE GR" I NEC FINE 5"N0r SILTSTONE (H""D) 0£,.TH. It: IN FEET .. ,,,, COUNT 0 ---10 30 60 70 DEPTH IN FEET IO 30 40 50 70 ao BORING 119 1 I ti-:,;,*

L/*Y!Y SILT flHllt15:1ICK S<MLE.RED SILTSTO .. f To..> J1-f<1'r 11rn Flt*IF TO MEDIU"" GR/*INfll SM10-s (Ht no) !{ED SMIOY SIL TS TONE (Ht RD TO VERY Hl'RD) I NTERllEOOEO BROWN TO GR"Y 5"NDSTDNE (11EFn HARD) "NO PURPLISH-GREEN SIL TY SH"L E (HARD) l'HA', Mro1uM liHAINEO SANOSTON( (VERY H"llD) PURPLE SIL TY SHl\LE (H,,RD) AND FI NE GH" I NED SMJOSTONE !IORING COMPLfTfO ON 10*2-fq Yi' HR LEV(L t:OT RECORDED BORING 120 Altl!ITIOll + 155. BI LIJHT µf(.01'-..t1-f**(,.*;* LL;..1:1 SIL' S'IFf f'RUNSINI cK SH/IL I SH-** ,QW'* M,0551 VF '_)IL JSlOr.F (HAHO) PURPLr-GflEUI TO I s11-0HOWN VERY i' I nr GIV I NED s IL TY SMJDSTONE trill flHOWtJ ro Gf<A) SIL !STONE (11Ae<o) "NC* PURPLISH-GREEN "l n SH,,LE GMA< MEDIUM SAN'JSTON,. (11ERY HP.HO) Hf DUI s11-f1ROwN-Gll"Y F INf CiR"tr*fO 10 GliAINFO 5ANOS10Nf CD-Lf'EO ON 10*2*fg LEVEL .: 1!3 1 0'* DEPTH IN FEET t: I &OW COf/11/T 0 ---RO 30 q()% 40 50 *o 70 *o *o ---NOTES: BORING 121 (L**F'r' SILT Arm ':>.ILTJTON[ R1)l*LP1 II<) .... 1 '>Tl** lO 51 llf) BRUNSWICK SH,,LE.GR,,Y, loll'OI Gll,,tNfD TONF (11ERY HMlO) REDDISH.BROWN SILTSTONE (H,,RD) INTERl!EDOfO VERY FINE GA,,INEO TO FINf" CiR" I NfD REDD I s IL r T S"NOS TONr AND REDDISH.BROWN Sil TSTONE REODI SH-AROWN SIL (H,,RD) ll'<TEll!EDOEO REDDl5 ... l!RO*N FINE GAf.INf:O SMJDS TONF M!O RFDO 1 S"NOY SIL TS TONE (H,,RD TO VERY H"RO) B.OR I NG COMPLfTtD ON IQ*;(-fCj INATrl< Lfllf"L fl 3jl ON 10*211-E')

1. 5" notes on Fitu,. 2.5-22, Sheet 1 for edditionlll explen.tion of log1. 2. For locetion1 of borings,'" FituN 2.1-20. 3. Log1 prepared by 0.... Ind Moon. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINALSAFETYANALYSIS -REPORT-GRAPHIC LOGS SHEET70F37 FIGURE 2.5-22 100% IO RO 30 If O :: I l!ORINe 122 Mlll'1#:!6 AIVITIO# + I I 6Y.otl I-'! l.Jlil'.>11-Hl'l*'#tl

'.)IL l'r t !t11 'U !JlllM ;Jlll\INI 0 SAND fll">llSWI CK SH./\Lf -,i.,I\\ I SH-131101\N FI Nf 10 MrOIUa..4 ... tlll$l0o'J! (11M-tO TO Vl l'l'l Hllf!B) '..>llALf SfAM lLl\Y srAM I' LAY Sf AM (ll'IAY !ilLTSTONr-:>l-IALn tHM<D)i F[W CAl CI 1 E S TH I N<H' RS GFIAC I NG fH'ODI stt*t'lllOWN SHl<L f Y lOMf 11f.DDISH-RllOWIJ SILlY, VEliY Fll<E 'TO l'IN[ 1,tll\ I NI'[) SANDS IOtlf' (HArm) l<f DOI SIL IS TONI llH>l>IS*ll*Bl!OWtl TO .:;HAY Vf-RY SNJOY SILT* :; TONF LAYfll (HMTD) IHDDI SH.AllOWN SIL TSTONF (HARO) SH/IL f Y ZONI flOR I NG COMPL [ T f 0 ON I 0*;?4-69 WPTCI< LfVEL ij 'J,\ I ON ( Q-21i*(CJ BORINe 123 ftltlA'11tJll + 15 i *'JI .. , 0 -*** - ___ IO RO If O SIL l:>TONF f*RUNSWI CK SH"'lE-REDD I SH-AROWN FINE 1,R,l\llJ[lJ SILTY SllrlDSTONE INTERBEDDED, Q,llRK RED SHALEY SIL TS TONE l\NO REDO I SH.AROWI\ 5"'NDY SIL TS TONE (HARD 10 H,l\RD) f\RICK RED 10 REDOISH-AROWN FIN[ l'iRAiN[D S,11NOS TONE D"RK RED MASS I VE SIL TS 'ONE f'OR I NG COMPL E lfD ON I 0*7*S9 tlO l'"lli:fl IT< !10HING ON 10*211-('J DEPTH :: IN ' FEET a.ow 0 COIJNT IO Ir()% RO ... I 0 1 1. 30 1r:iox If O $0 BORINe Alt1A7IOll + i '/4, "/I l I K SH.Alf-LJkA'r, Vfll'Y FIN£ lHO.INEO SMllJY SILrSTOtlf n "/I f<Y (vfRY Hl-h*;) HEDDI SIL TST.Jl'JE INTFRilFDDED REDDISf<-FIROWN FINE GR,.,INEO TONE N1D REDO I SH-nf<OWN S,l\NQY SILTSTO"f (H .. RD '0 VfR' H,l\RO) nORING COMPLEffD ON 9-28-GC) W' lfP lFVtl Ii¥ OtJ 10*24-E<J IJE,.TH IN FEET IO -DEPTH IN FEET BORINe 127 $UIFM:E ll.ltlATIO#

• I '/8. 2 I ML

'.f"i.Y :i,.,NilY "IL T*. JnTJI "i<CU.'!*.1 SH-l*f !_, r J ... !*1\ I( K llf :-J SIL I (H .... ,....C) l'OR F 'ED I r:i-.-r;q L1\.'L 1,11u 01*0 BORINe 128 $""'1'M:E El.ltlATIO#* IP I

• I ' . .,. ... 0 -----* ..... -----------

r,7 "'

i. ML f'f<UNSWl1:K SHALF.F<EO, FINF. GRAINED $MIDY Sllnf (1iAl<D)

• "A!,.!F.O SIL ::l,At.:JS'D'd:

l*LrKISh-Rr'D SIL (H .. RD *o oFR'* H"D) , fR' SA.ND 1.'ER" SMcDY fif D 51 L FINE 1>R,.,INFD DI-IF (H,.,RDJ 1'FO *JfH' SM.0' SIL'STONf !*01< If* ' Ol:PL E I FD or '1-.. -"') /1 Tl"., ll.1 I l r-JOT 1;f"1 () ,1 1 DEPTH IN FEET BORINC!I 130 $IJ/FM:E ILi..,,. +I ';iq,') I IO RO 40 60 10 *o JOO NOTES: -,,0'.'/1. r:Lli.'rEi S1L ,*:1 ti SC::f SMJO (s 11 FF) flfHJNS*f,lt..K SHALE-M.ASSIVE C't<l:OWN vE.R'T' I I NE I NfD S.ANrJ'T' SIL. T (H,.,Rfl) REDD I SH.BROWN lJ IL TY S"NOS 'ONf.MJ\SS I *if (HAR 0) REDDISH-RROWN M"'SSIVE vER\ Fll<E GR .. lf.fD S"'l'°Y SIL *s fOl-lf (H,.,Ro) flfD M"'SSIVE fl NE GR .. S"'NGY SILTSTONE (H,.RO) RED V[R) SANDY SIL TS TONE' (H .. RD '0 V[R) HARD) RED SM<O\' SIL lSTONE BORING COMPL E T[D ON 9*24-69 WATFR LE'Vfl@ E71 ON 10-24-(')

1. See notes on Figure 2.5-22, Sheet 1 for edditional explanation of logs. 2. For locations of borings, .. Figure 2.5-20. 3. Logs prepared by D.nes Ind Moore. LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOOI SHEET80F37 FIGURE 2.1-22 DEPTH IN FEET RO ao /00 110 120 BORINa 131A liRt,NSWI<

I( SHALo-llEilDl 3H-BROWN M ... SSIVf SIL TS TONE (t1P.RD) REDDISH-BHOf;<J VEl1Y FINE TO FINE Gf<P. I le ED SIL T'r SH<DS TONE (HARO) REDD1s11-ARDwr. M ... SSl*IE SIL1Sf0NE (H ... RD) REOOI SH.AROWN SIL r*, FINE GR ... I NED :3M.OS 'DIS Hf"{'[l I Slf-PlWWN JI LIS I Or-JF . .'HtSS I VE) HEDDI s11-sROM* s IL I., S ... NDS fOl\E REDD I SH-RROwM SIL TS 10NE (t; ... RD) REOOISH-E,lOAN SILTY VFR'f Fti*IE :iR ... HJl':D s;* JSTO':E' S1,_*510NE (H ... RO) S ... NO\ REDD I Sti-BIWWN FI NE TO yf*RY FI NE GRP. I NED 'Sit'[) SANDSTONE (H ... HD) SILTSTOrir (HP.RD) AOR I NG COi.iPL[ T[O ON 9-26-*9 Wf-TE'fl LEVlL rJOT RECO'lDfO DEPTH IN FEET 19<) I(,'( 100/5" 10 40 ao 90 DEPTH IN FEET BORINa 133 Al .. TIO# *IE2. I' ML 1-.1* J SAND> :> 11 l ( vf 5 1 llRUrJSWI rK Stt,0Lf-P'Rl\GMENTEIJ Rf.[! ,, IL 1-$ TDNr RFD SILTSTONE I' FINE ... INEO RED SANDSfOIJF@ F 1r1r GR ... 1NEO SAl\OS'ONE RED SIL TSTDf.IE DI IJS SMJD I ER 1<ro TO *,llAY, FlrJE TO !ftfCIU:ft Gl:f-llJfD SMID 'S TONf Pt,RPLE GR ... I NED S.l! DS '0'.f RED SIL TS TONE (H ... RD) f<lf), SLl!1t-ITLY

....ILT:fONl" (vrt<Y HAIW) 80R I NG COi.iPL E TED ON I 0-1-59 WATEf1 LEVEL@ E2 1 ON I0-2LJ-i:<J BORINa t35A &OW 016Clfll#T'IOllS 0 COUNr

... s 5 l'I 92. ML

• ,111'\LI -oAAK HI() 'II( ATttrfO () '.JH/\L j (rAf 1U!" 1t,A I f"l y !..Or r) llFI> (t.10()t1l,Oll:L' 11/ll<U) D/lkK nRI CK RFD !IL fY SH"'LE BO,_ING 10-1-69 L[\IFL II 51 10-24-69 DEPTH IN FEET BORING 134 MOW O COUNr SYl#OL __ ......

.......... PFOJ SH SIL; l I,. \IV!-H ROCic.: f RA'1Mf'h. s 1110 10 --1()/') 30 40 60 ao 90 DEl'rH IC IN FEET ML "I NE GRA I !'\ED SllNDS '0r<E (HilRD) SIL *5 <OfJE SAND I ER F'i r.E GRAINED SAi.OS IOfJE (H ... RD) "EL' SrflDY -:Jr ADlrn SI '!0 If"** f* ED FI NE G<ll' I' JED SANDS TONE l<FO 5ANDY SILTSTO!<f (Hfl1D) i<fD (Mr*citUM ,;hAINI o) (t1At*L 1) , Vt:<<Y I I IJED SI' NOS TONE ';RADF.S 10 Rf.D SllND'I" SILTSlONf 110H IN.; COMP F 1 FD ON 9-2{,-,'.;9 il**ff,; L£V£L ')01 ON IQ-211-69 BORING 136A MJlll'l/iC6 &lta1'10ll +I

• 5 I llY.a..* 0 --*--* ... -*,,*,.*D*ll*I

,-f*l*N*f-SA*N*D*\-S*l-L T /0 2'/ 1 Jfl/:!11 l t ML 40 __ _. >'II Tl\ :-(l,1( <<ClCK f BllUNSWICK SHALE-RED 51\NDY SILTSTONE (1.1rn I UM HARD ro H ... RD) VERY SANDY FROM 23 1 TO 25 1 RED FINE GRAINED SANDSTOl\IE (HARO) BORING COMf>L ETED ON WATER LEVEL @ 8'i 1 ON I 0*24-69 DEPrH IN FEET BORtNa 134A c::r $Y.a..6 0 -IO $0 ao NOTES: HI[>(") I '.iH-l*!(Qf.'l 1 r,1 /." '::. 11 r,4t DI !.I'/ J 11 H) Stl ... Lf-*1£001!>11-l,lflOlilN !>tlAl.£Y SILTSTONE (11 ... RD) J.lEDD 1 SH'"ClROWN S 1 L TS TONE (HllRD) REDDISH-llROWN FINE GR ... INfO SIL Y SAllDS TONE (MODER ... lfL Y H,ORD) REDD I sH-AROwN f 11,E GR ... I NED s ... NOY SIL 1 STONE (t.1DDERI\ TEL"* HP.RD) REDDISH-RROWN FINE GR.&INED SILTY SANDS TONE RfDDISH-[lftOWN SIL lSTONE (HllRD) REDD! SH-AJ.lCWM VERY I' I NE GR ... I NfO II l TY 5ANDST0Nf "'fDDISH-i<ROWN SIL TY Sllf<.DS'ONE (H ... ,_D) sH-r-f>utJtJ 51* TS (H .. RC.) HIGllLY JOINTED l\ND FRACTURED; TO 85.0 1 REDD I SH.BROWN SIL f ., FI NE GRAINED S ... NOS (H ... RD) RFOD I SH.RR OWN SIL 'IS !ONE AO,_ li'<G CDMl"L f TED ON LfVfL POT

1. See notes on Figure 2.5-22, Sheet 1 for

• additiOt'llll explenation of log1. 2. For IOC1tio111 of borif111, .. F.,,.. 2.5-20. 3. Logs prepared by o.,.. mnd Moon. LIMERICK GENERATING STATION UNITS t AND2 UPDATED FINAL SAFETY ANALYSIS REPORT IWllCWll9 SHEET 9 OF '37 FIGURE ...

BOfttNS 1 !50 .,..,,_ +250. I 1 Tri rn.<<* o

26. llHUNSllll CK SHALl* IAN, YfLLOWI SH.BHOWN SHALE INl[fH!F.DDfO 1111 IH TAN FINE 10 MEO I UM GHA I NED SANOS TONE ( SOf'T ro MEDI UM HARD) LDC KA TONG Mf:ll9ER.8LACK SHAU'. CARllONA*

CEOUS 1111 IH CALCITE S rR I NGERS (HARO TO llERY HARO) OA*K GRAY SLIGH'LY SANDY SILlSTONE CALCARE:OUS \/EllT I CAL *HIGH ANGLE FRACTUIU: GRAD I NG GRA) HIGHLY FRACTURED ZONE INTERBEOOEO BLUISH.GREEN llLTSTONE ANO BROWN MEDIUM GRAINED SANDSTONE llLACK SHALE 1111 lH FEW CALCITE STRINGERS CARllONACEOUS (tiARO) GRAY SLIGHTLY SANDY SILTSTONE-BANDED CALCAREOUS ( \/ERY HARD) GRAD I NG GREEN I SH.GHAY GRADING LIGHT REDDISH TINT l!RUNSllllCK SHALE-DARK REOOI GRAY SLIGHTLY SANDY SILTSTONE NON-CALCAREOUS llROWN FI NE TO MEO I UM G RA I NEO SANDS IONE HIGHLY FRACTURED.FRIABLE (MEDI UM HARO) REDD I SH.BROWN SIL TS TONE 1 SANDY A I TOP (HARO TO \/ERY HARD) OCCASIONAL HIGH ANGLE FRACTURE REDD I SH.BROWN SHALEY SIL TS TONE (HAllD) GRAYISH.8ROWN PYRI TIC FINE TO MEDIUM GRAINED SANDSTONE-SOME SILT (VERY HARD REDD 1 sH-llROlllN SANDY s IL l STOr.E GRAD I NG GRAYI SH-l!ROllN WI TH INCLUSIONS (VERY SAt<OY) PEBBLE ZONE "EOUl:>H-tll<UWN-(;RAY FINE GRAINED STOMF. (HARD) ar<ADlrJ*, MEDIUM flF1AINCO INrERBflJDED AND s1L1s:oNE REDDISH-BROWN SIL1SIONE (HARD) WITH CALCITE INCLUSIONS

-EW CALCITE INCLUSIONS REDDISH-GRAY FINE 10 MEOIUM GRAINED SANDSTONE (HARO) 1NTERBEDDEO SANDSTONE WI 'H SILTSTONE

'\_ FEW CALCITE INCLUSIONS "-.cLAY SEAM GRAY FINE ro* MEDIUM GRAINED SAN!!ISTONE (HARD) GRft"NI SH-ciHA) SHALE, (HAJW) Rf DO I s11-HROl\N ,; IL ls fONE (HARD)f fW CALCITE INCLUSIONS PEBl!LE ZONE GRAY I SH.BROWN FI NE GRAINED SANOS TONE (HARD) REDDISH-BROWN SLIGHTLY SANDY SILTSlONE FEW SCAT'ERED INCLUSIONS (HARD) DE,.TH IN FEET 1ao ZIO 140, 160 BORINC! 1!50 SHALEY ZON[ QR,\OING SANDY WI TH CLAY INCLUSION!> GRAD I NG !!ANDY LESS SANDY, FEW CALCITE INCLUSIONS FEW CALCI TF. INCLUSIONS REDDISH-BROWN 'O GRAY SILTY VERY FINE TO l'INE GRAINED SANDSTONE (HARO) SIL TS TONE LAYERS GRAD I NG M!':D I UM TO COARSE GRAINED REDDISH-BROWN SIL s*oNE (HARll) FEW CALCI '[ STRINGER ANO INCLUSIONS GRAD I NG SANDY PE!!JBLE ZONE PEB!'LE ZONF LIGHT GRAY FINE 10 MEDI UM GRAINED SANDS TONE (tiARO) SIL TY ZONE FEW JOINTS WI TH STAINING REDOI SH-AROWN SIL TS TONE INTERBEDDED WI 'H Rf DO I SH-BROWN VER) FI NE TO FI NE GRAINED SANDSTONE (HARD 10 VERY HMO) -SDMI' CllOSS BEOD I NG REOOI SH-BROWtl SIL TS TONE (HARO) FEW CAlC I TE I NCLUS 1 ONS GRADING LESS CALCITE INCLUSIONS (iRAOING SOME FINE GRAINED SAND-STONE LIGHT GRAY FINE TO MEDIUM GRAINED !!ANOS TONF (HARO) REDD I SH *I" ROWN SIL IS TONE (HARO) FEW CALCITE l'ICLUSIONS GRADING SOME SANDSTONE llORING ON 10-22-69 LFVEL NOT RECORDED DE,.TH IN FE Er = I &OW 8;!" 125 " IO RO 30 40 50 60 70 ao so IOO llO $YW<<JL* REDD I s11-,,ROWN FI NE TO MfOI UM GRAINED SANDY SILT (MEDIUM Sr!FI' TO SllFF) BRUN SW I C:K SHALE

• REDO I SH-l!ROWN FI NE TO MED I UM GRAINED SANDY SIL TS TONE (HARO) SHALEY ZONE GRl\OING SANDY FEW CALCITE STRIN8ERS GRllD I NG VERY SAND' REDDISH-GRAY SILTY VERY FIN[ TO ,.INE GRAINED SANDSTONE-MASSI\/£ (HARD) REDDISH-GRAY SANDY SILlS,ONE (HARD) FElll CALCITE STRINGERS GRAD I NG VERY SANDY GRAY \IERY FINE 10 FINE SANDS10NE LAYER REDDISH-GllAY FINE SANDY SILTSTONE SHALE PAR' I NG VERY SANDY ZONE GRADING VERY SANDY WI TH SOME SlONE GRAY VERY FINE TO l'INE GRAINED SANO* $TONE (HARO) SOME SIL STONE GRADING REOOI SH GllAY llERY FI NE TO FI NE SANOS TONE WI TH SOME RED SANDY s IL rs 'ONE LAYERS Rf Dlil 511-f'l<OM>

Slll\LEY SIL* s*10NE (HllRD) "RAUi N*, I. fl<\ SANO\. M*O (iflAY GRAY FINE GRAINED SANDSTONE MASSI\/[ (HARO TO llERY HARO) WELL CEMEN fED GRAD! NG DAllK BROWN-FR I ABLE PEBBLE ZONE GREENISH-GRAY FINE SANDY SILfSTONE PEBBLE ZONE GRACI NG VERY SANOY-GiRAY fEW SHALE PARTINGS PEBBLE ZONE BLUI SH-c;RAY SIL TS TONE LAYER REDOISH-AROWN TD GRl\Y SILTY VERY FINE *TO FI NI' GRAINED SANr>S T9NE L.WEP REOD I SIL \HARD) GRADING SANDY IN PART FEW TE: INCLUSIONS ANO STRINGERS FE:W SANDY ZONES CALCl1E INCLUSIONS CALC I T*E INCLUSIONS GRAD I NG SANDY l!IORING COMPLETl!:O ON 10-22-Sq WATEf< LEVFL NOT RECRODED IO 30 70 NOTES: IU/lnJC6 Alta,,. + 122 .4 1 r .. :-, '..:.!-' ! ' 1_ J. * ->O; I) RED SIL' G .. AVE_ HI GHL' FRAC TUREO CK SHALE -DARK RFD SIL TY SHALE REDDISH.GRl'Y,HIGHLY FRACTURED, FIN( GRAINED SllNOS TONE DARK l*ED SILTY SHllLE (HAf10) AOUK flF:O, flN[ uRAlllfO Slll!OY SILT:)TOIJE (H,<i<O) A111 :*t( ;n:o. FRACTURfD, SIL TSTOfJr (HMiO) RED FI NE r-RA I NED Sl.L TY SANOS TONE OllRK RED, HIGHLY FRllCTUREO, SILTSTONE F!ORING COMPLE:TE:D ON IQ-I-Sq IMT.tH LEVEL fii m1 1()-211-E'I

1. See notes on Figure 2.5-22, Sheet 1 for lddition*I exp&*n*tion of logs. 2. For loc.tions of borings, see Figure 2.5-20. 3. Logs prepwed by o..,,.. *nd Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 10 OF 37 FIGURE 2.1:12 DEPTH IN FEET BORING 152 AEtaTIOll

• 254 *.gr 0 ,,,. .. _°'-"---..........

L I GHT YELLOlll SH-llROWN CLAYEY SILT ' ML 50 SHALEY IN PART (HlllHLY llEATHEFU:O) (STIFF TO MEDIUM STIFF) GR,0.0ING FEii HARD LAYERS LOCKA TONG MCMllER-!!L UI SH-GREEN SHAL EY SILTSTONE FRACTUREO IN P'ART GRACING YELLOlll IH-BROllN SOME I NTERllEOOEO SANDSTONE !!LACK ANO TAN SHALE INTERl!EOOEO Ill TH r, REEN I SH-BLACK 51 L TS TONE (M£0 I UM H,0.RO) GLAY SE,0.M SLACK SHALE:, CA"BONACEOUS (HARO) !iREENI SH-GRAY SIL TS TONE-CALCAREOUS (HARO) WISS 11/E SANDY ZONE GR ... O I NG LIGHT REC GRAO I NG SANDY BORING COMPLETEO ON 10-2()-69 WATER LEI/EL 21 1 ON DEPTH = IN I FEET &Oii OCOU#T /0 RO :JO 40 50 60 10 BORIN0 164 Altancw *258. 7 1 .. EDD I sH-eROWN SIL TY S.'IND TOP50 l L !!RICK RfD,DECOMPOSED 1 SANDY SILTY SHALE TO MEDIUM. HMO) GRAD I UNWf.it. THERfD GRAD I NG TO REDD I SH-BROWN 5 IL TS TONE AND SHALE llRUNSlllCK SHALE-GREYISH-11ROWN FINE GRAINED SANOS TONE (VERY HARD) QRAO I NG MED I UM TO COARSE GR,I. I NED SHALEY ZONE REDDISH-BROWN SIL TS TONE ANO SHALE C.'IL C I TE INCL llS I CNS SOME SAN{) GnAD I NG SMIDY WI TH CALC l TE l/E I NS PEBBLE ZONE PEBBLE ZONE PfBBLE ZONE REDDISH GPA*f SILTY VERY FINE 10 Fl"JE GRAINED S,O.NDSTONE; FEii CLAY FILLED INCLUSIONS CL,O.Y SEAM SEAM Gfl,O.DING MEDIUM GR,..INED SH,O.LEY ZONES RFD[l I sH-flnowN SIL TSTONF (H.'\RD) nw r11Lr.1rr srP1f1r,rns S'.lME CALCITE INCLUSIONS .'IND STRlrJGERS GRAD I NG SANDY I PURPL I sH-oqAY GRADING RED-LESS SA"JDY FEW SH.'IL E P ... RT I NGS GnAD, ING REDD I SH-GR.'IY. SANDY VE'<Y FINE GRAl"JFD SANDSTONE AND SANDY SH.'ILf P!IRT I NGS' CROSS-!IEDD!".D (H,O.RO TO vEnY fMRO) DAF>K ElROWN FINE Ml'"DI UM GRAINED SllNDSTONI SLlr;HTLY FRlll!ILc (M[DlllM HMID) PllRPLl<;H-r,nftY <;ANDY SIL 1STONF (HARD) r.noss-f'fODFD <;RAY FI NE GRI\ I NfD SANDS TONE (HMID) r.11oss-Elf'DDEO 1NTER"'[DDF.0 FINF. GR,,INED SANOY SILT* STONf A"JD VFRY FINE GR ... INl"O <;ANDSTONE (H!IRD TO VFR'r Hit.RO) HIGHLY JOINTED BROWNISH.GRAY FINF. GP.'llNF.D S.'INDSTONE (H,..RD) SL I 11HTLY rn I AALE lH.'IRD) RPOWNISH-GPA)' F TO MEDIUM Gr>A1r11 D SAl*JD'; (>!ARD) RrDD I sH-!lr<OWN s I LTSTONF (H,,RO) C,0.L c I TE l"F*W IN<'L\JSIONS P'l" llJC, ( lllALI ,, (l oi1 1.1-1i::-r9 wr rr11 LrvFL "" I ()(;,'.1 ON I r.i-;:>11-r,') DEl'TH ,= IN FEET BORING 166 Altancw+217.2 1 &Oii 0 COU#r RE0D I SH llROWN FI NE Sit.NO't' SILT WI TH TRACE OF CL!IY (STIFF) IO RO ao 90-110 FEW THIN SANOS TONE LAYF.RS !!RUNSWICK SHALE-DARK BROWN GRlllNEO S.'\NOSTO"jf, FRI !l!ILE (HllRD) 11EDDI sH-11RAY SILTSTONE, SHALEY IN PART (VERY HARD) GRAD I NG VERY SANDY GRAY FINE GRAINED SllNOSlONE BED (HllRD) REDDISH.GR.'IY FINE 5.'INOY SILTSTONE (VERY HARD) SHAL'E ZONE SOME CROss-llEOOING SHALE'!' lll'TH C.'ILCI TE STFI INGE"'S r,RAO I NG REDO I SH-llROllN FEW CALCITE STRINGERS ANO INCLUSIONS D!IRI< BROllN Fr NE GR.'\ r NEC SANDS TONE LAYER REeD I SH-BROWN SHAL EY s IL TS TONE (HARO) SANDY IN f'!IRT Gl>.'IDING VER't' S.'INDY GR.'IY rlNE GRAINED SANDSTONE-MASSIVE SIL TY IN PART PEflBL E ZONE RcDDI sH-GRA\ SILTSTONE LAYER GRADING MFOIUM TO CO.'IRSE GRAINED GR.'IOING FINE ()RAINED fffDOI SH-GHA\ SANDY SIL lSTONE (tiARD) r.rMY :Jll f'r f"'IY r lf'H" 'il'AltffD *: TONr , <':l'OSs-nEOOEO. (HMO) PrJJOISfl-l*PIJWIJ SILTSTONE; SANDY IN PART (HARD) Tr INCLUSIONS GR.'ID I IJG S.'INDY 111 TH SO"'E CllLC I TE STP THrN GRfrN LAYER MllSS I VE GRllDING l/ERY SANO'!' F Fii Cjl\Lr I TE I NClUS IONS f"fW SHALi" Pjl\RTINGS REDDISH-r;R,'IY l/fR't' FINE TO FINE GRAINED SMIDSTONE (H.'IRO) SOME CROSS-Bf OD I NG GRADING MEDI UM GRAINED.DARK llROWN GR!ID ING SIL TY ON WATEn LFVEL ON 10-24-6<) DEPTH IN FEET BORINC3 1eeA ..... -. **-r: IO

• IO 30 NOTES:

FlMf GRA.JrJfO SANDY SILT (Mtel UM ST I ff) UW SIL TSTONF LllYERS f<EDDISll-BROWN SILTSTONE (HARD) FEii CALCITE STRINGERS ANO INCLUSIONS Sjl\IJDY PART RrDDISH-flROlllN*SILTY FINE GRlllNEO SAND* S TONI (>iAllO) l"if DG I flOWN SIL TS TONF (H.'IRD) SIL!' VERY FltJf TO FINE GRA I tH I) SANDS TONE (HARD) REDO! SH-BROWN SJ L TS TONE (H.'IRD) FEW C.'ILC I TE INCLUSIONS AND STRINGERS $HllLfY ZONE REDDISH-BROWN TO GF!AY VERY FINE TO Fl'£ <311,a, J NCO SANDS TONE (HARD) Rf DD I SH-BROWN SIL TS TONE I NTERefDOEO 'NI TH 51L TY VERY FINE TO FINE G"'AINEO S,llNDS TONE (!-!ARO) LIGHT c;R,a,v FHJE GRAINED TO MEDIUM Gf'lll SANDSTONE (HARD) RFOD I SH-BRO.-ri 51 L TS TONE (HARO) 801111\li CDMPLfTEO 10-23-*9 wt.Tr<< LFl/fL fJOT <<r;OHOED 1. SH noWI on Fiture 2.5-22, Sheet 1 for .tditionel txplen.tion of logs. 2. For locetions of boring1, ... Figure 2.5-20. 3. Log1 prept!Nd by Demes Md Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SHEET 11 OF 37 FIGUREa.1111 llE"11 I# FEET IO 10 ao /00 110 I .. 0 l"O 160 -e I l!K>flttNe 187 ..... Htl<J'tf!J

.At1D'( 1 Lf,\ !OP ,f)IL Ht.Olll '..:>li-Hl*li'Nr!

i-lf1f_ 10 MEDI UM f'l A K \ !IHl-Jf.J 1tll1l.I -111 IHJI

• ,11 I;, 10"11 '.ll'ilJrl', '.../11!'11

(\.WH'r H,-1,IJ) STOl'<f DARI( RfOO I sii*1111owN SllNOY s IL rs TONE DARK BROWN VER' JANDY SIL TS TONE (LI MON I H:) N[DOIStl-flnOl'IN TO BHICK RED SIL"S10Nf' M*:,s 1 vr REOOISH-BilOWN rlNE Gl1*1Nf0 VEllT SPNOY SIL TS TONE (VEllY HARO) :**'<K B*IOll!N OAR SE GRiii NfD SLlliHTLY

1. lfATHEREO(tt/\HD ID V[*-Y Hl"<D) !ff OD I 5H-hl'O'Nr I s IL TS T OrJE-l*Af. I vr. *.,1/-.1 l'r lHI r1 /*L* I TF 3F.A*As REDD I SH-p:1c'MJ FI ti[ Gl<.A I rwo rOf!F rHlrHLf (H/\RU) f'ED SHALEY SILTSTONE VE<<Y SA"JQ\ SILTSTOfJE (vEc<Y Hr HD) M/\SSI Vf O.A1d(

FIME sr:iw (vFnY H*rio) VEf.'Y S.ArJOY SILTSTOr'[ ' HA<>) "ASSIVf '-Tgr. y S 'H SSI 1 1[ ..... y "-f<fDQIS;1-;1,Ql\rJ SILT\ SrrJDSTO'-Jr (*1f,,; *-0) <<E"O SIL fSTOIJE (HARO) StLT'I SANDSTJ'!F (vF 'l-11;-..*r>) P1 OWN ro ()d/,'l t,W[*lllM SANO:jTON[ (HA1m) -tlEOOI sH-r>l/QWrJ SIL TSTONt: GHADlrJl.i QlllAY-l't[DD1sH-BflOlllN '!ILIY *11*_-GRAii.ED ram: (HAH!I) GRAOIWi s>--Elf'DWI. SILTST01,r (Hrl<O) llROwr.1sH-GRAY FINE GRlllNED TO MF DI UI<' "RA I NfD SAf'<DS'TOt1f SILTY VFR\ rlNf GRAINFO SANDSTONE INTfRllFOOro WITH Rl-00 I ';H-liROWN SILTS TONE (HllRD TO VEf<f HAkO) SIL !STONE (HARO) llOH I N<.i COMPL f TfO ON I 0* I 0-*9 1.AT1i; u*vrL Wl ON I n-:'.!1-t"--) DEPTH IN FEET a.ow COU#T 0 -* --JO "o 70 ao *o IOO ° BORIN8 1ee llJllll'M:6

• IE9. "°1 *wro r l>rilO I -;11*n**OllllJ SMIOY S 11. T SOFT or O*At'OSI [) l<fOO I SH-llRO!f"l VERY SllNOY SIL fSfONf SHALt -Rroot SH-f!ROWN Y[O I lM SMIOS TON(. (HAllD) SIL 15f0N[ (MEOIUlil HARC) H[llD I SH-111<01111; SIL TY FI NE GR,-I NEC VNDS TONE (11 .. HO) 1<[00 I SH-llllDlllN FI NE Sl*NOY 511. TITOl>j[ 1 VFHY MASSIVf (vERY HARO) **roo1sH-t!ROWN SILTY FIME GR.-IN[C S.<MOS TOtl[ (VERY H*f<D) -'EDDI SH-!!llOlll!*I SMJOY SILTSTONE f'l*I< µFD THlrJLY llED0£D FISSIL IH,t.L[ (SOFT TO MOO[l<ATfL Y H,.RO) l'l<OW*JISH-f 1 ED SANDY SILTSTON[ (VERY. llf">D)

O/\R K Rf DO I SH.flROllll'I Ft l>j[ GR.-I Nt: 0 SMfOY s IL TS TOrl( ( vrRv H*RO) SILTY FIN£ Gil'AIN£D SlllJOSTONf*SLlliHTLY {HAl'IO) L IGIH EIHOWNI SH-!H!AY V[liY SANDY SIL r* sTom (tt.u<o) REOOISH.8ROlllN SILTSTONE SOM£ IAl>jDll'IO LIGHT !!ROWNISH.GRAY GRAINED VERY SANDY SIL TS TONE (HARO) -:,RACING LIGHT GlllAYISH-!IROWN SILTY FINE TO GRAINED SANDSTO!>j[ (vFRY HARO) fRI ;:I( RED SM-!DY SIL I NG Stt,t.L (Y GR,t.O I NG WISS I VE GRAD I NG l'URl'L I SH-RE 0 REOOISH*c.HAY SILTY FIN[ GRAIN[O SAl>j0-Sl0"1£ (VERY HARO) GRAOlllG MEDIUM TO COARSE GRAll>jEQ GRAD I NG FI NE ii RA I NE 0 liRAOING MEDIUM TO COARSE GRAll>jEC SOME CL,t.Y F ILLfD VUGS GRAOIN'* BLUISH-GRAY FIN[ TO MCOIUlll GRAINED SANDSTONE (HARO) ii RAO I NG M<:O I UM TO COAR5[ GlllA I l>j[Q SLIGHT1.Y WEATHERED GRAOlll(i rtNf GRAlll:EO RF 00 I SH.l!ROlllN FI NE GRAIN[ 0 :;,t.NOY SIL TS TONE (vERY HARD) eROlllN SILTY FIN[ G!ilAll>jED SANOSTDr1f (,fRY H.-Ro) HCiHll Sn*&..O*f'< t Nf SANO' SILTSTONE 1111 TH SOW SILTY Fit*[ GR,t.I NED SllNOSTONf (HARO) BORING COMl'LETEOON 10*10-*9 "'llTER LEVEL NOT RECORCEC /JEl*TH i I# FEET &OJI llORIN8 18Q llJlll'//IC6 616..,,.,

• I 74 . 4 I 0

____ ___ ,_"11# ____ _ IO 10 30 "o 60 60 *o IOO ° 130 flllUNSWICK Sil. I 1111 TH 'ilitlll_ I FHl\uMfNTS ,;lll\Y I oH-llllOlllN' wrA THERro, 1111 0 I l*M ltllA I Nt D S/\IJD',.vr!f(MOD[RATFl.Y .HARO) kEOD,, .r-011owri SI I. TS TON£ (HARo) VEl!Y FIN£ GRAINED TO r1r1f CiRI\ I NfO TON[ (HAHO) GR.AiOfS GR,.,YfR 1,1111ors TO VE!t'r F INF GRAINED Sii. TY SllNDSTON[ RfOOI s11-!IROWt1 SIL. TSTONE (HM<O) TO AROlllN F'fNE GRAINED , SANOS IONf (1<llRO) kfDDI TSTQllJ[ (HAl<D) GRAIN£0 ... ICtllC[0US S.-NUS TOPJ[ (MOOE RA TEL Y HARO) RE DOI S'1-!!HOWN SIL, TSTONf (HllRO) HfDOI SH 9 BROWN FIN£ GRAINED SANOS TON[ (1ti1HO) SH.BROWN MASSIVE SIL fSTONE (Ht11RD) SIL TY SANOS TONE SILTSTONE INTEIH!ED0£0 AT TOP GRAY I SH.!!RDWN FIN[ GRAINED SANOS TONE (HllRO) RfODI S'L TSTONf (HARO) GR,t.y, REDOISH.8ROWN vERY FINE GRAINED SIL TY SANDSTONE (H .. RO) REOOl 5H-flROWN 511.l; fOME (HARO) Rf DOI SH !!ROWl1 SIL TY S*NDSTONE (HAHD) Mt:UDll>H-llHOWN (Hllilll) GRAY. REOD I sH-DROlllN s IL TY VERY r I Nf c;n111"fD (HllRD) RfDOI SH-!!ROlllN SIL TS*TONE (HllRll) GAAO ING SANO'Y GRADING TO MEDIUM GRAINED !!O 1 NG COMl'L f'TfO ON I WATER LEVEL NOT RECOHDfO DEPTH IN FEET 66%*1E% 10 RO "o 60-BORING 201 $lll#'llCE AIWArlOll + I 60. 5 1 REDOI SH.BROWN .CLAYEY SILT WI TH !I FEW ROCK FRAGMENTS GRAD ING WI TH MORE ROCI< F'RAGMENTS TOP OF ROCK @ BRUN SW I CH SHALE REDO I SH.BROWN SANDY SIL TS TONE (MEDI UM HARO) WEATHERED TO 10 1 SI l TS TONE BE COM I NG HARD AND UNWEATHERED WEATHERED /\ND SLIGHTLY DECOMPOSED IN ?11 ZONE@ 16 1 SOME HAIRLINE CALCITE FILLED BEOD I NG JO I NTS SLIGHTLY WEATHERED -LAYER OF VERY FINE-GRAINED SANDSTONE FROM 281'-2<1 1 GRAD I NG LESS SANDY SLIGHTLY WEATHERED@ ?4 1 GRAD I NG WI TH SOME FI NE SAND GRAD l"NG WI TH LESS SAND ..... __. GRADING TO REDDISH-BROWN SILTSTONE WI TH CALCITE FILLED BEDDING PLtllNES LEl#T# 0, C0/1£ llUM,. '£1'C£MT llECtwEll'I AllD II. 0. D. NOTES: BORING COMPLETED ON ?-E*70 CASI NG TO 60 1 WATER LEVEL NOT T/\KEN ?00-LB* HAMMER DROPPED 24 11 1. SM notes on Fiture 2.5-22, Sheet 1 for 8dditional 1xplMation of logs. 2. For locatiON of boring1, ... Figur1 2.5-20. 3. Logs preJ*ed by o.,,.. and Moor1. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 12 OF 37 FIGUREP.11 BORING 202 50-*0---.. .... -...... LEl#TH ., CO/IE """' llECOflE/W MID If. fl 0. +I ';J/. 2' CLAYEY SILT WITH ROOTS REDDISH-BROWN CLAYEY SILT GRADING WI TH ROCK FRAGMENTS TOP OF ROCK@ 71 BRUNSWICK SHALE REDDISH.BROWN SLIGHTLY SANDY SILT* STONE

• MED I UM HARD
• BROKEN AND SLIGHTLY WEATHERED TO GRADING TO MEDIUM BEDDED TD MASSIVE SILTSTONE, HARD SLIGHTLY SANDY FROM TO 28 1 GRADING THINLY BEDDED AND WITH CALCITE STRINGERS FROM 41 1 TD 43 1 GRADING TO MASSIVE SILTSTONE BORING COMPLETED ON 3-10-70 CASING TO 10 1 WATER LEVEL @ 300-LB* HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE BARRE_ IJEl'TH It: '" BORING 208 'EET --COUNr SYM<<>t.$ 0 17-l'I TO I' 29 l'I 62 II 70-Lll#TH ., CO/IE """'

ll<<WllW 1119 If. fl 0. ML GRADING WI TH ROCK FRl\GME'NTS TOP OF ROCI(@ 12-!!1 BRUNSWICK SHALE RFDOISH-GRA< VERY FINE-GRAINED SANDSTONE

• MEDIUM 13EDDED WI TH LOCAL SIL TS TONE LP YERS SPNDSTONE)

REDDISH-RROWN SLIGHTLY SANDY SILTSTONE MASS IVEL Y REDDED, HARD BDR I NG CDMPLE TED ON 3-2-70 CASING TO 12 1'3 11 WATER LFVEL 140-LP* HAMMEP@ FAr_L NY OOURLE TURE C:ORE r:>APRFL DEPTH IN FEET BORING 211 t#/J:r $YWOLS 0 ... .. RO 30 40 *o -Ullll=::::J LEl#TH "'CO/IE 1111111, ,.EllCEllT llECWEll'r A/llD If. ti. D. FRAGMENT TOP OF ROCK @ 51 BRUNSWICK SHALE BROWN SIL TS TONE-MED I UM HARD BUT WEATHERED AND HI Cl HL Y FRACTURED TO 3QI GRADING WITH FINE-GRAINED SAND GRADING WITH LESS SAND GRADING LESS FRACTURED HIGHLY FRACTURED ZONE FROM 35 1*37 1 HIGHLY FRACTURED FROM 40 1 TO SQI GRADING WITH FINE-GRAINED SAND GRAY.GREEN I SH SANDSTONE BORING COMPLETED ON 3*5*70 NO CASI NG USED WATER LEVEL 140-LR HAMMER@ 24 1 5 11 FALL NX DOUBLE TUBE CORE BARREL DEPTH IN FEET BORINC3 213 1 om;-1+0% RO 40 60-LEl#TH O' COllE lfll#, ,.EllCENT llECtwEllY AND If. O. D. qfDDI SH-r:POWf'! SIL 1 5 '0" 1 f Hl"iHL'Y W[P.THFPID SRP.O I io Hf.t--'O r L/1'rFR SHALE r.,t..QL"' cqt>". 1 l 1 PED ;:-PQM 50 1 1 0 r_Jj I P0RIN!3 rD'.IPLETfD 2-zc:-7Q '0 11 1 WATER LE\IFL (] 2 1 Of\! 14*1-LP* 0 30 11 ct>.LL \.Y rOG:F lSFD DE/l'TH IN FEET BORINC3 214 $YWOLS DE8Clfl,.r/Old 0 ---------.-*,.,*,*,*F*R _____________ _ 10 l'"'l'f;-, I RO -LEl#TH O' CO/IE llUll, ,.EllCENT llECtwEll'r A/llD If. O. D. DEPrH 1:: IN FEET GP RROWN FI NE TD COARSE SAND WI TH COARSE SRllVEL AND COBBLES !OP OF ROCK AT P'li!NSWI CK SHALE PEDDISH-eROWN SILTSTONE -WEATHERED MJC LIGHILY FRACTURED TD :::;PP.DING WITH FINE SANO GRADINS WI TH LESS SAND '.:;RE':N I SH.GRAY SHALE-PAR1L Y Wt A 1HEREO pcJD FRACTURED fOPING SOMPLETED ON 4-1-70 r PS I NG TO I 1 140-L P. HAMMER (ciJ 30" FALL NX DOUBLE TUBE CORE f'ARREL <<OW O COUNT SYWOL-*s ______ 10 l'I ML GRAYCLAYEYSILTWITHORGANICMATTER JO Ei8 l'I 77 92 l'I 70-LEl#Tlt °' COllE 1111111, ,.£1'CEllT llECOtl£/W AND If. fl 0. ML TO REDDISH-BROWN CLAYEY SILT WITH ROCK FRAGMENTS AND OCCASIONAL SAND POCKETS GRADING WI TH MORE ROCK FRAGMENTS TOP OF ROCK@ 15 1 5 11 BRUNSWICK SHALE REDDISH.BROWN SILTSTONE* HIGHLY WEATHERED AND FRACTURED TO 32t 1 GRADING SLIGHTLY FRACTURED GRADING HIGHLY WEATHERED ANO FRACTURED FROM 46! TO 52t 1 REDD I SH.BROWN SANDSTONE

• WI TH A FEW FRACTURES SECONDARY WEATHERING FROM BORING COMPLETED ON 4-6*70 CASING TO 1!3 1 WATER LEVEL@ 300-LB. HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE DEPTH 1= IN FEET BORIN0 216 Al .. TIOll +IE!3' SYWOLS ()

83. l'I LEl#rN °' COllE """' 'EllC£11r llECOfl£/W AND II. 0. 0. NOTES: ML GRADING WI TH ROCK FRAGMENTS TOP OF ROCK @ 91 BRUNSWICK SHALE REDDISH-BROWN SANDY SILTSTONE SLIGHTLY WEATHERED TO 231 GRADING TO LESS SANDY REDDISH-GRAY TO REDDISH-BROWN FI NE-GRI\ I NED SANDSTONE REDD/ SH-BROWN SIL TS TONE REDD I sH-13RllY CROSS-BEDDED SANDS TON£ REDDISH.BROWN SILTSTONE BORING COMPLETED ON 3*4*70 CASI NG TO 10 1 WATER LEVEL @ 30 1 3 11 ON 3*5*70 140-LB* HAMMER@ 3()11 FALL NX DOUBLE TUBE CORE BARREL 1. See notes on Figure 2.5-22, Stwet 1 for Mtdition*l expl8n*tion of logs. 2. For locmtions of borings, see Figure 2.5-20. 3. Logs pre pi red by D*m*und Moore. LIMERICK GENERATING STATION UNITS 1ANO2 UPDATED FINAL SAFETY ANALYSIS REPORT CMM'lllCL081 SHEET130F37 FIGURE I.la

/IEl'TH I# FEET i BORING 217 IO u*rN tlF CO/IE llUll. 116COVEIW MIO 11.0.0. GRASS ROOTS TOP OF ROCK @ABOUT 5 1 4 11 BRUNSWICK SHALE REDD I SH-BROWN SIL TS TONE BADLY WEATHERED AND FRACTURED (27 1 4 11 TO 2gi4") BADLY FRACTURED JOINTS AND VERTICALS (34 1 4 11 -35 1 4 11) GRAD I NG WI TH MORE FI NE-GR A I NED SAND (44 1 TO 48 1 4") BORING COMPLETED ON 3-19-70 NO CASI NG USED WATER LEVEL NOT RECORDED 140-LB* HAMMER @ 30 11 FALL DEl'TH IN FEEr :: BORING 218 I &OW IY.0'6 30-..... ...,_ .... LEl#rN "'COllE llUll. llD:tWEllY AllO 11.0.0. WATER BROWN FI NE TO COARSE SAND WI TH COAF'SE GRAVEL AND COBBLES TOP OF ROCK AT BRUNSWICK SHALE REDD I SH-BROWN SIL TS TDNE-H I GHL Y FRACTURED AND WEATHERED TO GRADING LESS WEATHERED ANO FRACTURED BORING COMPLETED ON 4-13-70 CASING TO 7}1 140-LB. HAMMER @ 30" FALL NX DOUBLE TUBE CORE BARREL DEl'TH IN FEET i BORING 220 Mllll"ll<< AlwrllJll + I 72 1 . .,,... REDO I SH l'IROWN CLAYEY SILT TOP OF ROCK AT APPROX* 416 11 BRUNSWICK SHALE REDO I SH-BROWN SIL TS TONE HIGHLY WEATHERED AND FRACTURED 5 1 TO 13 1 GRAD I NG WI TH FINE-GRAINED SANO LIGHT GRAY-GREEN I SH SANDSTONE (11 A 11 SANDSTONE) (MEDIUM HARD) REDDISH-BRO_,,. SIL TS TONE WI TH WEATHERED AND FRACTURED 8-JOINTS AND VERTICALS TO 39 1 GRADING WI TH FINE-GRAINED SANO *o--.. ...... ..... GRADING WI TH LESS SAND BORING COMPLETED ON 3-2-70 CASING TO 10 1 LEl#rN "'CO/IE llUll. HllCEllT lll't:OWllY AllO 11.0.0. 30 40 97%-75 LEl#rN °'CO/IE """' Hllt:EllT /llEt:OIWllY AllO II. 0. 0. WATER LEVEL @ 1 ON 3-5-70 140-LB* HAMMER@ 30 11 F"'LL NX DOUBLE TUBE :;DRE BARRE'-BORING 221 """"" Al .. 110# . + 116. 7' REDD I SH-BROWN CLAYEY SILT WI TH ROCK FRAGMENTS TOP OF ROCK ,._T 6 1 BRUNSWICK SHALE REDDISH-BROWN SILTSTONE SLIRHTLY WE,..THEREO TO 1 lt 1 VERY FI NE-GR A I NED REDD I SH-GRAY SANDSTONE GRADING TO ,._ND BECOMING VERY FINE-GRAINED REDD I SH-GRAY SAN0'3TONE REDDISH-BROWN SILTSTONE BECOMING MED I UM BEDDED GRAD I NG WI TH SOME VERY FI NE SAND BECOMING MED I UM TD THI CK BEDDED GRAD I NG WI TH SOME FINE-GRAINED SAND BOR I NG COMPLETE 0 ON 3-4-7() CASI NG TO II 1 WATER LEVEL AT 140-LB* HAMMER@ 30" FALL NX DOUBLE TUBE CORE BARREL IJEl'TH i IN BORING 222 FEET allW O OOUllT ,.,,._, 40-LEl#rN "'t:OllE llUll. HllCEllT ""'1WllY AlllJ 11.0.0. DEPTH IN FEET :: I &OW OCOUNT 3 l!I : : : ::: OL I I I I I I 100%-3% RO --+-t1...:. 70%-20% LEl#TN fJ' CO/IE llUll. 1'£CtWEllY AllO II. 0. 0. Ill BROWN FI NE TO COARSE SAND WI TH COARSE GRAVEL ANO COBBLES TOP OF ROCK AT 11}' BRUNSWICK SHALE REDD I SH-BROWN SIL TS TONE -WE,.THERED AND HIGHLY FRACTURED TO 26 1 GRAOI NG LESS WEATHERED AND WI TH FINE-GRAINED SAND BOR I NG COMPLETED ON 3-22-70 CASING TO 11 1 140-LB* HAMMER@ 30 11 FALL NX DOUBLE TUBE CORE BARREL BLACK RGANI FI NE SANO GRAD I NG TO BROWN IN COLOR TOP OF ROCK @ 8 1 I 0 11 (,.PPROX*) BRUNSWICK SHALE REDD I SH-BROWN SANDY S 1._ TS TQ*IE HIGHLY FRACTURED Jo.LONG BEDDING PLANES &. VERTICALS (11 1 TO 21 1) 1 11 TH IN LAYER OF REDD I SH.BROWN CLAYEY SILT AT 23 1 3 11 BADLY FRACTURED JO I NTS ANO VERT I C,.L (30 1 TO 42 1) GRADING WI TH MORE F INE-GRl\INEO S,._NO (55ig" TO 61 1) BOR I NG COMPLETED ON 3-6-70 CASING TO 11 1 WATER LEVEL@ ON 3-10-70 140-LB* HAMMER@ 30 11 FALL NX DOUBLE TUBE CORE BARREL LEl#rN "'COllE INll. HllCEllT ""'1fMIW AllO 11.0.0. NOTES: BORINe 22e M#lll2 Al..,,. + 172. 7 1 REDDISH-BROWN CLAYEY SILT WITH ROCK FRAGMENTS TO,. OF ROCK AT 6 1 BRUNSWICK SHALE REDDISH-l'IRO_,,. SLIGHTLY SANDY SILTSTONE REDDISH-GRAY FINE TO MEDIUM-GRAINED SANDSTONE REDD I SH-BROWN SANDY SIL TS TONE -HARO MEDIUM TO THICK.BEDDED REDDISH-GRAY FINE TO MEOIUlorGRAINED SANDSTONE REDDISH-BROWN SILTSTONE BORING COMPLETED ON 3-24-7() CAS I NG TO I 3 1 4 11 WATER LEVEL@ 140-LB* HAMMER@ 30 11 FALL NX DOUBLE TUBE CORE BARREL 1. See notft on Figure 2.6-22, Sheet 1 for eddition.i expl.netion of logs. 2. For loe11tions of borings,'" Figure 2.5-20. 3. Logs prepered by Demes aid Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GR#HICLOGI ,SHEET 14 OF 37 FIGURE,.-.. DEPrH IN FE Er BORING 226 El.EW!fTIOll +I 17. 0' t.t::r SYlll*OLS D£$C/lll'TION$ 0 4 l"I GRAY AND BLACK CLAYEY SILT

• SOFT 7 l"I ML-OL 10 66%-50 60-* LEl#TH OF COit£ ltUN. 1'£/ICENT 11£CtWEltY AND 11.0.D. DEPTH f3 IN ' FEET 6LOW COi/NT 0 7E'. -. 10 -20 I oo;S-707S 50 60 10 80-* LENfJTH OF CORE llUN. PEllCENT RECOVEll'Y AND R.O.D. 'r'DDISH-BROWN CLAYEY SILT WITH ROCK FRAGMENTS
• FI RM l)P OF ROCK AT 91 ,,-lUNSWI CK SHALE REDD I SH.BROWN SANDY SIL TS TONE -TH IN TO MEDIUM BEDDED VERY FINf"-GRAINED REDDISH-GRAY SANDSTONE
• MEDI UM BEDDED REDD I SH.BROWN SLIGHTLY SANDY SIL TS TONE -MED I UM BEDDED BE COM I NG MASS I VE GRADING WITH SOME VERY FINE-GRAINED SAND SAND GRADING OUT BORING COMPLETED ON 3-16-70 CASING TO A DEPTH OF 13 1 4 11 WATER LEVEL @ 140-LB*

30 11 FALL NX DOUBLE TUBE CORE BARREL BORING 227 SURFACE ELE'.f/fT/Ofll +202' SYMBOLS ML-GP DESCRIPTIONS REODISH-PR::JWN CLAYEY SILT Wl1H R08K TS 'OP OF ROCK AT Li CK SHALl HFOD I SH-[-l ROWr'\ SILTS TON!::_, Y AND FRACTLPRFO r:J I?' SL IGHTI' WFA IHFRF:O TO 10 1 F REQL'ff\-:- HI GH-ANGl ED '-JO I NTS vOfNTS BECOMING HCALEO WI TH CALCI lE f'ECD I SH-GRA' SANDY SILIS RECCISH-GRAY SAN.JSTONE REDO I SflNO'r SIL TS TONE F<ECD I sH-GRAi MEO I I Ni::o SAf'J'.)S TONE SLIGHiL'r SHALY SILTS 1 0NE LOCALL' SLIGH'LY AND MEJl.JMHARD 0.E:OMI NG LESS SHALY =-<ECOMING SLIGHTLY SMJCY 1JRAOI NG WI TH LESS SMJO 30 DEG Rf E SL I C KENS ' 0 ES @ 50 1 ROPING COMPLETED ON 3-5-70 CA s I NG TO I 0 I WATER LEIJEL NOT MEASURFO 300-LR* HAMMER (al 24 11 FALL NX DOUBLE TUBE CORE BARREL DEPTH IN FE Er BORING 228 $IJllFACE El.EW!fTIOll +204. 7 I A-3"7 SYllllOLS 0 ----RE_D_D 1-SH ___ BR-0-WN-. C-L-AY-EY-S 1-L T----D£$C/lll'TION$ 75%-0% 10 100%-0% 60-* OF COit£ llUN. PEltCENT ltECOYEltY AND R.O.D. DEPTH C IN FEEr 6LOW COUNT ML. GRAD I NG WI TH ROCK FRAGMENTS TOP OF ROCK @ 7' BRUN SW I CK SHALE REDDISH-BROWN SILTSTONE SLIGHTLY WEATHERED TO 16 1 GRAD I NG I VE ANO HARD VERTICAL FRACTURES FROM 34 1 10 37 1 GRAD I NG SLIGHTLY SANDY BORING COMPLETED ON 2-20-70 CASING 10 8 1 WATER LEVEL @ 50 1 ON 2-23*70 300-LB

• HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE BARREL BORING 231 Sll/IFACE ELE'.f/fTION

+216 1 SYllllOLS DESCRIPTIONS 0

• AND ROOTS -TOPSOl l Bl 63%-0 ,ao%-11 OF COit£ llUN. PERCENT RECOYElt'I' AND 11.0.D. REDDISH-BROWN CLAYEY SILT GRAD I NG WI TH MORE ROCK FRAGMENTS TOP OF ROCK Al 8 1 BRUNSWICK SHALE REDD I SH-RROWN SLIGHTLY SANDY SIL TS TONE -MEDI UM HARD TO HARD, WEATHERED AND FRACTURED REDDISH.GRAY FINE TO MEDIUM-GRAINED SANDSTONE RED:JISH-BROWN SILTSTONE

-HARO 4 ZONE OF SOFT CLAYEY SIL 1 @ 31 1 GRADING WITH SOME FINE-GRAINED SAND SAND GRAD I NG OUT GRADING WITH SOME VERY FINE SANO eoR I NG COMPL E ON 2-1 CJ-70 CASING TO 10 1 WATER LEVEL @ SI I ON 2-23-70 )Q0-ui. HA\AMER @ 24 11 FALL NX DOUBLE TUBE CORE BARREL DEPrH IN FE Er :JO 90 100 110 /:JO '"o 160 OF CORE lliJN. PERCENT ltECOVERY AND 11.0.D. BORING 229 SllflFACE El.EW!fTIOll +214 1 D£$C/lll'TIONS REDDISH--"ROWN CLAYEY SILT WITH ROCK FRAGMENTS TOP OF ROCK AT 51 BRUNSWICK SHALE REDDISH-BROWN SANDY SILTSTONE SLIGHTLY WEATHERED AND FRACTURED TO 11 I GRADING WI TH CALCITE BEDDING PLANE STRINGERS SLIGHTLY WEATHERED FROM 16 1*17 1 GRADING MASSIVE AND VERY HARO FRACTURED FROM 3li1*34 1 GRADING WI TH SOME VERY FINE-GRAINED SANDSTONE VERY FINE-GRAINED REDD I SH-GRAY SANDSTONE SLIGHTLY SHAL Y SIL TS TONE REDDISH-GRAY FINE TO MEOIUM GRAINED SANDSTONE REDD I SH-BROWN SANDY SIL TS TONE FRACTURED TO 78 1 70° SL I CKENS I DES WI TH DECOMPOSED SILTSTONE AND CALC:I TE FILLING@ 78 1 GRADING SLIGHTLY SANDY GRADING WI TH LESS SAND FI NE-GAAi NED REDD I SH-BROWN TO REDD I SH-GRAY SANDS TONE REDDI SH.8ROWN SILTSTONE -MEDI UM BEDDED DEPTH IN FE Er *LOW BORING 229 COUNT SYM*OL5 D£5CRIPTION$ 160 170 180 190 200 -210 GRADING WITH FINE-GRAINED SANDSTONE AND BECOMING MORE MASSIVE GRAD I NG TO VERY SANDY F I NE-GRAINED REDD I SH*G RAY SANDSTONE -MASSIVE ("A" SANDSTONE) GRADING TO GREEN SANDY SIL TS TONE REDDISH-BROWN SANDY SIL TS TONE 220---.......... BORING COMPLETED ON 3*24*70 CASING TO 201 LENGTH OF CORE RUN, PERCENT llECOVER'I' AND R.fJ.D. NOTES: WATER LEVEL@ 98 1 4 11 ON 4-9-70 300-LB * @ 24 11 FALL NX DOUBLE TUBE CORE BAR'REL 1. See notes on Figure 2.5-22, Sheet 1 for additional explanation of logs. 2. For locations of borings, see Figure 2.5-20. 3. Logs prepared by Dames and Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 15 OF 37 FIGURE 2.5-22 80fttNC9 230 _.... AIWTIO# +217 1 .,,.,, i ,'br 0 COU#T ,,...!"""l'lll

.... ...... -r.---_-___ _ l!l'IOWN CLA YfY SILT IO 160 110 LEl#TN OF COllE """* HllCEllT ... ,, .... .'llfOO I SH-l!ROWN CLAYEY SI LT WI TH ROCK FRAGMENTS TOP OF 0 6 1 BRUNSWICK SHALE l'IEOO I SH-l!ROWN SIL TS TONE EDD I s+1-l!l'IOWN FI NE TO COARSf-GRA I NED SANDSTONE -MEO I UM HARD AND WEATHERED REDO I SH-l!ROWN SIL TS TONE GRAD I NG SLIGHTLY SANDY REDD I SH-BROWN SIL TS TONE LAYER OF DECOMPOSED SILTSTONE AT 58 1 REDDISH-GRAY FINE TO MEDIUM GRAINED SANDSTONE (HARD) Rf DD I SH-BROWN SIL TS TONE (HAR 0) REDDISH-GRAY FINE TO MEDIUM GRAINED SANDSTONE (HARO) LOST CIRCULATION AT 124 1 (iRAO I NG WI TH LESS SANO DEPrH 1:: IN FEEr BORING 230 a.ow COUNT IYM<<>LI 1*0-LEl#1'11 °'COM llUll. Hllt:EllT AlllJ 11.0.0. DEPrh 1:: IN FE Er a.ow O COUNT 21 s 53 s 100%-0% IO RO LEl#TN OF COllE 111111. 'EllCEllT llECOt'EIW AllO 11.0.0. REDO I SH-l!IRUWN VERY F-I NE-\iRA I NED SANDSTONE REDO I SH-BROllN SLIGHTLY SANDY SIL TS TONE SLIGHTLY SHALY BETWEEN 182 1 ANO 183 1 BORING COMPLETED ON 2-18-70 CASING TO 10 1 WATER LEVEL 0 1071 ON 2-18-70 140-LB* HA-R 0 FALL NX DOUBLE TUBE CORE BARREL BORING 232 BROWN CLAYEY SILT WI TH ROCK FRAGMENTS ANO ROOTS GRADING DENSER AT 3 1 GRADING WITH MORE ROCK FRAGMENTS TOP OF ROCK @ 51 BRUNSWICK SHALE REDDISH-BROWN SANDY SILTSTONE WEATHERED ANO PARTIALLY DECOMPOSED TO 9 1-6 11 SLIGHTLY WEATHERED TO 18 1 HAIRLINE JOINTS PARTIALLY CALCITE FILLED GRADING WI TH LESS SANO VERY FI NE-GR/\ I NED REODI SH-GRllY SANDS TONE WI TH TH IN CAL CI TE HEALED JO I NTS BORING COMPLETED ON 3-2-70 CA S I NG TO I 0 I WATER LEVEL@ 12 1-8 11 ON 3-3-70 140-LB* HAMMER @ 30 11 FALL NX CORE BARREL USED OEl'TH IN FE Er 10 30 40 10 i BORINa 233 MJlfll>>C6. Al .. TIOll +225 1 BR lllN C LA YE Y S I LT WI TH A L I TTL E F I NE SANO, AND A TRACE OF ORGANIC MATTER GRADING TO REDDISH-BROWN WI TH MORE ROCK FRAGMENTS TDf' OF ROCK @ 71 BRUNSWICK SHALE REDD I SH-BROWN SANDY SIL TS TONE WEA THE RED AND MED I UM HARD TO 8 1 SLIGHTLY WEATHERED TO 16 1 REDDISH-GRAY VERY FINE-GRAINED 'SANDSTONE REDDISH-BROWN SIL TS TONE FILLING GRAD I NG WI TH SOME FI NE SANO ... BORING COMP LE TEO ON 3-6-70 CASING TO 10 1 Lll#Tll OF COlll 111111. 'lllt:lllT Mt:WllW AllO 11.0.0. WATER LEVEL @ 131 ON 3-10-70 300-LB* HAloMER@ 24 11 FALL NX CORE BARREL USED DEPrH IN FEEr :: BORING 234 I RO If 0 10 *o--...... _ ... Lll#Tll OF COllE 111111. 'lllt:lllT Mt:WllW AllO 11.0.0. REDDISH BROWN CLAYEY SILT WITH A LITTLE FI NE SANO AND WEA THE RED .<0CK F Rl\GME NT S ROCK FRAGMENTS@ 31 BRUNSWICK SHALE REDD I SH-BROWN SIL TS TONE -HIGHLY WEATHERED AND FRACTURED TO 171 THEN LESS FRACTURED HIGHLY FRACTURED FROM 20 1 .TO 231 LP.YER OF GRAY I SH-BROWN SANDSTONE FROM 26 1-8 11 TO 28 1 HIGHLY FRACTURED ZONE FROM 28 1 ro31 1-8 11 HIGHLY FRACTURED ZONE FROM 35 1 TO BORING COMPLETED ON 2-?7-70 CASI NG TO I 0 I WATER LEVEL@ 48 1-6 11 ON 3-4-70 140-LB

• HAMMER @ 30 11 FALL NX CORE BARREL USED DEPTH IN FEET 40 :: I BORINC9 23'5 Mllll'M:6

.. ..,,., +223 TOP OF ROCK AT 51 l!RUNSWI CK SHALE REDD I SH-BROWN SIL TSTONE*IADL Y WEATHERED ANO FRACTURED TO 8 1 MODERATELY WEATHERED ANO FRACTURED TO GRADING WITH SOME FINE-GRAINED SAND GRADING WI TH LE.SS SANO GRADING TO FINE-GRAINED SANDY SIL TS TONE GRAD! NG WI TH LESS SAND REDD I SH-BROWN SIL TS TONE GRADING TO AL.TERNATING LAYEl'IS SILTSTONE AND SANDY SILTSTOH£

• o-.....-..i

....... _ ... Lll#Tll OF COlll 111111. 'lllt:lllT llROWIW AllO 11.0.0. NOTES: BORING COMPLETED ON 2-23-70 CASING TD 6 1 WATER LEVEL@ 35iq" ON 2-24-70 300-LB* HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE BARREL 1. See notes on Figure 2.5-22, Sheet 1 for additional exsnnnion of logs. 2. For loe11tions of borings, ... Figure 2.5-20. 3. Logs pnpered by OMMtS 80d Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGI SHEET 16 OF 37 FIGURE 2.l-Z2* DEPTH IN ' FEET BLOW O COUNT 10

• 42
• 55%-10% 10 20 30-40 50 LENGTH OF CORE RIJN. PERCENT RECOVERY AND R.O.D. DEPTH C IN FEET BORING 236 SiJRFAC-E EL£1114TION

+ 2 I 5. 5 I DESCRIPTIONS SILT WI .H 8RUNSWI CK SHALE REDOI SH-G"A> VERY F INE-GRAI NFD SANDSTONE SILTSTONE-SLIGHTLY WEATHERFD TO l}:\1 I MORE MASS I VE AND HARDER GRADING SLIGHTLY SP.}..JD'r RORI NG COMPL!'TfD ON 2-21-70 CASING TO 10 1 wnrn LEVEcc @* ON 3-S-70 300-LB* HAMMER @ 24 11 FALL NX OOURLE TU8E CORE RARRFI BORING 237 SURFACE EL£1114TION +2?3 I S"//180LS DESCRIPTIONS ______ _ 10 20 =-REDOISf-' BR WN CLAY[Y SILT ML GR.ADI WI TH ROCK FRAGMENTS TOP OF ROr.K @ 5 1 RRUrJSWI CK SHALE -REDC I SH-BROWN SANDY SIL TS TONE WEA-HERED AND BROKEN TO 6"!>1 SLIGC'TLi WEATHERED TO 17 1 GRADING VERY SANDY SR/\DING WI TH LESS SAND SLIGHTL) WEATHERED ALONG CALCl 1 E-FILLED BEDDING 001NTS '\_ GRAD I NG WI TH SOME FI rJc SANO if;;;:::.:.:i;;.:1----4.. REDDISH-BROWr' SANDS ONE 30 40 50 ............ LENGTH OF CORE RIJN. PERCENT RECOVERY 'ND R.O.D. REDDI sH-sRowr" s1 L TS 1 0N£c w1 rH CA,_c1 F I LLFD ,JQlf\rS GRADING WITH VERY i="lr\'E-GRAlhJED BORING COMPLETED ON 3-4-70 :As 1 rVi '0 GO' V1t'TER LEVEL @ )2 1 -C::" ON 3-5-7Q NY :OPE BARREL USED BORING 238 SURFACE EL£1114TION . +244 I SY//IBOLS 30 -40 60 LENGTH OF CORE RIJN, PERCENT RECOVERY AND R.O.D. DESCRIPTIONS GRAUi N8 WI TH TOP QF ROr>< Ar 42 1 BRUl*JSWI Cf< SHALE ROCK FRAGMFfJ 1 S REDDISH-8ROWN SANDY SIL'STON[ SLl'3HTL'r WEATHCRCD TO 12 1 GRAOI NS WI TH LESS SAND SLIGHfL'1 WEAIHE'lEJ f.!EAR BEDDlrJG JO INT S REDDI Sf-'-GRAY VERY FI NF:-SRA I NED SANDS TONE GRl\OJNG 1 0 MORt SANDY AND LO'.:ALL'r DECOMPOSED 'ffDDISH-GRAY FINE TO COARS[ SA\DS10NE h!EDD I sH-8ROWN SL I 3H I l 'r SAND" SIL1510Nf SOME SCATTERED CALCI TF HEALFn ._JO I rHS POP I NG COMPLETED 01': 2-2'3-70 CASING '0 10 1 WA'EP LEVEL@ )0 1 ON )-2-70 ')00-LB. @ 24 11 F NY CORE:_ LSfD DEPTH f:* BORING 239 IN SURFACE ELEVATION +23gr FEET BLOW ...... 1EDDISH-9ROWN CL!,YEY SILT WITH SOME FRAGMENTS 10 20 30 --60------i. ...... .___ LENGTH OF CORE RIJN, PERCENT RECOV{RY AND R.0.0, RE:_ 0 D I R 0 WN CLAY E Y 5 I L T W l I H R 0 CK FRAGMENTS AND LEDGES OF REJRr,cK TOP OF ROCK AT fll CK SHALE REDDISH-BROWN SANDY SILTSTONE REDDISH-GRA.Y FINE-G'lAINED SANDS ONE SLIGHTL> WEATHERED TO 10 1 REDD I SH-DROWN SIL TSTO\E SL I CKE NS I DES @ 4':) DEGREES SCATTFRED HIGH ANGLF CALCITE FILLED TO REDDISH-GRAY FINE -o MEDIUM-GRAINED HEDD J SH-P-ROWR SANDY SIL TSl ONf REDDISH-GRAY VERY FINE-GRAINED SANDSTONE, VERTICfl.L .JOINTING THROUGHOUT REDD I Sf-'-BROWN SANDv SIL TS TONE POlll'\'G COMPLCTEO 2ASl'\G TO 10 1 LEVEL (Q_l 140-L8* HAMMER ON j-4-70 30 11 FAL'_ NY DOUFLE TUBE CORE BARREL DEPTH BORING 240 IN FEET SURFACE EL£1114TION ' -z BLOW 41 I"! ML-GP 10 50 .... LENGTH OF CORE RUN, PERCENT RECOVERY AND R.O.D. f 0 D I s H -=--f* 0 Wf\J c L /* \ F \ s I L I w I f f-F J MF\ TS TOP RO'K rC; :'.":jl BRUN SW I CK SHALE REDD I SH-BROWN SIL TS TONE -HARD, WI TH A FEW FRACTURES SEODI NG .__.101 '\.TS HEAOfO WI TH CP.L' I lF REDDISH-GRAY H.ARD, WI TH A FEW FRACTURES RORI NG =OMPLF TED or,: 2-2')-70 CASlNS ro 18 1 WAlFR @: )4.)1 Gr'J 2-2(:..*-'/Q !40-LP* HAMMfH iJi 1 FF*Ll f'JX OOUPLf Tl,PE DEPTH f3 IN ' BORING 241 SflRFACE ELEVATION + FEET BLOW COUNT 10 '10%-10% SYlllBOLS ML ML 30 ----.!C:::

5%-30% 60 _ _--.-liirrrri

___ _ LENGTH OF CORE RUN, PERCENT RECOVERY ANO R.O.D. DESCRIPTIONS ,-LA\f'-SIL 1 W lH R:JCK FRAGMEN'S R::DC: SIL' 'OP oc HOCK Al CK SHALE RE"ODISH-P.ROWN SN'<DY SILTS'ONl--, MEDI UM AND SLIGH LY WEA 'HE RED '0 I 3 I -4 r:;HADlr'-JG WITH FINF SAhJDSTONE POCKET 0' SA,D'i SIL S IONF 2)1 -27' EE"C'OtJING H/\RC MASSl1;E VERY SAND\ SIL TS-ONE SH-BROWN SIL -DFFlr'I TE IN S TPA "TUM "0RING COMPLETED ON 2-27-70 CASING 'O IC 1-11" WATER LEVEL@ 10'-4" or: 2-2S-'/0 140-L8* HAMME'l (a) '.)0" FALL NX OOU8L E TUP,F RAPqf L DEPrH IN FEEr BLOW BORING 244 SURFACE ELE'tl/ITION +259 I COUNT SY//IBOLS 0 11 ---... DE$CRIPTICNS 61 STIFF -HARD AT 3 1 TOP OF ROCK AT 5 1 BRUNSWICK SHALE REDD I SH-BROWN SANDY SIL TS TONE -HIGHLY WEATHERED 100%-40% GRADING TO HARD AT 8 1 BROWN SIL TY SANDSTONE -HARD SANDY SILTSTONE -HARO 20 76%-67% 30 GRAY FI NE SA.NOS TONE -HARD REDD I SH-3ROWN SANDY SIL TS TONE -HARD BROWN AND GRAY SIL TY SANDSTONE -HARO BROWN SANDY SIL TS TONE -HARD BROWN SI l TY SANDSTONE -HARD l!Of/:1_* 7%:__' REDD I SH-BROWN SIL TS TONE -HARO LENGTH OF CORE RUN, PERCENT RECOVERY AND MO.D. NOTES: BORING COMPLETED ON 5-6-70 CASI NG TO 51 WATER LEVEL@ 29 1-2 11 ON 5-11-70 140-LB* HAMMER AT 30 11 FALL NX DOU6LE TUBE CORE BARREL 1. See notes on Figure 2.5-22, Sheet 1 for additional explanation of logs. 2. For locations of borings, see Figure 2.5-20. 3. Logs prepared by Dames and Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 17 OF 37 FIGURE 2.5-22 90"9NG 24!5 ....... Al .. TltJll +251 I Z I 00%-76% I 00%-93% I 00%-80% LEl#rN ., CO/IE ,,,,,,. HllCEllT llB:OWIW MID II. 0. 0. SILTSTONE -WE" THERED ROWN SIL TY SANDS IONE -HARD EDDI SH-BROWN S'°'NDY SIL TS TONE -HARD GRAY I SH-BROWN SIL TY SANDSTONE -HARD REDD I SH-BROWN SANDY SIL TS TONE -HARD BORING COMPLETED ON 5-7-70 CA S I NG ro I 0 1 WATER LEVEL @ ON 5-11-70 140-L B

• HAMMER AT 30 11 FALL NX D9URLE TURE CORE BARREL c: BORING 246 I 0 4/:, $Y .. _<<_* ...

BROWN CL,.,YEY SIL T1 SOFT TO ' THEN I 00%-93% 50_ ...... ___ __ LEl#TN ,,, COllE ,,,,,,. l'EllCEllT HCOWIW AND II. 0. 0. ST I FF TOP Of ROCK '°'T 5 1 BRUNSWICK SH,.,LE REDD I SH-BROWN S'°'NDY SIL TS TONE -H'°'RD BROWN SIL TY S'°'NDSTONE -H'°'RD REDD I SH-BROWN S'°'NDY SIL TS TONE -WISS I VE 1 H'°'RD 2 11 THI CK SH,.,LE SE'°'M '°'T 27t 1 BROWN SIL TY S'°'NDS TONE -H'°'RD REDD I SH-BROWN S"NDY s IL rs TONE -H"RD GRAY SIL TY S'°'NDSTONE -H'°'RD BORING COMPLETED ON 5-8-70 CASI NG TO I 0 1 WATER LEVEL @6}1 ON 5-11-70 140-LB* HAMMER '°'T 30 11 F"LL NX DOUBLE TUBE CORE B'°'RREL DEPTH IN FEET BORING 247 IO 70-LEl#Tll °' COllE ,,,,,,. l'EllCEllT 11£COV£rl' AllO II. 0. 0. FR,.,GMENTS TOP OF ROCK '°'T 3 1 BRUNSWICK SH,.,LE IC M TT R SILT WI TH ROCK REODISH-BROWN SILTSTONE WI TH CALCI TE-HE,.,LED JOINTS HIGHLY FR,.,CTURED SLIGHTLY WE",.,THERED AND FR,.,CTURED GRADING WI TH MORE FINE-GRAINED SAND GRAD I NG WI TH LESS SAND SLIGHTLY WEATHERED AND BADLY FRACTURED FROM 38 1 TO 45 1 MORE FINE-GRAINED SAND BORING COMPLETED ON 3-3-70 CASING TO 8 1 WATER LEVEL@ 17 1 ON 3-11-70 300-LB* H"MMER@ 24 11 FALL NX DOUBLE TUBE CORE BARREL DEPTH IN FEET BORING 248 RO I 00%-57% I 00%-70% I 00%-70% 60-.......... LEl#Tll 0, COllE 1111#, HllCEllT llECtWEll'f AND II. 0. 0. BRUNSWICK SHALE REDD I SH-BROWN SIL TS TONE PARTLY WEATHERED AND HIGHLY FRACTURED B-JOINTS 10 1-16 1 WEATHERED AND BADLY FRACTUREO a-JOINTS 19 1 T021 1 3 11 HIGHLY FRACTURED B-JOINTS AND VERTICALS AND SLIGHTLY WEATHERED BETWEEN 43 1 AND 44 1 SLIGHTLY >/IEA THE RED AND FRACTURED a-JOINTS 46 1 TO 47 1 BORING COMP LE TEO ON 3-3-70 CASI NG TO 101 WATER LEVEL @ 10 1 5 11 ON 3-11-70 11.!0-LB* HAMMER@ 30 11 FALL NX DOUBLE TUBE CORE BARREL DEPTH IC IN BORING 251 $IJllf'lfCE Al .. TIOll + 25 3 I FEET $YWOL$ ML RO 40 60 ao I 00%-81 % .... .._ __ LEl#TN 0, COllE 111111/, l'EllCEltT lrECOVEIW AND If. 0. 0. ,.ICllll'TIOI# REDDISH-BROWN CLAYEY SILT TOP OF ROCK AT 3 1 BRUNSWICK SHALE RE DD I SH-BROWN F I NE SANDY SIL TS TONE -SLIGHTLY WEATHERED, MODERATELY FRACTURED MASS I VE -HARD THIN-BEDDED FROM 30 1-36 11 MASS I VE BELOW 36 1 3 11 LAYER OF BROWN FI NE TO MED I UM SANDSTONE AT 37 1 TH IN-BE ODED FROM 51 1-52 1 GRADING TO GRAY IN COLOR GRADING TO REDDISH-BROWN IN COLOR GRAY FINE TO MEDIUM SANDSTONE -HARD REDDISH-BROWN FINE SANDY SILTSTONE -HARD, THIN-BEDDED BROWN I S H-G RAY FI NE TO MED I UM SANDS TONE -HARD REDDISH-BROWN FI NE SANDY SIL TS TONE -HARD SOR I NG COMPLETED ON 5-19-70 CASI NG TO 6 1 WATER LEVEL NOT MEASURED 140-LB* HAMMER @ 3Q FALL NX DOUBLE TUBE CORE BARREL DEPTH IN FEET 10 100%-96% 99%-m c: I BORING 249 Ml/llWl:E Al .. TIOll +265 I 1 TOP OF ROCK AT 5 1 BRUNSWICK SH"LE REDD I SH-BROWN S"NDY SIL TS TONE -WE'°' THERED GR,.,DING WISSIVE '°'ND H'°'RD '°'T 7i' 50-..A.fl .............. BORING COMPLETED ON 4-30-70 C'°'SING TO 10 1 LEl#TN °' COllE 111111/. l'EllCEllT MCtWEIW AllO II. 0. 0. NOTES: W"TER LEVEL @ 8t 1 ON 5-11-70 140-LB* H'°'MMER AT 30 11 F"LL NX DOUBLE TUBE CORE B'°'RIH:L

1. See notes on Figure 2.5-22, Sheet 1 for additional 1xplan1tion of logs. 2. For locttions of borings, '" Figure 2.5-20. 3. Logs prtptred by Dtmes and Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGI

• SHEET 18 OF 37 FIGURE M-12

) BORING 252 SURFACE ELEVATION +243' DEPTH {3 IN ' FEET SYlilBOLS DESCRIPTIONS BLOW O COi/NT 10 l'!.=-fmfl'l'l'l".-.-- .... -R*E-DO*f*S*H*-a*R*O*Wl\--C*L*A*YE_Y __ S_f L*T--*S*O*F*T*T*O-rl I?:', fHEN STIFF 20 40 lOP OF ROCK /IT ')f 8RUNSWI CK SHl'LE '-REDD I FI NE SANDY SIL ..,_;...;..ol----k -HARD 8L T MODERATELY FRACTllRED IM=&----L\GRAYISH-BROWN FINF TO MEOfUM - SILTS10NE -HARD 6 11 LArER OF PROWN SANDSTONE AT 23' 50------i .......... _ ... fORING COMPLEILD ON 5-12-70 CASING TO 10f LENGTH OF CORE RUN, PERCENT RECOVERY AND R.O.D DEPrH t: IN ' FEET BLOW COi/NT 0-32 l'! 81 70%-0% 10 20 30 40 WATER LEVEL @ 140-L R

• HA MMrn AT 30 11 FA, L l NX DOUBLE TUBE CORE BARREL BORING 253 SURFACE ELEVATION

+236' SYfilBOLS DESCRIPTIONS S LT SOFT T SIL TS TONE -WEATH[RED GRADfNG HARD GRAYf SH-BRO"IN Ff NE TO MEDf UM SANDSTO"E -HARD REDD I SH-BROWN SAN Dr SIL TS TONE -HARD 3 11 SHALE '_AYER AT I 5+/-f LAYFR OF 3RA' Ff Nf SANDS 'ONE FROM TO -HARD GRAY i=-1Nt SANDY SILTST'.Jt\IE -l)FR\. H.ARD 50-...._.iiioiioil...___. ON 5-11-70 CASI NG TO 5 1 LENGTH OF CORE RUN, PERCENT llECOVEllY AND R.Q.O. WA IER LEVEL (cl I 0 1-E 11 ON 5-11-7(] 140-LB* HAMMER Al 30 11 FALL r.J:X COUBLE TL 1 8E CORE E'ARREL BORING 254 DEPTH :3 IN FEET SURFACE ELEVATION +271l' .!:. BLOW COi/NT SYMBOLS DESCRIPTIONS 0 IC)- F*o*o*1*s*H*--P-RO*w*,*: ---L*A*,*F** --SI 20 30 40 50 -- .... LENGTH OF CORE RUN, PERCENT RECOVERY AND R.O.O. l=" Rf< G ME r\ TS TOP OF ROCk AT 5 1 PHUNSW! CK SHALE REDO I SH-PRCWr\. SIL -S TONF -HI GHL" WEA IHEREC MJD FRACl URED ro 17 1 GRADfNG TO SA,NOY -VERTfCAL FRACTURES FROM 17' TO 28 1 GRADf NG LESS FRACTURED AND WEATHERCD GRAD I NG LESS SANDY GRADING MORE SANDY GRADING LESS SANDY POPJ f\F; COMPLE TFO Of\J 3-4-70 AS I 'L; 0 I 'Jf WA-EA LEVFI 14 1-4 11 ON 140-LP * (J

-ALL 1\1 Y 00 1_1rLF 'l'PF *

-ORE PARPFL DEPTH :3 BORING 255 IN SURFACE ELEVATION

+2r:g 1 FEET BLOW 0 r-ROWI'< SILT"-CLA\ -SOFT TO 2' 10 --30 40 ....... LENGTH OF CORE RUN, PERCENT RECOVERY ANO R.Q.D. REOOI SH-"RC\WN CLAYCY SIL 1 ior or ROIK /\ l 'k'. SH,C.LE' h'COD I :;;H-'" ROWr'\ SANDY SIL 1 STONE GRfff'J SHP.LE f',I 152 1 -THINL'r REOOEO, MFOIUM HARO SANOS -oNE - I VE, RFoci1 SANDY s1 L Ts10NE -H.t\PD FOFl\G CCJMPL*1 EO ON ';J-1-'/Q

=ASl\G 'O CJ' WA'FF; LE'otL ifIJ or, 5-11-/0 140-LP.

')0 11 FALL NX 00',*P.LE C:ORF RARRFL DEPTH t: IN FEET BLOW COi/NT 21 l'! 33/E" l'! LEN6TH OF CORE RUN, PERCENT RECOVERY AND R.Q.D BORING 257 SURFACE ELEVATION +2':1' SYlilBOLS ML DESCRIPTIONS RC:OOISH-F,ROW'J CLA'EY SIL' -Hl\RO A 1 TOP OF ROCK A' 'JI PRUf\JSWI CK SH/I.LE REOOISH-P,ROWN Fl\E SILISICJ'Jl GRAT SIL Tl FINE SAr\05 ONf - AND C'ALCAREOl'S RFDO I SH-BROWN F SMW' SI ONf FI SANOSTO'E REDD I sH-rROWN r-I NE SMD'I s IL ls 10t-JE lf\JF ro tv1F61LW SAf'JOSlONF 4 THICK LA'1ER OF PR:JW'\J SANDS'Of\Jf -MASSIVE HARO Gh:'A 1 1 sH-PROwN s Lr.., SANDS* ow:-GRA'< FI NE TO MCD I UM SANDSTONE REDDISH-8ROWN FINE SMJO'r SILISTONE PORING 1-:0MPLETtO Of\J 5-2s-7c CASING -o 10 1 WATER LF\IFL NOT MfASURFD 140-LP. HAMMER ca; 30'1 FALL NX OOcJBLf TUPE CORF 0 ARRCL DEPTH BORING 258 IN FEET SURFACE ELEVATION+243' SYMBOLS DESCRIPTIONS BLOW COi/NT 0 ;y-;- ___

• S-1 ,_*-!", -----l'! WEATHfHEO ML 20 30--

SA'\JDS ONF AT gi 1 TOP oc ROCK AT I I I HRUr\JSWICK SHALE REDOI SH-BROWN F lNE SMJO'r SIL TS TONE -HARD SIL'Y SHALE GRA'r I SH-BROWN FI NE SIL TS TONE -CALCITE FILLED PARTS P.A!\:CEC SILIY '.::lANOSl*:Jf\JE EDD I SH-P'<OWN SANDY SI 1. TS TONE GRA' F 11\E SANDSTOr'E -NONCALCAREOUS ,ALCARECJUS SIL TS TONE GRA' I FI NE SANOS TONE REDCISH-GRAY-8ROWr' 8ANDED SfL'STDl\E 40-50 I 'l0%-'11% 60 ---L.J...._ ..... _ .... LENGTH OF CORE RUN, PEflCENT RECOVERY ANO R.Q.D. NOTES: \ RflNCEC GRA'-SIL TY SHAl F '-RE10 I SANDY CALCAREOUS SIL TSTQNf REDDISH-BROWN FINE SANDY SILISTOl"E -HARC RR OWN I SH-SRA' SANOS TONE COMP1_ETCD ON 5-13-70 lQ IC' WA 1 ER LEVEL N01 HAMMER (iii 3CJ" FALL NX OOlrRLf CORE PARR EL 1. See notes on Figure 2.5-22, Sheet 1 for additional explanation of logs. 2. For locations of borings, see Figure 2.5-20. 3. Logs prepared by Dames and Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 19 OF 37 FIGURE 2.5-22 BORINC9 2'59 alJtl .,,... 35/6" LEl#Tll °' COlll !NII. HllCEllT ""°"'"' AlllJ II. A 0. llE/ITH IC: IN ,EET SOFT -STIFF EDO I SH-BROWN s.-.NDY s IL TS TONE -H ... RD BUT FR.-.CTURED REDDISH-BROWN SH ... LE -MEDI UM SOFT s.-.NDSTONE -H ... RD ... ND s.-.NDY :5 IL TS TONE s.-.NDS TONE -H ... RD ... Y s.-.NDSTONE RED s.-.NDY s IL TS TONE I ' RED sH.-.LE. -* NON c.-.Lc.-.REDus RE DD I SH-BROWN s.-.NDS TONE -H ... RD REDD I SH-BROWN SH ... LE BROWN s IL TY s.-.NDS TONE BDR I NG COMl'LE TED ON 5-5-70 c.-.srNG TO 101 w.-.TER LEVEL@ 24!1 ON 5*11-70 )l!O*LB* H.-.MMER .-.T 30 11 F.-.LL NX DOUBLE TUBE CORE B.-.RREL BORIN0 260 a.1 .. TIOll +269 1 BL.-.CK CLAYEY SILT -TOP SOIL TO REDDISH.BROWN CLAYEY SILT WITH ROCK FR.-.GMENlS -STIFF TOP OF ROCK AT 41 l'!!'!!!ll!llllt---4..\BRUNSWICK SH ... LE REDDISH-BROWN SILTSTONE HIGHLY JOINTED 85%-42% 98%-44% 30 40 50-LEl#Tll °' t:Olll !NII. HllClltr ll£CtWllW AlllJ II.AO. AND WEATHERED GR ... DI NG TO HARD ROCK ... T 8 BROWN SANDSTONE -HARO THIN BEIJDED BROWN SH.-.LE -SOFT REDD I SH.BROWN SANDY SIL TS TONE -H.-.RD ROWN SIL TY SANDSTONE -H.-.Ro REDD I SH-BROWN SANDY SIL TS TONE -H.-.RD LAYER FROM 23-24 1 BROWN S/\NDS I ONl -H/\RD BROWN CALCAREOUS SH.-.LE BROWN FI NE TO MED I UM s.-.NDSTONE -H ... RD BROWN FI NE SANDY SIL TS TONE -H.-.Ro BORING COMt'L ':TED ON 5-4-70 CASI NG TO g I WATER LEVEL@ 20 1 ON 5-11-70 140-LB* H.-."""1ER @ 30 11 F ... LL NX DOUBLE TUBE CORE BARREL DE/ITH IN FEET t I LEl#Tll "'""" 1111111. llft:OWIW MIO II.Cl/I. BORIN0 2e2 MJlllWt:6 AIWTIOll +26 3' YELLOW I SH-GREEN CLAYEY SILT -WE ... THERED TOP OF ROCK I\ T 5 1 BRUNSWICK SH ... LE GREEN SIL TY SH ... LE GRAY FI NE s.-.NDY s IL TS TONE I NTERLAYERED WI TH s.-.NDSTONE GR ... Y SILTY FINE s.-.NDSTONE REDO I SH-BROWN FI NE s.-.NDY SIL TS TONE GR.-.Y SIL TY FI NE SANDSTONE GRAY FI NE TO MED I UM s.-.NDSTONE GR ... Y FI NE s.-.NDY SIL TS TONE GR.-.Y Fl NE TO MEDI UM s.-.NDSTDNE GR ... Y SIL TY SHALE REDO I SH-BROWN s.-.NDY s IL TS TONE BROWN FI NE TO MED I UM SANOS TONE REDD I SH-BROWN FI NE s.-.NDY SIL TS TONE IJEl'TH i IN FEET BORIN0 262 a.1 .. TIOll +263' alJW COUNT $YM<<IU 100%-98% 2DD-10"0J-100% LEl#Tll °' t:0/11 INlll. HllCEllT AllD II.AO. DEPTH IN FEET .. REDDISH-BROWN FINE s.-.NDY SILTSTONE GRAY FI NE TO MEDI UM SANDSTONE REDD I SH.BROWN FI NE s.-.NDY SIL TS TONE BORING COMPLETED ON 5-29-70 c.-.s I NG TO ) 0 1 w.-.TER LEVEL NOT MEASURED 140-LB* HM.4MER @ '30 11 FALL NX DOUBLE TUBE CORE BARREL BORIN0 263 REDD I SH.BROWN CL/\ YE Y SILT WI TH GRAVEL FRAGMENTS BROWN FINE TO MEDIUM SAND LAYER 2 1 THICK TOP OF ROCK AT BRUNSWICK SHALE eal::::::3tGRllY FINE SANDY SILTSTONE -HARD BROWN FI NE SANDS TONE RO 30 40 - LEl#TN "'t:0/1£ INlll. llECOWIW AND II.AO. GREEN TH IN-BEDDED SIL TS TONE' WHITE CALCAREOUS FRAGMENTS AT 30 1 FI NE s.-.NDSTONr RED CALCAREOUS FINE SILTSTONE BROWN CAL Cl\REOUS SANDSTONE PORING COMPLETED ON 5-14*70 CASING TO 10 1 WATER LEVEL NOT MEASURED 140-LB* HAii.MER@ 30" FALL NX DOUBLE TUBE CORE BARREL NOTES: 1. Set notlll on Figure 2.5*22, Sheet 1 for eddition81 1xplM"11tion of logs. 2. For locetions of boring&, ... Fiture 2.5-20. 3. Logs s>rePM'ed by Demes end Moore. LIMERICK GENERATING STATION UNITS 1ANO2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 20 OF 37 FIGURE, ... DEPTH 13 IN FEET BLOW COUNr 0 -, 20 -40 50 60 70-80 90 100 110 120 -130 LENGTH OF COllE RUN, PERCENT RECOVERY AND R.Q.D. BORING 270 SURFACE ELEVATION + 11:y SYMBOLS ML-GP DESCRIPTIONS -r-I UV!/" I r I ' :: I L 0 I I _,11-II j--Jt_ -I r. I" t--I ' ';:,H1° 01/'r: [1 r LI '.,I L o* [--1-1 I ,* \ r.,r L JiJFA""!"HrRING OCCASIONAL r:-nolNJ Pc_t,NF JOINTS WI rH LLSS SP.1\C' ';Ci:A)I NG WI TH LESS srr,ONOAP ANO rRi,CTURING P,OR I NG COMP LE TfD O" 3-20-70 r ,As I r>.Js T '.) I l : WP. Li?IJFL @ Of'J 300-L P

• HAMMF fl 24 H;L L f'JY 00 1 JF"*Lf TU8E CORE P,C.PRFL DEPTH f3 IN FEET BLOW COUNT 0--IL
• 20 30 40 BORING 271 SURFACE ELEIMTION

+202 I SYMBOLS ML DESCRIPTIONS REDD I SH-BROWN CLAYEY SILT WI TH ORGANIC MATTER --OPSOIL GRADING WI TH ROCK FRAGMENTS TOP OF ROCK AT APPROX* 4 1 BRUNSWICK SHALE REDD I SH-BROWN SIL TS TONE -HIGHLY FRACTURED, PARTLY DECOMPOSED, BADLY WEATHERED TO 22 1 GRAD! NG WI TH LESS SA'JD GRADING wllH MORE FINE-GRAINED SAND fl AOL Y WEA I HERfO, F RAC TUR ED, DFCOMPOSED AND POROUS FROM )0 1 TO 3' PARTLY WEATHERED, HIGHLY FRACTURED FROM 4QI TO 501 50 -----ii.-i...__ ... BORING COMPLETED ON )-12-70 CASING TO 10 1 LENGTH OF CORE RUN, PERCENT RECOVERY AND R.Q.D. DEPTH f3 IN FEET BLOW COUNT WATER LEVEL @ 300-LB* HAtd.1ER @ 24 11 FALL NX DOUBLE TUBE CORE BARREL BORING 272 SURFACE ELEVATION +223' SYMBOLS DESCRIPTIONS 0 ... ___ c 20 30 50-LENGTH OF CORE RUN, PERCENT RECOVERY ANO R.Q.D. AND CLAYEY SILT G RAO I NG WI TH ROCK FRAGMENTS TOP OF ROCK AT 5 1 8RUNSW I CK SHALE REDDISH-BROWN SILTSTONE -WEATHERrD AND FRACTURED TO 10 1 VERTICAL FRACTURE FROM 7 1 TO 10.3 1 GRAYISH-BROWN SILTY FINE TO MEDIUM SAl"DSTO'-;E -VERY HARD REDD I sH-BROwN s IL TS TONE -HARD GRAYISH-BROWN SILTY FINE TO MEDIUM SANDSTONE -VERY HARD VERTICAL OPEN FRACTURES FROM 22.5' TO 23 1 , 23.3' TO 24.5 1 , 25.5 1 TO 2E:. 5' RCDDISH-BROWN SILTSTONE -HARD GRAY FI NE TO MED I UM SANDSTONE -VERY HARD GRADING TO FINE TO COARSE SANDSTONE HIGH ANG'.E FRACTURES FROM 35.5 1 TO 35.')1 AN[) 3g.5i TO 40.0 1 REODI SH-BROWN SHALEY SIL TS TONE -HARO :<RAY FI NE TO COARSE SANDSTONE -HARD RORING COMPLETED ON CASING TO 5 1 WATER LEVEL @ ON 300-LB* HAMMER @ )0 11 FALL NX DOUBLE TlJBE CORE BARREL DEPTH IN FEET BLOW COUNT 44

• 20 30 I 00%-6?% LENGTH OF CORE RUN, PERCENT RECOVERY AND R.Q.D. DEPTH IN FEET BLOW BORING 273 SURFACE ELEVATION

+207' SYMBOLS DESCRIPTIONS REDDISH-BROWN CLAYEY SILT WI TH ROCK FRAGMENTS TOP OF ROCK AT 3 1 BRUNSWICK SHALE REDD I SH-BROWN SIL TS TONE WEATHERED AND FRACTURED TO 15 1 GRADING HARDER AND LESS FRACTURED GRAD I NG SANDY flADL' FRACTcJREO FROM TO BORING COMPLETED ON 3-24-70 CASING TO 10 1 WATER LEVEL @ 300-LB* HAMMER@ 24 FALL CJX DOUBLE TU8c --oPE HARREL BORING 274 SURFACE ELEVATION +217' SYMBOLS DESCRIPTIONS COUNT 0 12-.-i1-"'1111"""" _______ R_E_DD--I S*H*_*B*R*O*W*N*r*.l*A*Y*F*Y--S*l*L*_*W*l*T*H--R*O*C*K-100%-20% 20 LCNGTH OF CORE RUN, PERCENT RECOVERY AND R.Q.D. ML FRAGMENTS TOP OF ROCK Al 'J 1 BRUNSW 1 CK SHALE Rt DO I SH-E?ROWN SILTSTONE-HIGHLY WEATHERED AND FRACTURED TO 25 1 GRAD I NG LESS WFATHEREC ACJC crrnc I HF RED M\'D HIGH_' Ff',AC Tl,'hEC FROM I '0 431 C8MPLETEO ON 3-2')-/0 C-:ASINri ::;i WATER LE\lfl... (C' 30C-LP .. 24 FALL '-JY OOU8LF TL 1 PE PJIRREL DEPTH IN FEET 20 30 40 50 LCNGTH OF CORE RUN, PERCENT RECOVERY AND R.O.D. NOTES: BORING 275 SURFACE ELEVATION +220 1 SYMBOLS ML-GP DESCRIPTIONS REODI SH-BROWN CLAYEY SILT WI TH ROCK FRAGMENTS TOP OF ROCK @ BRUNSWICK SHALE RE DD I SH-BROWN SLIGHTLY SANDY SIL TS TONE WEATHERED AND BROKEN TO 8 1 SLIGHTLY WEA THE RED TO I It' GRAD I NG VE RY SANDY GRADING LESS SANDY GRADING SANDY BORING COM PL ET FD ON 3-25-70 CASING TO 10 1 WATER LEVEL @ 140-LB* HAMMER @ 30 11 FALL NX DOUBLE TUBE CORE BARREL 1. See notes on Figure 2.5-22, Sheet 1 for additional explanation of logs. 2. For locations of borings, see Figure 2.5-20. 3. Logs prepared by Dames and Moore. LIMERICK GENERATING STATION UNITS 1ANO2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPH IC LOGS SHEET 21 OF 37 FIGURE 2.5-22 llE/#TH i IN '£Er BORINe 27<<5 ...... Altltl70ll +223 1 -l>WOC.6 *WTIOI# 0 .. uw,.,, #COM /Niii. ,.lllf:lllT Mt:t/WIW AlllJ "*** DEPTH IN FEET 10 i 30-Lll#Tll ,,, COlll /Niii. Mt:t/WIW AlllJ "*** llROWN CLAVEY SI LT TO,..SO IL REDO I SH"'8',0WN CLAYEY Sil T 1111 TH ROCI< FRAGW:NTS TOP OF ROCK AT 61 8RUNSllll CK SHALE REOOISH.8ROlllN SLIGHTLY SANDY SILTSTONE 8AOL Y WEATHERED TO 81 GRAD I NG lil>RE AT 8 1 REDD I SH.8ROlllN FINE-GRAINED SANDS TONE REDDISti-BROlllN SILTSTONE -MASSIVE AND HARD GRAO I NG VEll'r' SANDY GRADING LESS SANDY 80R I NG COMPLETED ON 3-26-70 CASING TD g1 WATER LEVEL Ci 300-LB* HAMMER Ci 24 11 FALL NX DOUBLE TUBE CORE BARREL BORIN0 277 REDDISH BR YIN CLAYEY SILT WITH ROCK FRAGMENTS TOP OF ROCK AT 41 BRUNSWICK SHALE REDDISH-BROWN SANDSTONE*HIGHLY FRACTURED TO 20 1 REDD I SH.BROWN SIL TS TONE REO'O I SANDS TONE REDD I SH-BROWN SIL TS TONE-SLIGHTLY WEATHERED WI TH MODERATE FRACTURING BORING COMPLETED ON 3-27-70 CASING TD 101 WATER LEVEL @ ON 300-LB* HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE BARREL DEPrH IN FE Er I: I &OW 0 t:OUllT 8

• 123 90%-10% IO LEl#Tll °'COM /Niii. ,.£11(;£11T HCtJWIW A/ID 0. 0. DEPrH IN FE Er IO *= I 40-LEl#TN "'COlll """* ,.£11(;£11T HCOWIW Af/lllJ 11.0. 0. DEPrH IN FEET 0-10--BORIN0 278 AIWITIOll

+240' LAY Y SILT WI TH ROCK GRADING WI TH MORE ROCK FRAGMENTS TOP OF ROCK AT 6 1 BRUNSWICK SHALE REDD! SH.BROWN SANDY SIL TS TONE WEATHERED AND FRACTURED TO 1gi5" LAYERS OF DECOMPOSED ROCK FROM 14 1-15 1 AND 161*171 GRAOI NG LESS WEATHERED ANO FRACTURED 30 DEGREE SL I CK!"NS I DES AT 23 1 GRAD I NG TO VERY SANDY BORING COMPLETED ON 3*30*70 CASING TO 10 1 WATER LEVEL @ 300-LB* HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE BARREL BORIN0 27g Mllll'llt:E Al*TIOll .. 2471 BRUNSWICK SHALE REDD I SH.BROWN SANDY SIL TS TONE WEATHERED AND HIGHLY F RAC TUR ED TO 17 1 6 11 GRADING LESS FRACTURED GRADING LESS SANDY GRAD I NG MORE SANDY BORING COMPLETED ON 3-27-70 CASING TO 3 1 WATER LEVEL @ ON 300-LB* HAMMER@ 24 11 FALL NX DOUBLE TUBE CORE BARREL BORIN0 281 ELEtaTIOll +200 I CLAYEY SILT T ACES OF PEAT SILTY CLAY* HARD SILTY CLAY -HARD WATER LEVEL NOT MEASURED 90 .. IN0 284 llE/#TH I: J/Er I ...... AltaTIOll +21 O' &OW O COUNT 8Yi"'wat.,..._* ... _,.._ __ .. REDD1 SH.BROWN CLAYEY SILT 10 30 $0 LEl#TN °' COii£ lflJ#, ,_£11f:£MT 11£CtW£1W AllD II. 0. 0. i 40-$0-LEl#TN °' COii£ llUll, ,_lllf:EllT AllO II. 0. 0. TOP OF ROCK@ 61 BRUNSWICK SHALE REDD I SH.BROWN FI NE SANDY SIL TS TONE GRAYISH-BROWN FINE TO MEDIUM SANDSTONE REDDISH-BROWN FINE SANDY SILTSTONE GRAYISH-BROWN FINE TO MEDIUM SANDSTONE REDD I SH-BROWN FI NE SANDY SIL TS TONE GRAYISH-BROWN FINE TO MEDI UM.SANDSTONE REDD I SH-BROWN FI NE SANDY SIL TS TONE BROWN FI NE TO MED I UM SANDS TONE BORING COMPLETED ON 6*2*70 CASING TO 51 WATER LEVEL NOT MEASURED 140-LB* HAMMER@ 30 11 FALL NX DOUBLE TUBE CORE BARREL BORIN0 MJlllfl<< AltaTIOll +I 66. 60 I BRUNSWICK SHALE REDD! SH-BROWN FI NE SANDY SIL TS TONE MODERATELY FRACTURED BROWN SIL TY FI NE SANDSTONE .. SLIGHTLY FRACTURED GRAD I NG REDD I SH.BROWN RE DD I SH";BROWN FI NE SANDY SIL TS TONE GRADING TO GREEN SILTSTONE AT 30 1 BORING COMPLETED ON 6*16-70 CASING TO A DEPTH OF 6 1 WATER LEVEL NOT RECORDED 140-LB* HAMMER AT 30 11 FALL NX DOUBLE TUBE CORE BARREL DEPTH II: IN FEEr a.ow 0 t:OUllT 12 11 52 11 60%-7% IO _.__..,. 100%-69% 98%-62% 30 NOTES: BORINe 288 !ROWN CLAYEY SILT Ill I TH SOME GllAVEL

• FI LL BROWN 51 L TY SANO BRUNSWICK SHALE REDD I SH.BROWN SANDY SI L TSTONE
• FRACTURED GRADING LESS FRACTURED BROWN F I NE TO MED I UM SANOS TONE REDDISH.BROWN FINE SANDY SILTSTONE BROWN FINE TO MEDIUM SANDSTONE REDDISH.BROWN FINE SANDY SILTSTONE BORING COMPLETED ON 6*12*70 CASI NG TO A DEPTH OF 3 1 WATER LEVEL NOT RECORDED 140-LB* HAhMER 0 FALL NX DOUBLE TUBE CORE BARREL 1. SM notes on Figure 2.5-22, ShHt 1 for ldditional expt.,ation of I091. 2. For locations of borings, ... Figure 2.5-20. 3. Log1 prepared by Dames and Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC SHEET 22 OF 37 FIGURE a.1-2'

soR1NG 300 -LOG OF TEST WELL DEPTH BORING 301 -LOG OF TEST WELL DEPrH IN FEEr BORING 287 SURFACE ELEVATION + I 11r:. 46' BLOW PR'.JelSWI CK S.MLE g5%-42% 10-30 I 00%-82% Tl%-71% 60_ ... lliiiiiii .... _..I LEN*TH OF COltE lllJN, PERCENT 11£COVER'f AND R.Q.D. RF'.JO I FI l'.J[ sAr--JD'r s IL s 1 or*Jt -HARD AT 2 1 FINE SNJDS'ONE REDDISH-PROWN r;FQOfJ SILTSTONE GRAYISH-eROW\ Fl\E 10 t</EOIUM SAf\JDSTONE GANOCO GRAYISH-RFD SILTSTONE WI 'H SL I CKfNSI DES GRAY !O MEOIU'.' SANDS>OelF -HARD f-.!EDDISH-f-ROWN f--INf sAr\JOl -HARD REDDISH-BROWN FINF SIL'SlONF -HARD RCJRI CJG COMP LE !ED oeJ E:-11-?0 .!.ASING '0 A DEP"H or g 1 <IATl:R LE\/E_ NO r ><E* ORDEn 140-LP* HAMMER,\-)0 FALL NX DOIJPLE TUPE C'ORF f,Ah'f-<CL DEPrH BORING 288 IN SURFACE ELEVATION +I ? I . 2g 1 FEEr SYMBOLS DESCRIPTIONS BLOW O __ L __ T"' __ R_F_D __ __ S_l_L_T_V_l_IT.H __ R_O_C_K_ FRAGMENTS 30 40 -LENGTH OF CORE RllN, PERCENT RECOVER'I' AND R.O.D. Bfili'JSW1 ! K SlrncE Rf-00 I SH-RR0 1 hN FI NF SANDY SIL TS TONE HIGHLY -HARO AT SlLTl' 1--INE SANOSTONF -FR.Al T 1.mEO RFDDISH-13ROwel FINE SANDY SILTSTONE -SLIGHTLY FRACTL!t<f:D lffDOISH-8ROWel SILTY FINE ro MEDIUM SANDSTONE -HARD FINE SANDY SILTSTONE -HARD "0FING COMPLETED 0"-S-10-70 'AS ING TO A DEPTH OF 10 1 U\/EL NOT RECORDED 140-LP* HAMMER AT 30" FALL NX OOl_1f*Lf-- llJPF CORF RARRFL* 10 ---20 40 BORING 289 SURFACE ELEVATION +20'3 1 'CP Cl-::;.0, f. T ' CJ'J, I,..,.( Lf I SH-'* SIL . S Qf\Jf-f*'F DD 1 FI "Jf SM*JO' s 1 L

• s, -HPR[

I sr-c;r:.:A' I-I f\J[ '.J MFD I l 1M SPr*,OS 'U\,f--' Pf-DOISH-1*ROWf\J Hl 1 J-*fDDlD FINf SP.l\rJ'. TO Mt DI SANDS 'OLF ........... __, LENGTH ><QRll\JG COMPLfl[Q ON C:-J-}*J ASINl1 IQ ::2 1 'NA l[ F'/EL MF--ASll-.!FJ OF CORE 14*'.>u'

• HAMMER (oJ 3G' FALL RUN, NX OOLPLF ll RE CORF FA.KRFL PERCENT RECOVER'I' AND R.Q.D. DEPrH IN FEET BORING 290 SURFACE ELEVATION

+2'31 I BLOW SYlllBOLS DESCRIPTIONS O C°!!'!T )I ML riRowr-11s11-*,r-LLDW roP OF ROr< Al .......... ._ __ rK SHAU

TS TONE - 10 20 30 ---40 ...... ....a--..1 LENGTH OF CORE RllN, PERCENr RECOVER'I' AND R.Q.O GRA' I sH-r-.ROWN SANDY s IL Is TONE -FINF AND HIGHLY FRAClL'REO GEDO I s-1-:::::jROWN FI NE SANDl SIL 1 S l TRAC;:-S OF SllALY ZONES PROWt\ SIL ry FI NE SANDS TONE:. -\./E:_H'v HARD PEDD l

I NC SAl\JD'l SIL' STONE -HARD FOR I NG COMPL E -ED ON S-17-70 CASI -0 ') f WATER LEVEL NOT MEASURED 140-ui. HA"'1MER@

3[]" FALL NX DOUFLF TUOE CORE B.ARREL IN SURFACE ELEVATION 12')8 ;t FEET 90 -120-150 180-240--270 300----DEPTH IN FEET SYlllBOLS DESCRIPTIONS CL GP.ADI !J..'::;,l*J\AL SAr'DS s1L s-ol\Jt SILTSTOf\JE BORING 302 SQllFJK:6 D.l'WfT/0# RIVER BOTTOM -+l'.J').81i a.ow O COIJNT $Ylt/60L$ 28

• WATER 20 LENGTH OF CORE RIJN, PERCENT RECOVERY AND R.O.D. RIVE'< flOTTOM RCDDI SIL TY SAf'JDY GRA\.r'fl_

TOP OF ROC:K (ii, 3' rELOW RI po-10M ,-.quecsw1 CK SHALE REDD I SH-RROWf, SA Iv DY SILTS TONf WE.ATHEREG 10 17f BELOW Rll/FR BOTTOI/ BORING CDMPUcn:o LF IO-E-70 CA:ilNG U:icD TD A DEPTH or 3 1 RFLOW RIVFR ROTTOM 30rJ--B

• HMIMER (OJ 2i+ 11 FALL NX DOUBLE TUBE COP'-

DEPTH IN SURFACE ELEVATION +?!4' .!: FEEr SYMBOLS DESCRIPTIONS 0 RED CL,\YEY SILT ANO OCK FRA M TS R!:--UU I SH-t'i-IOWr"\ 1 SIL 1 S 'Or\JE" 60--90 120--RED I SH-8'-<DW'I SI LlSTONE 180-SAfCDS TONE AQUIFER ZONE REDO I SH-BRO WI\; SIL TS TONE 210 FRACTURE ZONES 270-NOTES: 1. See notes on Figure 2.5-22, Sheet 1 for additional explanation of logs. 2. For locations of borings, see Figure 2.5-20. 3. Logs prepared by Dames and Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 23 OF 37 FIGURE 2.5-22

• .,_ U*nt *COIM ...

ll<<OWIW ... ,, .... r, i -* IO 100%/47% n LE*nt °'""" 111111. NllCEllT ..,...,,.,. .... .oRINe 303 .... .,... l!IOTTOM * +105.3 1 t TO COARSE SIL TY SAND WI TH GRAVEL TOP 01" ROCK@ 7 1 9 11 BELOW RIVER BOTTOM BRUNSWI Cl< SHALE REDD I SH.BROWN SIL TS TONE WEATHERED ANl'l FRACTURED TO 12, 1 BELOW RI \/ER BOTTOM ()RADING GRAYISH-BROWN I 15 1 BELOW RIVER BOTTOM AND MORE SANDY BORING COMPLETED ON 10-5-70 C.t.S I NG USED TO .t. DEPTH OF C) I BELOW RI VER BOTTOM 3Cr()-LB* HAMMER@ 24" FALL 80"8NCI 304 ..... ...--... 23.9 1 ML TOP OF ROCK @ 16' 3 11 BRUNS WI CK SHALE REDD I SH-BROWN SANDY SIL TS TONE WEA THE RED TO 22 1 BORING COMP LE TED ON C)-22-70 CASING TO 16 1 3 11 WATER LEVEL @ 4 1 4 11 ON 9-22-70 300-LB* HAMMER @ 24 11 FALL NX DOUBLE TUBE BARREL BORINe 309 ............. 121.5* IO ,. 88%/14% ., 81%/0% &.aMITH OF CORI RUN,NRCINT MCOVIRY AND R.O.D. TOPSOIL REOD I SH-BROWN SANDY SILT WI TH ROCK FRAGMENTS LARGE FRAGMENT OF ROCK @ 2 1 TO J' TOP OF ROCK @ I 5 1 I I II BRUNSWICK SHALE REDD I SH-BROWN SANDY SIL TS 1 ONE WEATHERED TQ 19i 1 GRADING WI TH LESS SAND@ ICJi 1 BE COM I NG REDD I SH.BROWN SIL TS TONE WllH CALCAREOUS INCLUSIONS AND HAIRLINE CALCITE BEDDING FILLINGS* BECOMING SLIGHTLY SANDY@ 21i 1 BECOMING LESS SANDY@ 25' BORING COMP LE TED ON CJ-21-70 C.t.SING USED TO A DEPTH OF 16 1 WATER LEVEL @ 6 1 ON 9-22-70 300-LB* HAMMER@ 24 11 FALL "JX DOUBLE TUBE CORE BARREL ll!IORINe 3oe ........... +140.1 1 REDD I SH-BROWN SANDY SILT TOP OF ROCK @ 51 BRUNSWICK SHALE REDD I SH-BROWN FI NE GRAINED SANDSTONE WITH SANDY SILTSTONE WEATHERED TD 27 1 SANDSTONE GRAD I NG MORE C:JAf1SE, SLIGHTLY PITTED, MORE WEATHERED WEATHERED, BROKEN AND DECOMPOSED 19 1 TO 27 1 REDD I SH-BROWN SANDY SIL TS TONE BECOMING HARD @ 35 1 GRADING WITH MORE SAND @45 1 GRADING WI TH LESS SAND@ 49i 1 BORING COMPLETED ON 9-25-70 CASI USED TO A DEPTH OF 5i 1 WATER LEVEL NOT RECdRDED 300-LB* HAMMER@ 24 11 FALL N)( DOUBLE TUBE CORE BARREL LEl#TN O' COii£ lllJll. HllCEllT MCOVEIW AlllJ II. 0. 0. 80"8NCI 307 ..... '

• FILL Cl NOERS AND SIL TY SAND REDO I sH-B ROWN SANDY s IL T TOP OF ROCK @1 2i 1 BRUNSWICK SHALE REDD I SH-BROWN S.t.NDY SIL TS TONE WE.t.THERED TO 5i 1 , VERY FRACTURED TO 4, 1 VERY FRACTURED@

21 J TO 22 1 VUGGY AND WEATHERED @ 2C)I TO 29'1 GRAD I NG WI TH LESS S.t.ND BORING COMPLETED ON 10-1-70 CASI NG USED TO .t. DEPTH OF '5t 1 WATER LEVEL@ 12 1 4 11 ON 10-1-70 300-LB* HAMMER @ 24" F.t.LL NX DOUBLE TUBE CORE B.t.RREL ,,. NOTES: BORINe 308 ....... ..__+141.7 1 LIGHT GRAY Fl Nf GRAINED SANDSTONE WEATHERED TO 8 1 GRAD I NG TO REDD I SH.BROWN $ANll'. SILrSTOl\IE@ 10 1 SANO GRADING OUT@ 17 1 VERY FRACTURED @ 40i 1 TO 4li 1 VERY S.t.NOY @ 4 3, 1 TO 44 1 BORING COMPLETED ON 10-2-70 CASI NG USED TO A DEPTH OF 2 1 3 11 W.t.TER LEVEL@ 26 1 7 11 ON 10-5-70 3()0-LB* HAMMER @ 24 11 F.t.LL NX DOUBLE TU!'E CORE B.t.RREL 1. See notes on Figure 2.5-22, Sheet 1 for M:kfition1I explan1tion of logs. 2. For loe1tions of borings, see Figure 2.5-20. 3. Log1 prepered by Dimes Ind Moore. LIMERICK GENERATING STATION UNITS 1 AN02 UPDATED FINAL SAFETY ANALYSIS REPORT FIGURE Ura .,,.,, Ill ,,,, i o* 37

• 6 %
• IO 60 94%/33% llORINe 309 ....... ML GRAD! NG WI TH ROCK FRAGMENTS TOP OF ROCK@ 10 1 BRUNSWICK SHALE REDDISH-BROWN SANDY SILTSTONE WEATHERED TO 24 1-6 11 GRADING TO REDDISH-GRAY FINE-GRAINED SANDSTONE

@ 35i 1 GRADING GRAYISH-BROWN@ 39 1 GRADING TO Dl'IRK REDDISH-BROWN@ 42 1 GRAD! NG TO REDD I SH-BROWN SIL TS TONE @ 47 1 GRAD! NG WI TH SOME FI NE SAND @ 55 1 GRAY! SH-BROWN SANDSTONE FROM 60 1-66 1 GRAD I NG TO REDD I SH-BROWN SI L TS TONE @ 66 1 BECOMING SANDY SILTSTONE@ 68i 1 BORING COMPLETED ON IQ-8-70 CASI NG USED TO A OEP TH OF 14 I WATER LEVEL NOT RECORDED 300-LB* HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE Bl'IRREL 6 IO 100%/80% 46 i Lll#rN OF COIM """* ,_EllCll/T llECOVllW AMO lf.0.0. OEl'TH IN FEET I: I llORINe 310 ....... ....,,. +140.4 1 FI LL -GRADES TO SANDY SILT WI TH ROCK FRAGMENTS AND OCCASIONAL CINDERS REDD! SH-BROWN SANDY SILT WI TH ROCK FRAGMENTS TOP OF ROCK 0 I Bi I BRUNSWICK SHALE REDD I SH-BROWN SANDY SILTSTONE SLIGHTLY WEATHERED TO 22 1* VERY FRACTURED TO 21 1 VUGGY @ 31 1 TO 31i 1 , WEATHERED CALCACEOUS INCLUSIONS GRADING BLUISH-GRAY AND !.<<:lRE SANDY @ 42 1 VERY FRACTURED @ 47i 1 TO 49*1* BOFU NG COMPLETED ON 9-29-70 CASI NG USED TO A DEPTH OF 18i 1 WATER LEVEL @ 121 1 ON 9-30-70 300-LB HAMMER @ 24 11 FALL BORINEI M-1 ....... ..,.,,_ +249.8 1 aJM 0 t:OUllT rn.<<* ....... BL*A-CK--Sl*LT*Y*C*L-AY*W*l-TH--Fl-NE ... TO--CO-AR_S_E 75%-40% IO I 00%-57"fo 16 L£/l#TH OF COlfE llUll, ,.EllC£#T lf£CfWllW AND If. 0. 0. GRAVEL -TOPSOIL REDDISH-BROWN SILTY CLAY -FIRM REDDISH-BROWN CLAYEY SILT WI TH ROCK FRAGMENTS -VERY FI RM TOP OF HIGHLY WEATHERED ROCK AT 5 1 3RUNSWI CK SHALE REDDISH-BROWN SILTSTONE -HIGHLY WEATHERED TOP OF HARD ROCK AT 5t 1 MODERATELY FRACTURED <JORI NG COMPI FTFn ON 4-28-70 CASI NG TO 5 1 WATER LEVEL NOT ENCOUNTERED 140-LB* HAMMER@ 30 11 FALL /0 60 94%/26% i L£/l#rN OF COii£ lflJll, ,_£/ICl#T llECOVEIW A#D If. 0. 0. DEl'TH i IN FEET 110"9Ne 311 ........... +l.41.71 TOP OF ROCK @ 9*' BRUNSWICK SHALE FRACTURED, 10 1 TO 15 1 REDDISH-BROWN SANDY SIL TS TONE WEATHERED TO 171 VERY FRACTURED, 101 TO (5 1 GRADING MORE MASSIVE FINE-GRAINED SANDSTONE AT 32 1 TO 371 BADLY Pl TTED AND WEATHERED@ REDD I SH-BROWN SIL TS TONE WI TH SOME FINE-8RAINED SANDSTONE@ 391 GRADING TO REDDISH-BROWN FINE-GRl'llNED SANDS TONE @ 42 1 GRADING TO REDDISH-BROWN SILTSTONE WITH CALCITE STRINGERS@ 46 1 BORING COMPLETED ON 10-6-70 CASING USED TO A DEPTH OF 9 1 WATER LEVEL I '7f 1 ON 10-6-70 300-LB* HAMMER @ 24 11 FALL NX DOUBLE TUBE CORE BARREL *CORE LOSS DUE TO GRINDIN8 OF RCCK 110"9Ne M-2 ....... --0 '°""' .,,...r"""!l!'!'* ..... BLACK CLAYEY SILT -SOFT 6 /0 g EO I 00%-72%

• L£/l#TH °' t:OllE llflll.

Alltl lf.ao. REDDISH-BROWN CLAYEY SILT WITH ROCK .FRAGMENTS -FI RM TOP OF ROCK @ 41 BRUNSWICK SHALE REDD I SH-BROWN SANDY SIL TS TONE -HARD -INFREQUENT HEALED FRACTURES BORING COMPLETED ON 4-29-70 CASING TO 41 WATER LEVEL NOT ENCOUNTERED 140-LB* HAMMER@ 30 11 FALL DEl'TH IN FEET /0 I 00%-22% ,, i DEl'TH i IN FEET /0 NOTES: 110"9Ne M-3 ....... .... +251.0' REDD I SH-BROWN CLAYEY SILT WI TH ROCK FRAGMENTS -STIFF TOP OF ROCK @ 4 I BRUNSWICK SHALE REDDISH-BROWN SILTSTONE -HIGHLY WEATHERED GRADING HARDER AT BUT HIGHLY FRAC:TURED GRADING LESS FRACTURED BORING COMP LE TED ON 4-28-70 CASINGT04 1 WATER LEVEL NOT ENCOUNTERED 140-L.B* HAMMER @ 30 11 FALL llC>"9Ne M-4 ...... ....,,. +250.8 1 CLAYEY SILT WI TH ROCK FRAGMENTS -FI RM TO ST I FF TOP OF ROCK @ 2 1 BRUNSWICK SHALE REDDISH-BROWN SANDY SILTSTONE SLIGHTLY WEATHERED AND HIGHLY FRACTURED GRADING LESS FRACTURED TO HARD SIL TS TONE BDR I NG COMPLETED ON 4-zg-70 CASING TO 2 1 WATER LEVEL NOT ENCOUNTERED 140-LB* HAMMER@ 30 11 FALL 1. See notes on Figure 2.5*22, Sheet 1 for eddition*l 1xpl8f"l*tion of logs. 2. For IOC8tions of boring1, .. F.,,_ 2.5-20. 3. Logs prepered by 08mes 8nd Ml'Cn. LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT FIGURE .... lilcU.* SHEET 25 OF 37 .,_ LEl#Tlt "'t:OllE """" 'EllCEllT ""°""'" AllO 11.0.0. LEl#Tlt OF t:OllE ltUll. 'EllCEllT 11£COffEIW AM II .... BORINe 400 .... .,..,. +160.9' STATION: N 60,, E'm l!IRUNSWI CK SHALE RED TH I CK BEDDED SILT! TONE BECOMING MEDIUM BEDDED t 11 CLAY SEAM REDD I SH-l!IROlllN I" I NE.GRAINED MASS I VE SANDSTO'NE SOME CLAY IN JO I NTS BORING COMPLETED ON 2-25-71 BORtNe 401 ..... ..,.,.+174 1 STATION: N 6013 E 3862 TH IN TO MED I UM BEDDED REDD I SH-BROWN SIL TSlONE SOME VERTICAL FRACTURES WI TH CAC03 FILLING VERT I CAL HIGH ANGLE FRACTURES FROM 8 1 TO 12 1 t" CLAY SEAM REDD I SH-GRAY FINE-GRAINED GENERALLY MASS I VE SANDSTONE BORING COMPLETED ON 2-26-71 *(BLOCKAGE PREVENTED RECOVERY OF LAST RUN) BORtNe 402 ..... ...,.,. +179 1 STATION: N 6069 E 4072 ........ __________ __ REDD I SH-BROWN MED I UM BEDDED TO MASS I VE 92% SIL TS TONE

• IO
• n LE/NTN OF COii£ llUll, 'EllCEllT llECOVEIW AND 11.0.0. lEPTH IN FEET 0 --JO -100 -100 15 -72 20 -100 25 -PERCENT FRACTURED FRGM 8 1 TO 9 1 TH IN CLAY SEAM 0 131 (60 DEGREE FRACTURE)

REDD I SH*BROlllN FI NE""GRA I NED MASS I VE SANDSTONE TH IN CLAY SEAM (60 DEGREE FRACTURE) REDDISH.BROWN MEDIUM TO THICK BEDDED SIL TS TONE THIN CLAY SEAM TH IN CLAY SEAM BORING COMPLETED ON 3-1-71 BORING 501 SURFACE ELE\llO'ION 280' DESCRIPTION 0.0 -5.0 SIL TY SAND, FIP.11, H!TH ROCK FRAGMENTS. 5.0 -26.0 SANDSTONE, BROWN, HIGHLY JOINTED: WEATllERED TO DEPTH OF 9 FT. CORE BADLY BROKEN 14' to 21' CORE BORING CIJ1PLETED 8-20-11 RECOVERY DEPTH IN BORING 502 SUtRICE ELEVATION 210' FEET O£SClllPT10N

-r.::"I'!'.

10 90 15 20 100 HiHHH! PERCENT CQE RECOVERY 0.0 -5.0 SIL TY SANO, BROWN, FIRM, iJ!TrnOCK FRAGllENTS.

5. O -20. 5 SAtlOS TONE. BROWN, llT'T'HWE INTERBEDS OF SILTSTONE.

SOFT ZONE FROM 15' to 18' BuRING COf1PLETED 8-20-71 NOTES: 1. See notes on Figure 2.5-22, Sheet 1 for addition*I expl.n*tion of logs. 2. For loc.tions of borings,.see Figure 2.5-20. 3. Logs prepuld by D*mes .nd Moore. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LQ81, SHEET 26 OF 37 FIGURE J.9.11 L-i -1 ocn OSc:h,, Mull P * .strlll(;tur* 10 I 0 * *::: .* ... . *,, .* 15.2'-35.2'!.MDSlONE

RED, PARTUIGS.

flODERATrlY FRACTURED 20 100 P.AW.LEL TO liUITL'f' DIPPING BEOOING. OCCASIO"'L VERTICAL C°"E

z. 30 100 ,. L-6 -1ocn O Schuylkill Pump Structure 1* L-11 -11.0'CLAYEYSILT Fillr.-GRA!fEO.HAll().JCJOERATELY TO GRAV, "fDil.14 .* 0 ** -2.0' RA.llROAD BALLAST 2.0' -5.0'SHALE:

R[[) 5 THIS JS A HAND-DUG PIT. flev.138.R L-12 Tir;; .. -* *-.. 1-! REFUSAl.0100 10 (ALIGER HOLE, llO SNl'l..ES) Elev.145.9 W-3 -1001 0 SChuylk1ll PumoStructure 10 100 0.0' -go* SAJj(l* qln, GRAVEC--9.0' -19.0' SANDSTONE: GR.OTO RED, VER'fFJNEGAAntlf1il'T'HSHALEPARTIPfGS. HARO.JIODERATELTFRACTURED L-2 -1001 O

": St"'7:,

ClAHY, D *'1 :**.: ,*. :<< ::::: L-7 zo L-13 11.0 -14.0'GRADESTOSAIUJ:'iT!JJff, WE:ATHERCD. ---14.0' -24.0'SA/'IOSTONE: RED, VERY FINE-GRAINED, HARD, WITH SHALE PARTIJllGS

• IDERATELY FRACTllll:ED TO BEDDING. ONE VERTICAL 0.0' -12 O' qu: CLAYEY ANO 5ANDY WITHGRAVELB'E'IOW8' 12.0' -n.o* SAHOSTCfllE*

RfO HIGHLY WEATHEREO,Wl"HSOFTSHALEPART!NGS O &;;huylkill PumoStructure WEATHERED 10 (AUGERHOlE,1'ClSA,,_,LES) W-4 Elev 104 *lOO-OSchuVlic.111 PumpStruc1urE ,, 100 0.0' -l0.5'SAMJ*SIL"Y,S0'4E SM.LLGRAYEL 10.S'-20.S'SANDSTONE: fRACTUREO. L-3 20 96 L-8 12.0' -15.0'GAAOESTOSHALEAND SILTSTOfl_!_:lilEATHFRfll --1), D' -25. 0' SANDSTONE: VERY PARTINGS. J'ICDERATELYJOINTED CORE LENGTH JS ABOUT i Schuylkill OO'BOSILTCLAYEYANOSANOY WITHTRACl orGR:AnL I 8 0 12 0 SHALE Hf.HU l WlATHERElJ -10 REFUSilLAT12C AUGnlHOLE L-14 Elev.141 10 (AUGERHOLE,NOSAl'IPLESl W-5 =100% O Sclluylklll Pur-ipStructure ,,1 .. i * .JlJ 0 0' -!O SANIJ GAAVELU l0.5'-20.S'SA/'IDSTONE: GRAINEO,WITHZi5ii£SOFSHAl.E; HARO. L-4 =1:121 O 0 ,* 0.0' SANDY SlLT *' . *, ***: ... '.'o 14.0' -24.0' SA'llSTONE: flNE-PARALLELlOBEDOillG,OCCASICWAL VERT!CALJOJNTS. AVERAGE CORE LENGTfJISA80U14INCHES J 61 20 I lle'I. 90.9' L-9 O Schuylkill PumpStructur" l 0.0' -13.5' SILT: SANDY ANO CLAYEY O WITH OCCASJONAfF.RAm RFIOW 110' 10 15 : l W-1 REFIJ5AL1i118.5' (AUGEPHOLE.NOSAl"IPLES) O Schuylkill PumpS!ructu'e 10 15 zo 0.0' -6.0'SILT: DENSE, SANDY WITH S*LL GRAVEL B.O' -ZB.O' SANDSTCJrfE. RED, VERY COARSER A.Jill GRAY AT 13 FEET. HARO, W-6 REDTOGAAY. L-5 E'O't O Sc:huylk1ll PumpStructuri! I 0 I 0 0.0' 12.S'SILr: CLAYEYAPCI SA'llYWJTH)(lllTbRAVELSSTARTTMG AT9'. -15.0" SHALE: WEATHERED, H[GHLV FRACTLRUfl5WITEL TO 8EOOING. SltALEPARTINGS. 20 80 L-10 O Schuylkill ?ump Structure W-2 100> (AUGER 1-fllE, SAMPLES I REFUSAL 17 .0' O :Xhuvlk.111 PurflJSlructure 10 .. 0.0' -7.6'SILT: SANDT.DENSE WITHOCCASJOOlSMALL GRAVEL 7.6' -27.ti' SHALE: RED,JH!NLY 9EOO£D,l"IODEillITfFRACTURED PARALLEL TO NEAR-HORIZONTAL BEDDING. m ' ' n D [IlIT]] mm [illil] m LJ D Overall percent core Percent EXPLANATION Fill. Overburden, undifferentiated. Sand. Sill; clayey sill (ML). Sandy sill (SM). S<l'ldy gravel (GM). Sill with siltstone frogmenls or boulders. Clay(CL). Silly clay, sand and gravel; clayey sand( SC). Si Its tone. Si ltslone and soil; siltstone and sandS1ane. Sandstone. Shale. W-6 --Hole number fie" 104 ,...___Elevation, top of hole ----Site Structure where drilled Lithology Fle1* 87-+------ Elevation,bot1om of hole For location of borings, see Figure 2.5-20 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 27 OF 37 FIGURE 2.5*22 S-1 11eo.1 .. .. * ,. I I 10 II JO ** ** .. 10 II 10 .. 10 II ** .. 100 IOI 110 Ill S-6 Elft.1115

• lOll 0 10 II 1* *.** -*.*. .M!.£l.!!.*

='* L..,. --c nau. lO.O'

• D.O' -* 181\M-Wl*D 1111.TER Z. l' -J.9' Slllt W11 MIO *YEL ans.-T011FI£T:TllDI eel 1.[im11S AftMlf: 6 -10 IKNES. S-IA n ... "' C.R.* t* 0 10 II IO ** 10 ** *o ** 10 .. 10 70 10 .. .. n ... 1s S-7 Elrt'. 111 C.R.*11111 0-10 I 9 to t I so .*.** .. *. .* ..
• Elev. 8J c.:n*o MIDI*. acw1.,_ YDTICll. JOIWTS. Att:-mu U:-Ž l IC.:S TO CUTI! 23 FE£T, 6-10110UIELCll2JFE£T.

S-18 n .... 111 . ... .-10 I I to I I 10 It *O *I 50 .. .. 19 io .. 10 *

• IOI 110 110 Ill 110 IN -7.0'9M!.!....lli:!.

J4.D'-J4.l'SOflllll: ll.D' -*.D'? TO...._, mnm -*** .wcUIE CmE LEIKTM IS I IC.:5. t9I: IMIEllLY ...,ED In.OW 5fi '1ET -4t.O'U>>.lL1...JtllJ IO.O' 2 UICH 50f'T zt.:

• aims "--S.

n.., 1* ... Elrt.101 S-5 Ehv. Hiii ..... Q lclhuyMl:HIP'UlftPl5tructur1

• ...

10 II 10 19 S-8 Elrf.llfi C.R.*llXl'l Q lchu'fNdll 5-11 10 0.0'-2.0'liMTtR 2.0' -5.D' M*IUlll S-3 El*** lU .....,...__ 0 a.a* -1.0' nu*wmsw lflTM*m 111* 10 I I 10 II JO II *O .. *o E1 ... 7Z.J S-9 E1*v.123 *lOOI ... I I El.,.99 S-12 flt¥. 79 Ja.o*ccm-mDra. ,.,5' -37.0' OPD IOTJCM. JOJWI'

• LDST 50l llll1DAT M.5 FtET. 4J.5' SoteS'ftlE
• s Sl'lCll.E -* !i2.0'-55.9'5ILTST*:RED,IWll, SIW.ElllPMT.--

0.0'-9.0'CLATt:TSILT*SIWJ. - PIECESTOllFUT,TllElltllODCCllE. 0.0' -14.0 SILTY WI> AJll l&\'n. S-4 [1 .... C.l.*IPS 011!!11!11.l:ll!alr-- 10 II IO II 10 ** *o S-IO El*.1* l.O' 5' SILTY MW llMb: -*-o:;:=io;=.J'-1""""' 10 2.5'-7.0'SILTY __ ___ For explonallon of 1ym11011, Sff 111eet 27, Fi9urt1

2. For location of borln91, '" Fl9ure -20. LIMERICK STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC Local . SHEET 28 OF 37 FIGURE.l.lol2 T-1-1 O Unit1Cooii 100 20 I 2' 3 0 T-1-2 D.O' -J.Q'OV£RBUROEN.

WEAntEREO

3. O' -30. 0' 5ANJSTCflE:

RED, HARD, F!NE-liR.AIN£DGP.AOINGTOSILTSTOflE INPARl. OCCASIOfllALmmcALJOINTS. CORElENGTHSAVERAGEl INCH 5*9.5 FHT; H!ENAVERAGE 10-15 INCHES O II o.o*.J.5SILTSTO""°'"'STO"'* WEATHERED,CLAYEV. ' T-1-13 T-1-18 249.3 T-1-21 3.5' -5.0'BITRESl!:TANCEAT35 FEET.HARDAT5FErT 0.0'-J.O'OVCRBURDEN: REDCLAY ANDROCkFllA1H'lirr.- 3.0'-30.0'..sJ..L.I..S.Il: SOFTZOftES T09F£ET. PRIMRILVJOINTED PARALLELT08£DDINGWITHAN OCCASIONAL NEAR VERTICAL JOHff. SAHOSTOpj[JJl!PART. CORELENGTHS MERAG[ LESS TiiAN 1INCHTO9 FEET,4UCHEST020FEET,THEN 12INCHES. Unit1Cooi1ngTo-* 0 1 r==; o.o* _ J.s* (APPRO>.) S!LTSTOllC -=== WEATHIREO, SIJllE FILL. --J.5'-5.0' ' -_-T-1 -s.o* ---lJJllW£ATHEREO ' -T-1-3 Elev.2265 T-1-4 Elev. 256.5 AugerHolP 00' -3.5 OVERBUROEl'I: ROCKFRAG-'1ENTS IN CLAY----35' -30.0'S:LTSTONE. RED,riARD, 'IEF:TICAL JOHfTS. CORE AVERAGEB-lO!NCHES. ra-., _,.,.. -.:. ,

• 4 .0' -6.0' AT 4 FEET S i,*,'* RHUSAL AT 6 0 FEET T-1-14 Z16. O T-1-20 T-1-22 O.J -3.0' OVERBURDEIC ROCK 3.0' -5.S'SHALE:

VELLOO,DE-CLAYIT-SI CCRELENGTHSAVERAGEd!NCHESTD AVERAGE INCHES T-1-5 I 0 15 3 0 T-1-6 T-1-15 JC' -4.Q' SILlSTfiliI. MEATHEREO, CLAYEY SAllOSTONE!NPART. AVERAGECORE 2 INCHES. BELOW 6 FE[T 'Nf.REASES TO lJ 'NCHES. 3.5' FEET Elev.Zll8.9 97% lM-BS 300 SANDSTONE '.iRAV IO BRITTLE I *991 2*(SEE NOTE3) 4 0.0' -ZJ O' SILTSlONE "IEDllJM HARO, SCATTTRED STEEPLY Plr<<3 CALC!lE-fJLLED JOJNTS ANO CALCITE GRAINS. Unit 1 Cool11l!lTOw"r 0 I [ .. 00' S.O' SILTSTOfllE RED-BROWN. -::--::--= BRO!:;fl'I 99 l' PIECES 1.0' " T-1-7 I ' 2, 3 0 T-1-8 T-1-16 -3.0' l:IEATHERED SANDYSILTSTONEINPART PR(),'il!J'IENT BEDDUIG. CORE AVlAAGE 2 TO DEPTH i', 6 !"!CHES 10 T-1-9 -2.5'0YERBUROEN STlEPll' DIPPING JOJIHS CORE LlNGTHS AVERAt:E 2 INCHES TOB', BHOW8' AVlRAlil:IJ IO!NC*ffS.* T-1-10 T-1-11 T-1-12 IOJERATELYHARDWJTHCLOSE HORJZOIHAL JOIHTING,l101ST 7.0'-JO.O'SlllSrDN£: MEAlHE.REO. PART. JOUTS ARE PRil"Wl.RILY ALOllG BEDOINGWITHNIOCCASIONALNEAR VERllCAlJD!NT AVERAGfCORE LENGTHS BELQl,j 13 FEET JS 6 INCHES OVERBURDEN SILTSTONE z.o* BECO"'ES === VERY flAAD ATsmr.-' === O rn 0.0"-t..O'SllTSHllE:WEATHEREO GRAOJN(] TO HAADAT"TrEET. ' T-1-17 lO' -30.0'5ANDSTONE* oARKGRAV MEDIUMTOFJNE-Gll:AINED. CORE AVERA!\£ Z INCHES TO DEPTH FEET,AVEPAGE8il1CHESBELOI09.8 8.0' 95' SOFT ZONE 5 8-A 20 2 5 30 OG' -20.0'SllTSTONE* RED-BROWN, l'IEDllJM 1-'ARD, SCATTERED FILLEO,STEEPLY DIPPIJ<<; JOI'HS BROl<rn ALOtlG l'lEAR-l'ElnICAL JOHHS 2l',,HQ28'. 3/4"HORIZONTALCLAY StJl1fl2.9 1/2' -SO'S_ILVi_TON_F* Rf.1-BROWN, l-VIRO --- TRACt OF lLAY l'l I 8' - I 12" 1-1/2" DI ECfS FROM T-1-19 7.0' -30.0'SAJilOSTONE: GRAV, HARO, 8 Elev. 2?3.6 II U. 0' -ZO.O' Sil TSTOfll: REO-BRQl,jN. FROM 0. 5' NEM YlRTICAL JCHNTS {d IZ.4 AN013.2'-l34' FRACTURE 00' -?O_O'SILTSTONf* RED-SRCllN, STEEPLY !JIPPJHG CALCIH-FILtED JOINTS 0.0' 4.0' CLAYEY 40' -30.0'SllTSTONE: REO,HARD, LEllGTHSAVERAGEOJIHCHESTO Dt:PlHOfll F[[T,THEN10-15JtcHES. OCCASIONAL NEAR VERTICAL JOINTS. I. For explanation of symbols.see sheet 27, Figure 2.5-22. For location of borings, see Figure 2.5-20 3 Holes 2 !hrough 39A are numbered to indicate plinth foundation for the Unit I cooling tower wnere hole drilled LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 29 OF 37 FIGURE 2.5-22 ....

• II .. 10 10 10 II 10 11 C.l ... UI 0 10 I I IO 17. IHI *'ft :Sl n ..... 1 new .. lll.7 26 l1.,,N.I ,_ B-3 llew.N.1 B-8 new. 147.4 Ele.,.m.4 111* CU.'f LM111 t ll.I' -U.t' . .... Te**IZ91'._.

cm-nu.n,muu tt"'9t* *1m. -1m11z*-1*,nas1 J.Z' -4.0' LPCID IW..Cllt ._.. mEP\.t' Dl"'918.-mtl:r.0' -11.1' -llTOl/2"-l"llllaSt 11.Z'

• 11.1'.

mr* -UClPT .,,.

• m-.:o aT I.I' -7.1' __. 1.1 1 1.t'. lD.0'-11.!i'!!lll!J!I.: lJ.0'-U.5'*14.!i'-U.3' SLIM\.Y WUTMEBD. )M KUlf 17.1'. 0.1' -1.0' SILT M1111 SILTJ!W !!11111!!1 mm. ":t: CM.cmwn1s.

CLAY -.-mEP\.Y DI,,U15 JOlm I I.I' -I.I'. I 1.1' -7.5'o lt.O' -12.5'; 17.7' -11.4';11.t'-ZO.O'. LPOIOICM.CITEM.*JOIJTI 17.0'-17.1'. 17A liJlw.ZJJ.7 _. .... S1tlft.Y 11"'1* JWlmS fl'.1'-J.1'*10.0'-10.1'. 10 II C.l.*111 0 10 I I 10 c.*.** 0 10 I I 10 19 JO C.l.

• 111 0 10 IS 10 Elev.Zll.7 32 new. Ml.I B-4 Elew.ZQ.l

-fWt J.1 1 -J.t' -1.4' -I.I'. t:m 1MMS catm..'f AT Z9Tlll ,._.,_ ._CM.CJTtLEACJll*IO.S'- 2.!l'Wl0.1'*12.l'. UMt1c.ttneT-Ele*.212.3 &-9 El*"* 241.J cu' lD nms TO 1.5'. TNH IEIXIE tEDIIJI -.SL.JIMn.Y WAMm EIU!'T Wlllf 1911D. 111*-114*SOfTLAYHStl1.fi'- U.5' IMllEllN..*SU[fl\.YOI,.,llCJOJlfTS IU.t' -11.5'. 1z1.1* -n.o*. 0.0' -1.0' SILT Vint SlLTSflE !!l!!ll!!!l: .. mE IS *o..-. EUMIMI llJTlt SCATTDO CM.CITtCiMIMS. -.;[II FD 6.0' -7 .8'. W.1'111.8' -12.5'. USS11Wlltl* TNICK50FTEli.. .,_llGITAL.LAYHt16.4'. lll)UJIFJ01117.5'-1,.o*. 20 Eln. ZI0.5 10 I I 10 B-5 ..... 10 I 9 10 30 Elev. 214.5 B-IO .... O Un1tlCDolin1T-10 I S 10 IS Elev.218.1 SMD'l'll0.1'*11.4'. .... 11.l'-13.Z'IUT .S.MKO. LCll -.£ CM.CITE CDllTED f'MClllt( 116.S'. 0.0' -2.0' SlLTlflTH SILTS1Jll: !!!!!!l'!!l= SILT/CLAr M.TIIJ TU 1.5'. IU*Y WATIEMD F9 6.5' -11.1'. ... -=:: CM.crn**** MJllMSCINE:IRGl-STAUllMliil20.0'- Zl.O'. TMCE SIL T/IDU l'MmDTS Al.Ill& IOl-ltOIIZlllTM. l'LW I 21 . O' . s.tT I Z9.S' -J(J.O'. 0.0' !!!!!!II!!!

i.s lllD*-TO *r, fll:Dnlil IMD, .S.TIEMD EJICUT AS .,,.CD; Dm*DCALCJTEllUJMS.

lllJlllFJIOllS.0' -!Ui'Alll6.8'

• 7.1'. 1(2'* NCIUZOK'l'M.CLAYEY Sill SEMI 7.0'. llEMHOIIZOITM.CA.l.CITELJtmw.

1170'-22.0' llD:o Al.Ill& VERTICAL JDUfl I 2!1.J'-21.9'. 10 10 10 11 10 10 IS 20 IS 23 new. m.1 ......... , .*.. ....5.:S'-5.4' ..rtl15.I' -15.7'. Eln.211.l 39 Eln. Z41.4 B-6 Ell"ll.220.B B-11 :J;.-:.:: liltll&. MPLY Dl"J* CAL.CITt-nLLID JDllTS. -. AL* --'flllTlut. .xnm 12.5'-:S.7';1.Z'*l.5';1.l'* 1.2' *ti 13.0' -H.0'. ICTTLED,lllTMCALCITEl16.6'- 17.0'. AT 10.0' -..-. IUll.11 fll1millT11SCATTllOICAL.CITt*lllS

• LMI*. muu 01,,111& FWTl.m:S I 10.0' -12 .0'. .... ll.0'-11.0'.

1/C ....... lllllTN..LAYEICI' lllmllll.0'-11.8'

• IUllD.J'-20.1'.

IM*lll 1 21.1'. 21.J' 111TH sonn L.AYD.IZ1.2'. IELOll 12.0', R[D-llUll, lfl:Oil.l'I HMO ..._..lHE*DlflTHSUTIEIED STUF'lT 01,,IICCAL.CIU-FILLEllJDlllTS. lllXDIAUmsFlM':TlJl[l22.0' 22.6'. 23A ,. --Tl- =-= ctil.Cm *t* .-ITll:PLY H"I* === .iorm. I

• 10 ---EleT.nt.3 39A B-7 B-12 EleY.243.&
• 191 0 10 I S 10 IS 30 Elo. Zl0.9 0.0' -2.0' SILT lfITM SILTS!fll(

TO 4.0'. llCRS _. I 4.0' IUT MIKY ,_,.... -a.-TAI* son KMS 10 a.a*. SMIU LA'PllS * ..msCM.CITI ......... STH.,_'f Dl"I* rwtUllS I 8.0' -I.I'; 13.0'

• lt.O' Mill 15.1' -11.0'. TUCE OF AL* All 0.0' -1.0' SILT wn* SJLTSTm f!!!ll!l!![l:

lll.Oll12.0',R£D-llallTOWY, ..:01111 111\llJ lllTM S£VCUL 5TIEPl f DIPPUli C"-ClTE-FILLEll JOillTS. For Hpl-tlOn of '""' 27, F19ure 2.,-22. 2. For IOcatlon of llorln91,1M Fl911re 2.,*20. 3. Hol" 2 ttrough nurnll.wcl to lndlcalll plltftl fllundallon for the Unit I cooll111 ,_ where hole -drilled. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT FIGUREU.* 8-13 8-18 8-23 Elev.250.1

• 95f O Unit! Cooling Tower 20 3' 0.0'-1.0' S!LTWITHSILTSTONE

---

l.0' -3lS SlLrSTONf BELOW 15.0', RED-BROWll, HARD Sc:ATTEREOCALCJTELAlllIMEANDST[EPtY QIPPINGCALCITE-FlLLEOJOtrffS.

BROKEN ALONG STEEPLY-DIPPING JOINTS P 21 .B' - LESSTHAAl/8"HORIZONTALOECIJfllPOSEO ROCKL!IYERP25.4' 0.0' -1.0'StlTWITHSlLTSTONE FRAGft:PffS

---

l.0'-36.0'SILTSTONE:

SOFT, BROKEN,WITHCLAYP17.B'-1B.7'.

BELOlllZO.O',REO-BltOWK,l'IEDILMHARD, SCATTERED CAL.CHE QIAJltS MD FILLEO STEEPLY OIPPINGJOUTS. BRm:ur ALONG SUE Ply DIPPING ,J[l[HT'i P22.0'-22.9'. SOFTER. 32.D' BROKEN Al()fjG JOINT 33.5' -34.0' 0.0' -2.0'SILTlil!THSJlTSTONE BOULDERS. 2.0'-370'51LTSTONE: HIGHLY WEATHERED, SHAif1'020.0'. BELOW 20.0' KDil..14 HARO, SLIGHLY WEATHERED, SCATTERED CALCITE. STEEPLYD!PPINGCALCITEFILLEOJOINTS BROKEN (ii 21.0' -21,2' lo'ITH 1/4' HCIUZONTAL CLAY LAYFR ii 21.I' '/?"SHALt/CLAYLAYERALONb6° PLANE (ii ll. 3' 8-14 Unit 1 CoohngTowe1 B-19 0.0'-lO'SlLTWITHSlLTSTONE

---

2. 0' -23 .O' SILTSTONE:

SOFT. HIGHLY WEATHOfffilQ""ll.O'. Ur>1t1CoolmgTower 8-24 Elev.250.l 921. O Unit 1 Tower I' 20 0.0'-l.O'SILTllJTHSILTSTOHE fAAGllUITS

---

1.0' -?R RfD-Rll:lllN TOGRAY,WEATHEREDT012.5'.

BELDW12.5',MEOIUNHARD,5CATTERE0 CP.LC!TEGll.AINS CCJt>!JSEOR0Cl(LAYER!illJ.8' -13.9'. BROl(EN ALOl'IG STEEPU DIPPIHf.SLIGHTLY FRACTURES@ 2?.9' -23.b'. 0.0' -24.S'SJLTSTONE: RED-BROWN 5 DIPPING CALCITE FILLffiJOINTS. RON-STAINED!llS.5'-17.2. NlM:ROUSCALCITELAMINA[. JO!'IT BROKENALOP<<;STEEPLY-OIPPINGJOH!T ll 30. 4' -30. 8-15 10 30 B-20 Unit 1 Cooling Tower I' 20 30 8-25 Elev.251.6 gn; 0 Unit 1 Cooling Tower 20 30 3' 0.0'-2.D'SllT\flTHSILTSTONE FAAGMENTS ___ _ l.0' -32.0' SJLTSTON[, SOFT, Hl'"t1U WEATHERED BELilW lZ.O', REO-BROWH TO GRAY, y CALCITE-FILLED JOINTS SANOY,MICACEOIJSf<ll6.0' SOFTEi;., SHALY@22.8 BROUN ALONG STEEPLY DIPPING FRACTURE @30.0' 30Y 00' -0.5'SILTWITHSILTSTONE FRAliMENTS

---

0.5'-34.0'SJLTSTONE WEATHERED BlLDW 14.Q', REU-BRŽN.

SCATTlRrn CALC!TEAHOCALCIH*rILLEOJOINTS SOFT LAYERS@ 14.0' BROKEN ALONG Y OJPPING JOJNTS tt23.5' -24.4';25.0'-26.0'. 0.0'-J.O'SILTWITHSlLT5TOrlE AIW BOULot:RS: 3.{]' *:?.5.0'SILTSTONE: RED*BRDWN MICACEOUS, HIGHLY WEATHEREG SAJCJYi!l2.0'-lJ.J' 12. 5" lJ.5' ' 14. 1 14 _(J'

• HON \TAillEO,

@ IL4 NI.KROUS CALCITE LN1INAE. B-16 8-21

• 247 .3 O Unit 1 CoolmgTower 20 0 .O' -l. O' SILT WJTH SJLTSTOtt!:

FRAliMENTS

---

* O' -29. 5 Sll TSTClttE SOFl', H IIJHLY WEATHEREOT014.5'

-BELDW14.5',REO-BR{]Nl'ITO!iRAY, SCAlTERED CALCIT[ C:.AY-COATEO JOINT l /2" ZONTAL (l '4.5' -14.7' NEAll-HOR!ZONTAL CLAY SEAH (3 0.0' -1.0' SILT WITH SILTSTONE FRAGMENTS __ _ 1.0' -13,0' SJLTSTONE: 1-Hra!LY WEATHERED Nt.tlEROUSSOFl'LAYERS. 13.0' -13 5' SAN!lSTOHE* FINE GAAINEO,HARD,MICACEOUS lJ.5' -35.0'SILTSTOHE: WCATHERED/DW)WOSEO @l 14.8'- Y CALCITE-FILLED JOINTS 8R01(Ell ALOJlllG STEEPLY DIPPllfG FRACTURE@l2J.4' 24.4'. 8-17 8-22 llev.24B.4

• 9):r; O Unit I Coo!ongT,nwer o.o* -2.0.::>ILTllllTHSJLTSTONE FRAQ!.ENTS

---

2.0' -25.3' SILTSTONE son, HIGHLY WEAHEREOT015:0' BELOW 15.0',

JlllEDllJPllHARD.SCATTEREOCALC:TE CiRAINS. 25.3' -26.9'SANOSTONf: GR.AY-STEEPLY JiPP!Nli LALC!H-Flll!:O ,IOINr @25.0' -26.7' 26.9' -35.0' SILTSTONE RED-BROWN, 0.0' -1.0'SILTWITHS!LTSTONE FRAIMNTS* l.0'-32.0' S!LTSTONl WEATHERED Ll. !!RCMN-GRA't, MEDILi'! son TO HARD,IRON-STAINED@l4.0'*l7.0' BELOW17.0',lifUllT*BRCMN,Jl!EDILl'I HARD,UK:ATHEREO. SCATT(RED CALCIHGRAINSA11J STEEPLY DIPPlllG CALCITE-FILLED JOINTS. BROKEJI ALONi DIPPING, IRON -STAINEDFRACTUREl.130.B'-32.0'. I For explanation of symbols, see sheet 27, Figure 2..5-22 For locot1on of borings, see Figure 2.5-20 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 31 OF 37 FIGURE 2.5-22 T-2-1 10 I 100 20 , 0 4 22 l56.0' Un1t2Cool1ngTo-r 34 Elev. 2 901 -3.0'QV[RBUROEM 3.0'-30.0'SAHDSTONE. GRAY, HARD, [i!L'-DillG--m-irnr,-SIITSHINE INPART,COR[LENGTflSAYERAGE 41NCHES,BELOW1J'AVERAGE 10-151JtCHCORE.ENGTHS 0 O' -0 SILT 0.5' -31.0' SILTSTOHE RED-BROWN, l'IEOill! HAim, iiDEfilITy WEATHE:IUD J/4 CLAY/DECOMPOSED STEEPLY-DIPPINGJO!l'ffStl8.9'-9.8'. l/4"CL.AYJO£C(MIQSEDROCKSEAMALONG S' JOHil @I 9.8. LESSTHAH1/4"SHALELAYEREl11'. "ICAEOUStlZ8.0' -30.0'. VERYHICAEl)JStlJO.O'-Jl.O'. 0.0' -23.5' SILTSTONE: REO-BR(jjN, GRArNSAlllCALCJTEFILLEOJOHtTS. 0 0.0-0.5' OVERBURDEfll 0.5'-6.0' S!LTSTOllE: R£0-BRCMll. l"-1-1/Z"WIDEFROHO.O' -3.0'; ltJ[)[AATELY!IEATHEREDBEUM. SOFT SHALE LAYf:.R 10.6'-28.S' SILTSTOIU:REO-BR<lijfll, OIF'PINGCALCITEF!LLEDJOINTS. MJCACEOUS, SAllOY AT 12.5 SHALE LUER II 228' T-2-2 258 0 20 7 = 92_3'J.Eln. 256.3' 26 = 256.4 O 10 I 5 35 : 16. 2.0'-30.0' SILTSTONE RED,11ARO, SAHDSTOfrlEINPART,CORELtl<<iTflS 2 INCHES T() 1-,*. 8EL(l,j" 10' AVElilAGr rs 12-16 INCKES. 0.0'-73.0'SILTSTC>>tf* REO-BIHlWN, GJlAJJjSSCATTEREDTHRf.NJGHOUT.CORE @I l. O' -Z. 5' AND 3. 4 *- V-OIPf>JNG JOINT @ 14. 7' 0.0' -22.5' SILTSTotlE: RE0-8ROO, F BIWKEfllFRDM 0.0' -O.J' AND 1.0' 1.2'. NEAR-YERTICALJOJNTSlllO.O' AN0175'-19.3'. O Unit2CooltngTowec 30 l.0'-6.S'SILTSTOllE: RE0-8R/JtiN, SEAASALONG10°-l2°BEDDING 6.5'-9.0'SANOSTONE: GRAY-BROWH 1116.8'AN08.7' 9.0' -33.0' SILTSTONE: RflHlROWll. SCATlEREDf.ALCITFGRAINS GRAY,MICACEOOSill6.9' -18.9' WITH SM StiALE LAYERS. 2"CLAYSEAAALOfli8°PLANflilZ4.3' !J2"NEARV[RTICALLAYEROFSOFT D£COPtPOSEOROCK(a31.9' T-2-3 10 Elev. 256.9 -9U Umt2Cool1"9Tower Elev.233.9 28 = 9 1' ev. 256. 78 O Urnt2CoolmgTower 35A 0.0'*JU.O'illl5I!lfil.... RED,HAAD GRAY SANDSTONE UI PART. PROM!H£NT NEAR l<<JRIZONTAL B£DD!JjG FUCTURES WIT11DCCASIONALN£ARV£RTJCALJO!NTS. CORE LENGTHS AVERAGE 10 INCHES O.D' -2J.O'SILTSTOME: REO-BRC*N, FOR CAI CITE LAMINAE" AND JIJHHH<<l Iii 0.5'* 3.2'. OF 1/8" TO 1)4" JOINTDIPPll'tG75°1i1THl/16" COATUGtl 10.3' -11.l'. STEEPLVDJPPINGJOINTS !!113.0' .]4.3'

• 0. 5' OVERBURDEN*

0.5'-22.0' SJLTSTONE:REO-BRC:WN, JIEOllJllHARO,CONTATiiSl'JiLC:ITE LAMINAE AND JOINTS. STEEPLY-OI>'PING JOHf!'S ti 1.4' J.3'AN01fi.O'*l6.3'. CLAY COATING ON JOINT lil 1.4' INTO l/4' PIECES ii 18. l' l-1/2" SHALYLAYERl!ll8.3' l.O' 4.0'SJLTSTOfllE: RED-8ROWPI CONl A I NS NUl"ltlmUSillY SF UP Tfl 3-l/2"WIDE 4.0' -7.0'SAllDSTONE: GRAY-BROln'j. 7.0' 25.5' SILTSTONE: RED-BROw.t, MEDILIMHARO. ITiiWrnHrnDHCEPT WHERE NOTED. l-1/l"SHALELAYERtl6.5'. 2"SOFTSHALELAYER@7.4'. 5Afll0Ytll0.0'-IO.f' l -1!4" SHALE LAYERS ti 8.l 9.l';l8.5'-19.J'and20.0' ST£EPLYD!PPJNf,JQJNTSh'ITHSQ!'I[ ti 22 8 -23 2 O' T-2-4 14 =IM'lElev.256.7 0.0' -30.0' SlLTSTOHE

RED, WWY IN PARTAllJGRAIJCS TO SAMJ-STONE TO OEPTH OF 12 FEET. 8ELOW12FEET, ROCKIS 0 RJ'4ARJLYSILTSTONE.

CORELENGTHS 3 INCHES TO 12'. BEllll DEPTH OF 12'AVEAAGEISOVERlOINCKES. MCJST ALONG NEARLY O 0.0' -8.5' SILTSTONE: RED-BRCNPI. 29 756. 9 -911 15 25 MEDIUM UNWEAfHERED. JOINTS@ 1/2'-Z' ANJ BROll:.ENFROJ'18' -8.5'. 8. 5'

• ll. O' SANOS TONE: GRAl-BRC:WN. "INE GRAINED, ll.0'-28.S'SllTSTONE:RED-BRCN".

MEOl'-'IW\RD,UNWEATHER£0. 0 O' -0 SILT Afr(} ROU FAAGMFNTS

• 0. S' -25. O' SIL TSTOHE: REO-BRCllN, CAI cm AND PIEAR-'l'ERTJCALFRACTUREi13.5'-4.0" Iii 2. 9' -3. O'; 5. 4' -5 6 '. 6. 5' -6.6',7.6'-8.0'.

NEAR t-ORIZONTAL CLAY SEA!'! Iii 8ROKENWITHSOFTROCK@l2.6'-12.8' BECCJIES GRAY, @ 21.0 358 -2.0' __ 3 C

• 5. SAHOSTOHE "lfCIUM-HAR0.172"CIAY 4 C' LE.ACHED

5. 3 58' -27.0'SJLTSIONE lffO.QR(Mj, LOCALU BROl<(N ALONG DIPPIPtG JOINTS. RROl<EN 5.8' -6.2' l/4"CLAYSEA.lli18.7'.

T-2-5 Jl!f (see noie 3i [leY.260 =lOOt =97.21 O Uni1 l GRAY,YERYHARO,SILTSTOHCHI O 0.0' -16.!>' SILTSTOIE: RED-BR:Otlll, 10 20 14-A -'Mt. PART. 'iCATTEREDJOIMTlfllGPRIMAAILY PARALLELTOBEOOING. CORELENGTHS IfllCHES, INCREASING El 5 18 Elew.256.8' =92.7S: Un1t2CoolingTower 14-B _ 256.] ............ ,,_ .. :__-=- CALCITE 98 AHD 7.7' -10.0' === SHALEY, BROl.E.NlllTHLESSTHANl/16" CLAY ALONG PLANE ii 7. 7'. 96 8.0'-10.0' SANDSTONE BRC'IN*GRAY, 10 20 32 Elev.256.9 =81.7S: =98.3t u1111lCoollngTower El 241. g *83.lt 0.0'-15.0' SJLTSTONE:RED-BRCMPI, NEAR-VDITICALCALCITEFILLEOJOINTS. BRO([t,JNT01/8"-J/4"P!ECESfil 1.4' ; l. 8' -2 2' ANO 7. 4' Y , SIJFTER @ 7 4' *8. O' STEEPLYDJPPINGFRACTIJRESWITH l/4"-1/Z"CLAYtl4.3'-5.0' Iii 2.9'-U' A"'O 38 10 I 5 2 5 0 Towe* 10 20 25 0 0'

• 5 O' SILTSTO"'E

REO-BRC:WN, OECC....POSED ROCK SEA'4S UP ... 0 1" mm:::

Fll'IE TO HARl, GRAOESTO<;JITY@7.0' 8.0'-15.0' SILTST()N[: REO-BR<Ylilf, JO!HTSBROKEN'.:'8.4'-94' SILT-COATED JOINT NEAR HOHZlllfTAL. JOIMT WITii TRACE OfCLAYfll7.5'. r Ol"Pilll Jorm 11 1. s INTO 1/2" -!" PIECES !I 21.5' BHOWCXC[PTFORSEVElru.LOCALCLAY SENtSlFT03/4"11IDEl\JIOSCATTERED JOINTJlli. 16.5' -19.5' SMDSTOU. GRM-BROWPI, FINEGRAJl'IELl,11AR_D __ 19.5' -21.5' SILTSTOn: RED*BRO'ti'I, SILTAfllDOECl:WOSEO ROCK. 0.5' -2.8' TII:TSTOIC: R:ED-!UICW, !i!OS'-2.4'. 2.8' *9.S' SAlllOSTOIE:GR.AY-BROWN, FIN[ GRAll'IEO, HARC, STEEPL OIPPil'IG FRACTUR[Sfl3.2'-4.8'. !ROH CLAY-COATEDl'"llACTURE lil5.5°*8.0'. WITH THJ/lj CLAY COil'HNG 9.5'-27.0' SILTSTONE:RED*8ROWN, GRAINS MD STEEPLY DIPPING CALCITE fILL£0J(]JNTS STEEPLYOIPP!fllGFRACTURESfl22.8'- 23l'AND2S.0'*26.0'. 0.0'-?7.0' SILTSTON£*RED-8RCWN, SCATTEREOCALCITEGAAINSA"O CALCITE FILLED JOINTS @I 14. 0'-17 .O' l"SHALELAYERtl200' SAllOYP20.3'-21.0' For explanation of symbols, see sheeT 27, Figure 2.5-22 2. For location of borings, see Figure 2.5-20 3. Holes I through 38 ore numbered to indicote plirth fourdotion for the Unit 2 coolino tower where hole was drilled. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 32 OF 37 FIGURE 2.5*22 A-I A-7 Elev.251.8 Auger:lcll! 0 Sni. ---4-':"' --10 A-13 Ele11.255.6 A119ert1ole 0 Spray Pond I 5 A-19 Elev.261.5 Auger Hole 0.0'-2.0't.!!:..!:_ BROWN,<;AMJV 11.0' -12.0'SHALE: YELLOW-GP.AV, HJGti_Y WEATHEJi.rn-- 0.0'-J.O'fILL 3.0' -Hl.0' llb.!...l!!l* LIGHT TO YELLOW 8RCMN, CLAYEY. REDDJSH BRCMN TO RED A; RHUSAL AT 1B.O FEET. -11.0'£!11,_ 11.0' -14.0'SILT. RED-BROWN SHALE FRA"GNEKTS. 14.C'. 18.0' S!::IALE' RfD,HHiHLY WEATHERED. 0 ' p o.o* -z.o* f111. 20 £1e'l.240.6 A-20 Elev.262.0 '-ilerHole 0 YELLOW, BROWN 15.6' -21.0'llill......C.L. OARKBR()lijNWITH SCATIEREDGAAVEL BECOfl£SBLAC.:AT19.6FEET A-2 Elev.265.8 0 ih 1\1 ,; 5 10 A-8 A-14 15 30 35 A-21 o.o* -.:.S'Elbl 2.5 -llO'SJlT YELLOWBROWN, CLAYEY,BECC>>1ITlt!RECLAYEYWlTH DEPTH SCATTERED f MENTS, T05. 5 fEET. SOFT, 0.0'-4.6'5llTYCLAY. YELLOW BROlilN --4.6'-12.0'SILTYSANO* RED-BROlilN,VERYrTii[.TR.(f[SO' H£0llMTOCOARSESANO \2. 5' -35. _Uhl, BROWNISH-RED, CLAYEY LESS CLAYEY BELOW 17.5 0.0'-2.0'f..!lb. GRAY SHALE LESS T'"°AN 1/8 INCH IN OIA'1ETER A-3 A-9 20 A-15 Elev.257.B AuQerHole 20 A-22 9.D -14.0' CLAYU SILT 01L' ll(IHT lillTH NlMEROUS SHALE FRAGli4ENTSLESSTKA.Nl181NCH DIAMETER BECOl'ESYELLOliil* F!Nt ORGAN[CMl\TERIO.LANDMICA 13.0' -22.4'ill.I...l!!J.: BROWtl WITH THIN LAYER<; DF 1-nr.HLY WEATHfREDSHALE REFUSALAT22.4FEET J.5' -39.C' SILT BROlo'N,ClAYEY, 0 FEET m:-BROWN BELO\J 5.0 -2J FILL '. 12.0' -13.0' SHALE REFUSALAT13.0FEET A-4 EleL 250.2 A-10 Elev Auger 0 S ra 15 20 A-16 20 A-23 3 5' -9.6' SILTY SA'°'D BROWN TO CLAYEY Ulb. 12.5' -22.5' ClAYErSJLT. BROWNTO AT17.0FEET. SCATTEREOSHAlE INCHES J.5' -25.6' SILT. TO BP.Olm," l'ERY CLA.HY BECOMES LESS AT .S FEET REFUSALAT25.6fEET 0.0' -2.J'llil 2.0' -12.S' illlJ..!!J: BROWN, LIGHT BROWl'I WITH TRACESOFCLAYAT110FEET. 12.5' -15.S'SHALE GR[Ei,*YELLOW, !'tOOEIUTEi..Y HARO:--REFUSALAT16.5FEET. A-5 A-If [lev. 2S2.4 AuqerHule Spray Pond T1,111 20 A-17 15 20 A-24 3 5' -l? D SAAD____ilfl F'.NE' SIL TY. BECOMJN(i RED TO PEC BROWN AT 7.0 *EH lll:REASING CLAY CONTENT lil!TH OfPTH 4.5' -7.5' CLAY BRO'llN, sr1.n V[l!YSOFT,Wrr:- 75'-25.D' SILT 3ROWN, V'ERYSOFT,WET 16.C' -20.0 TRACESORMEDJUM-GRADES INTO SOFT, 0.0' -2.0':.lbl Z.O' -12.0' SlLHCLAY )ARK BROWN,SANOY.---rfNITOHEOtUH GRAJNED. -3.C'f.!ll:_ U1Ll -14.:l' SHALE REfUSALAT14.0FEET A-6 E:ev.l53.7 A..igerf1ole 0 Spray Pond A-12 A-18 Elev. Auger Hole O Sprd 10 20 3.0'-160'SILT. RE03ROWN, CLAYEY '1El'ITS fROl'I 7.Q -13.0 FEET 4,0 -11.0'SAN!.i VERY SILTY, CLJ.l'rY. FINETOMED-BECOfUREOD!SHBROWN WJTHSHALEfRAGHEN-SAT7.0FE£T 110' -145' SHALE REO,i-ilr,,,LY WEATHERED -REFUSALAT14.5FfET. D.D'-20'QJ:..1:. SANO. BECOMES WIDV CLAY AT 16.0FEET. R£FUSALAT21.5FEET. For explanar1on of symbols, see sheet 27, Figure 2.5-22. 2. of borings.see Figure LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 33 OF 37 FIGURE 2.5-22 A-25 Elev.252.1 A-31 . 10 Ele'o'. 243 2 A-37 A-43 0.0'-2.0' FILL 2.0. -lZ .Ii' CLAYEY SILT YELLCM-BRCWN GREEN, HIGHLY 0.0' -4.0'£1!!_ 4.0' -12.5' SHALE GREEN-YELLOW, 0.0'-3.5' FILL -ZO.O'lli.!_ 20 .Q' -22. 5' SHALl llHUSALAT22.5FEET A-26 A-32 A-38 11 1*":;?; . I l 0.0' -17. 0' SHALE: '2.0-13.0FEET. 17.0' -19.o' REFUSALAT19.0FEET -15' FILL -6.:J'Clll.Y(CLI BROWl'l,TRACESQFCLll.Y -2.5'f.!11_ Auger A-27 A-33 A-39 Ele'o' 253,J 0.0' -2.5'C!LL - 0 Sf'V,LL GRAVEL .\.trn coARSE SANO OI5TltlCTC[l_i}RCJ1ANCiEAT170 FEETTDBLACK.llfTHFRAGlilEflTSOF WEATHEREDSHAlE. DRILL!NGll()RE DIFFJCULTAT12.0FEET -3. 5' TODARKBROliilt,BECOf'1ESLJGHT AT 12.0 FEET REFUSALATZ6.0FEET 0.0' -2.0':..!!.!:_ 2.0'-I0.5'filT_jt!_L_l: om: BROWN AT -12.5' SLACK - 'fELLOlt-GRHN, A-28 Elev.27i.? Au9er le .. *}:-i

• I ,,, 10 A-34 Elev.261.8 Au9erHole 0 Spra) Pond A-40 SAND. BECJlilESDMRll:flROlfflllJBLACK AT 9.0 FEET WITH SH.o\LE MrnTS TO 1 /4 tNr:H [p; ORILL:NGDlfFICULTAT10.5FEET.

0.0'-3.0'f.!l!:. BROWN, CLAYEY. lJ.O' -14.5' C_bfil__jg.l: BROWN,S!LTY. REFUSALAT14.5FEET. -2.0'Ffil 210' S:LT UARKBROlofN, A-29 274 .B ,,,.,

z,;

%111::;, ' 10 A-35 Elev.262.g Auger Hole 0

,.,.;:.,,!;

10 A-41 Elev.263.4 Au9erHole 0 S ra Pond 15 20 11.0'-lJ.O'llil....Q!U: DARK BROWN,SANDVWlTHSHAL.EFRAliMENTS REFUSALAT13.0FEET. 0.0'-3.0'f.lhk_ J.0'-21.0'SILT(l'I...): LIGHT YELLOW TO YELCNl!ROWN WITH SHALE. 21.0'-23.S'SAALE: GREEllISH BEC(JtES""IDV TO BLACk AT 23.0 REFUSALATZJ.5FEET. -2.0* Ffil -29.0'.fil.U: REDDISH,CLA'fET. 29 .O' -0' SHALE. WEATHEREO,CLArrr-A-30 '"'"

. . =*frul 5 I 10 Elev. 249 .7 A-36 Elev.265_5 Auger Hole 0 S ra P°'"! -:::..'* "'?-* :--:-

.. -10 10 A-42 Elev.261.7 Auger Hole 0 Spray Poncj 15 EleY.2JJ.2 00'-J.5'f.!!:l DARK 0.0'-2.S'E!l!_ REFUSAL AT 18.SFHT. -13.0'f!lb. 13.0' -21.0' SlLT RED BROWN, CLAYE'f. - AEfllSALAT2B.5FE{T For e*planation of symbols. see sheet 27, Figure 2 5-22 For location of borings, see Fi9ure 2.5-20. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 34 OF 37 FIGURE 2.5-22 3 0 SP-! B.5' -19.5' BROWN, SANOY (11..) (165-19.S'flklrefinesand ,.,.ith roc.k-lHe 19.5'-23.S'SILTYSANO, & CLAY. V£RTICAL STREAKS {SM). 23 5' -26.0' SILT, BR(l,jN & PURPLE-JiEDWITH GRAV NODULES* HACESAND (11..) 25.0' -31.S' SILT, REIJ-BROWN FINESAPWl'SILTTODARKBROWN CLAYEY SILT (11..). SP-5A 3.5'-7.0' SANOYSJLT,YELLOW-

SROWN, TRACE !;RAVEL{"-).

7,0' *10.0' CLAYEYSILT,YELLOW-ANOGRAVEL(Jll.). 10.0'-15.0' SP-9A SP-13 Elev. Z64.9 2.5' -5.5' 5.5' -7.5' SILT,l'ELLOW-BllllliN, PLASTIC, S01i1E-mvn (rt..)

.'* P-1 5 D-1 0.0'-Z.5'

£!.!:.b. lONES,SillSTONEPIECfS(flt.). SP-16 :r11*:* ill!:. ;:; 3,5' -8.0' CLAYEY SlLT, BROWN, 8.0' -11.5' SANDY SILT, JlfJTILEO GRAYEL(,.L) ll.5'-14.0' SllT,YELLOlo-8ROW"'°,AND CLAYEY SILT; TAAL'rOF SAND {11q). 14,Q' -24.9 SANOYSILT,YfLLOW-BROWN(lt.) 24.0' 24.9' FRA<ltENTS I 0 3 0 SP-2 Elev.263.0 Spray Pond it SP-6 Elev. Spray Pond li::'.O' BROWN MIO YELLNHiROWN, GRAVEL (Jill.) 15 O' -16.S' SANDY SLT, YELLOW-BROWN,SLi!iHTLYPLASi!C GRAY 20.5' -l6.D' Bll.OWN,TRACErJNES.llNO(J'1L). 26.0' -Jo.a* SILT,R£D-BROWN. THINLAYEROFYITIOllSJLT. WEATl1ERED SlLTSTONE, HCRUUNTAI BEDDING DRESERVD ("1LI 0.0'-2.5'fl.!:.1_ --# SP-10 flflv.272.J SS-l 5 2.5' -5.5' CLAYEYS!LT,YELLOll-S.5'-9.0' SANDYSILT,BR(}.IN, (ML) 0.D' -2.5' fill 2.5'-6.4' SAl'IOYSILT YEJL().1-GRAVEL(rt..). SP-3 SP-6A SP-I I Elev.269.0 Spray Pond 3.0 3.0' -13.0' CLAYn SILT, BLACKSTAINHIG(P4..) 13.0' -lS.5' SILTY SAND, PURPLE-0.t<OWN,TAACEOFCLAY

s"1) 15.5' -18.0' SANDYSJLT, RED-BROWN,TRACfOFCLAY.(ML}

IE.O' -23.0' FINE SAND;'G'AAYEL ANO WEATHEll.EOSILTSTONE("L) 0.0'-2.5' lli-1. 2.5' -6.0' SIU, mMN, TRACEWSANCl'ML). 5.C-8.5' SILTSTONE.GREEN-3RClWN,PARTIALLYWEATH£REO(P4..). 8.5' 9.0' SILTYSAH0,YELLOW-8Rll.IN, SOME GlliELT'SMT. SP-14 SP-14A 0.0' -2.5' I.!.il 2.5' -5.5' CL.Arn SILT, Jl(ITTLEO BRCMN,TRACEOFFJNESAND(P4..l SHALE, DARK GRAY-GREEN SP-16A 0.0'-3.5' .u.u_ J.5'-75' SANO,SJLT, RED-BROWN ('"IL;--7.5'-10.5' S!LT,VELLOW-BROWN, Al'tDCLAYEY_SI_L.r;--lfEO-BRDllN("L) 10.S' -16.5' SANOYSILT,REO-GAAVEL1:ML) HARDER, ROCK-LIKE 20.5 FILL 6.0' llil* '<<'.lTrLED 6.0'-8.0' S[LTYGRAVEL.YELLO'ol-811.QllN(GH) SP-7 0 /,*,-.:'-115 1 5 -SP-llA 1rf//, P-1 5 LL_J 6,5' TRACEOFFINESANO

• 3.0'@. 3.0' -5.5' SANOYSILT,RED-BRCWN (Hl) 0.0' -2.5' £1..!::..!:.

2.5' -5.0' CLAYEYSJLT,RED-BROWN, TRACE OfGRAVITTHL). l'()RECOYERY5S-l.5' SP-15 0.0' -3,5' fill NDRECOYERYJ.5'-6.5' 6,5'-22.S' SANOYSILT, TAN. 11!1H FlNEGRiWITTJllL) 20 SP-4A SP-8 0 SS-I 5 55*2 SP-12 4.0' -10.0' 10.U' -2!.0' SILT,RrCi-BRCMN, PLAST!C,TRACEor-sANJANO GRAVEL{"l.) 21.0' -21.]' IJ.AtEr....ilL., (It..}. 0.0'-1.5' f.!!:.!:. l.5'-6.9' SANOYSILT,TAN, FRACMNTS(J'1L). SP-5 SP-9 *4.0'fill 5.5'

• 9.0' CLAYEY S:LT, YELLO\o-8ROWH, (ML) it.O' 16.0' SAHOYSILT,R:ED-lill.AYEL(lt.).

16.0 -16.4' S!LTYGAAYEL,RE0-0.0' *2.5' .U1!:. 2. S' -5. 3' CLAYEY S:L T. BR!lilN, VELLOll-lill.AVEL (Ji!L). SP-12A £1!!Y.266.7 -2.5' Fill 2. 5' -5.5' SILTY CLAY, YELLOlol-BllOION, P{)TILEO, TRACE OF SANO, GllAVEL(CL). ' 5.5'-11.0' 5.ANOYSILT,YELLOW-BllOWN,PLASTICT"l5'0CITT'SOFNON PLASTIC SILT CLAYEY Sill. TRACEOFGRAVEL("'9.). 0 .SS-1 ;* ,. f 5 I ' 11.0' -12.0' SILTsmNE, DARK Bii.Qi.iN TOBLACK,WEATH[REO("L) SP-15A -3.5'.Ll..!:..b. Gll.AY-BROllN,PLASTJC,TPACEOF GRAVEL(Hl). 7.0' -10.0' YELLOll-8ROllN,li!TH POCKETS Of CLAYEY SILT. 10.0'-13.0' SILTYSAND,BROWN,FINE, CLAY(SM). lJ.0'-19.0' SILT,YELLOll-BRCWN, PLASTIC,TRACEM"l'INESAl'IO, SlLTSTDNEfllAGMEl'ITS(ML) lOLO' -21.0' SILTY GAAYEL, YELLOW-BROWN, WITH 0.0' -2.5' .U1!:. 2.5'

• 7.0' CLAYEY SILT, VELLOW-BR(}.IN, FRAGMCNTS(ML).

7.0' -7.8' SILTAN!lGRAYEL; For explanation of symbols.see sheet 27 Figure 2.5-22 For location of borings, see Figure 2.5-20. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPH IC LOGS SHEET 35 OF 37 FIGURE 2.5-22 SP-17 Elev.251.7 rtugerHole O Spr111 ,;;;;); '>f!.. 10 I ! 20 SP-23 Elev. 211.2 -2.5'LJll. 2.5' -7.0' SILTY CLAY 7.0'-22.5'SILTYCLAV* ANO PEBBLES -2.0'f!!l 2.0' -ti.O' SILTY CLAY* PURPU-BROWN, DRY,Si'.iRfl'iriiBrES. 6.0' -15.5' S[LTY CLAY ORV, SM 15.5' -63.5' BR<Ml,SCl'IECLAYPRESE'fl". SP-18 Elev.259.3 Au9er Ho ra Pond 0 70 80 90 //*JU I// 'I I/, ..... 0.11111.1 11, P-1 0.0' -2.5'.u!:i 2 .5' -12. 5' SIL TY CLAY BR0'-4H, ORY, f()QERATHY

PLASTfC, PEBBLES 12.5'-19.S'SILTYCLAY 0.0' -2.0' FILL 2.D'-7.5' SILT 3ROWNTOYELLOW WITH PfliEINl FINE TO MFDIUM SAND. SCATTEREOTRACESOFORGANIC MATERIAL.REO;RED-BRCMNBE.LOW.

7.5' -4.1.D'SHAJ..E* GREENISH YELLOW GRADING TO BROWN BELOW 12.SFEET. HIGHLVW£ATHEPED, FISSILE,HIGHLVFRACTUREDALOllG B£DDING PLANES, SOME FRACTURES ARE CALCITE FILLEO. NUl'IEROUS CALC!TE STRINGERSAADCLAYFILLINGS. CORE LENGTHSRANGEFRCl'ILESSTHANl 10 !..:HES, AVERAGIM> 2-4 4J.0'-46.0'SANOSTOtlE; REOOISH GRAY, F[NE-GRAhEO, MICACEOUS. WELL CEMENTED, HARD 46.0'-60.0'SILTSTOllf:*CLAYSTONE;REO TOREO-BROWNSEOtJENCEOFCLA'fSfotiE AHO SILTSTONE. 60.0 -62.S'SANDSTOM£: GRAY, '11£ATHERST08RICKRED [;RP.HIED, '11£Ll CEMDITD 62.5'-E16.5'SILTSTOllE-CLf.YSTONEAS ABOVEAT46.0'-60.0 86.5'-94.0'SHALE: RED TO GRAY GAAOINGTODil.AiliUCK. GRADESTO SILTSTONE. SOFTFR()l:B7.0' BB.5'. 94.U'-120.0' SJLTSTONE-CLAYSTONE REDDISH, flllICACEO\JS, AS Aoovr---SP-19 Elev.259.6 AuqerHole I 0 S eyPof\d P-2 Elev.265.0 =lOOl 0 Spray ,, -10 I ' 20 q 30 3, 40 .J.O'!:..!..!:!:. 30' -12.5' SILTY CLAY 12.5' -15.0'9:A.!_: OARt::.BROWN, SOl'EPEBEILES. 2.5' -9.0' SILT YELLOW-BROWN, lLAHY WlTH"S°mlE.RED SHAlF 9.0 -12.D'Slll-SHALl: BROWNSILTr,RAO[ffGtHTOHIGHLY 'lEAIBERED SHA1.E 12.0' -59_5' SILTSTONE* GIUY-GRErn GRAOHIG TJ GRAY-RED, HlGHLY WfATHFRrD. Pol.ANYCALCIHSrnINGERS 46.2'-46.8'VERT!CALFAACTURE FILLEDlllTHCALCIH. 59.5'-61.S'SAllJSTOME: REDDISH, fINC*f'EDILl'IGAAil'tED,HIGILYFRACTURED SP-20 P-3 60 100 0.0' -3.0' Qll 3.0'-22.0'SILTYCLAY SLIGHTLY !101ST, SCME FINE 22.0' -65.4'S!LTSTONE. PURPLE-BRCNNllJIHS{]'IECIAf7ili"QSAND 3.5'-8.D'SILT; SllGHTtY CLAYEY." 0 ' -l 5 . 0 ' SHALE : R ED-B RCMll , Y WEATHERED TO 15 FEET. 15.0' -44_0'SJLTSTONE: RED-BROWN WJTHSCATIERED--vnTrrX[FRACTURES CALCITE STRINGERS 44.0'-65.0'SANDSTONE GP.AV, FlNETOME'.l!IJflll-GPAJNEo. SP-21 P-4 25 30 0.0' -12.5' SILTY CLAY* BROWN, DRY, SOME PEBBLES.-- 12-5'-60.D'SILTSTONE: SANDSTONE.lilEATHERED 46.0' 75.0' SWl.L(; iiRAY TO WIHTE ANO VARI-COLORED rO"BCXc1c OCCASIONAL GRAillED SANOSTOfl£ ZONES. F0j JQil'ITS JOINTS IRON-STAINEU TO FEET SP-22 Spray Pond 11\1\I /'l1111/ P-5 0 S ra Pond *** o 4 5 100 55 100 60 70 0_0'-2.5'.u!:!:. 2-5' -16. 5' SILTY CLAY* 16.5'-62.2' SILTSTOftE: FURPLE BROWN, SOJllE CLAYANO SlND FRESENT 0.0' -12'SA.llOYSILT.REllW!TH 12' -21.0' SHALE HIGHLY lllEATflERED. 21.0' -37.0'SMllLE: REO,HIGHLT JOINTCDTOJ5f"['L'i."5CJIEZONE50F FJNE-liRArllEOSANOSTONE;rnRELOSS [115..\llDSTOJIE. F!hE-liRAlNEO,iiilMDfITYJOINTEO, PR(fUllENTllEARmmcA.l.JJJNTS IRQlll-STAillJNG TO 54 FUT. COflELEl<<iTHSAVEAAGE61JKHES 46' -4'::1' BLACK: 60' -64'VARI-C0LOA.EO,GAA¥Mll lllITE. For explanation of symbols, see sheet 27, Figure 2.5-22 2 For location of borings, see Figure 2.5-20 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPHIC LOGS SHEET 36 OF 37 FIGURE 2.5-22 TP-1 ELEV. 257.5 SPRAY POND \\. .\\ . 0.0 -3.5 FILL ... '\\ 5-10-3.5 -4.5 TOPSOIL 4.5 -11.5 SANDY CLAYEY SILT, WITH GRAVELS. (CL) ELEV. 246.0 TP-2 259.6 ,PRAY PONO 0.0 -2.5 FILL 2.5 -3.0 TOPSOIL 5-,__ 2:1 3.0 -8.0 SANDY CLAYEY SILT, WITH GRAVELS. (CL) 5-o -8.0 -10.0 SILTSTONE I SHALE ELEV. 249.6 TP-3 ELEV. 258 .O SPRAY PONO / / / / / TI / v / / / i/ I/ ---ELEV. 250.5 TP-4 ELEV. 265.1 SPRAY PONO 0.0 -3.0 FILL 3.0 -3.5 TOPSOIL 3.5 -7.0 SANDY SILTfCLAY, TRACE GRAVEL (CL) 7.0 -7.5 SIL TS TONE f SHALE 0.0 -3.0 FILL 3.0 -4.0 TOPSOIL 5 / 4.0 -8.0 CLAYEY SILT (CL) 8 / .. *** 6.0 -8.0 SAND AND GRAVEL ... POCKET ' i/ 8.0 -8.5 SILTS TONE ELEV. 256.6 TP-5 ELEV. 261.5 SPRAY POND 5->---B ELEV. 253.0 TP-6 ELEV. 262.2 SPRAY PONO n 5--ELEV. 254.2 TP-7 ELEV. 264.5 SPRAY POND / v / I/ / / v 5-'--/ v v 2-::1 / I/ / v / v v / / ELEV. 256.0 TP-8 ELEV. 269.9 SPRAY PONO 0.0 -3.0 FILL 3.0 -3.5 TOPSOIL 3.5 -7.5 SANDY CLAYEY SILT, WITH GRAVELS (SC) 7.5 -8.5 SILTSTONE 0.0 -1.5 FILL 1.5 -2.5 TOPSOIL 2.5 -7.5 SANDY SILT WITH GRAVELS [CL) 7.5 -8.0 SILTSTONE I SHALE 0.0 -2.5 FILL 2.5 -3.0 TOPSOIL 3.0 -8 .0 SANDY SILT I CLAY (CL) 8.0 -8.5 SIL TS TONE 0 0.0 -3.0 FILL .. .. .... 3.0 -4.0 TOPSOIL TP-9 ELEV. 265.2 SPRAY PONO 5-v / v / I/ -v / S-1v / v ,/ I/ ELEV. 257.7 0 5 5-TP-10 ELEV. 257.4 SPRAY POND S-1 H:tt} ---ELEV. 251.9 TP-11 ELEV. 268.3 SPRAY POND 0.0 -3.5 FILL 3.5 -4.5 TOPSOIL 4.5 -8.0 SANDY SILTfCLAY [CL) 8.0 -8.5 SILTSTONE 0.0 -2.5 FILL 2.5 -3.0 TOPSOIL 3.0 -5.0 SANDY CLAYEY SILT 5.0 -5.5 SIL TS TONE I SHALE 0.0 -3.5 FILL 3.5 -4 .0 TOPSOIL 4.0 -10.0 SANDY SILT (MLI 10.0 -10.5 SIL TS TONE ELEV. 257.8 4.0 -5.0 CLAYEY SAND ANO GRAVEL (GC) 5.0 -8.0 SILTSTONE ELEV. 261.9 (CL) 5-TP-12 ELEV. 255.8 SPRAY PONO -2.:1 ELEV. 245.3 5-10-TP-13 ELEV. 259.3 SPRAY PONO ELEV. 248.3 NOTES: 0.0 -3.0 FILL 3.0 -4.0 TOPSOIL 4.0 -10.5 SANDY SILT (SC) 0.0 -3.0 FILL 3.0 -4.0 TOPSOIL 4.0 -11.0 SANDY SILT (ML) 1. FOR LOCATION OF TEST PITS, SEE FIGURE 2.5-3C. 2. TEST PITS IN THIS SERIES WERE MADE TO INVESTIGATE THE SOILS IN CONSTRUCTING THE SOIL-BENTONITE UNER. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GRAPH IC LOGS SHEET 37 OF 37 FIGURE 2.5-22 EXPLANATION EQUIPOTENTIAL LINES FLOW LINES WATER LEVEL ELEVATION CONTOUR (6/24/74) 0 100 200 300 400 :500 SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT UNLINED SPRAY POND ESTIMATED FLOW NET FIGURE 2.5-23 Normal ?V'c?/ Level E/. 251 Poad /2'1 801/ cover 80/lam E/.241 /2 L1/7er 12"' So/I cover 12 ,, R/,.OroP' oecrd//79 S'erv/ce Rood E/. 255 /2 L/aer Top o//Val'o-rol So// -Filter I a bric (Jurface of bedrock TYPICAL SECTION OF SPRAY PONLJ SL OPE /VOTES: I The so/l-beo/oo//e ,Tor Ille /1/Jer W/// C0/7SIS/ o/ 7.5 °/o C;eo/oa//e O/?d 92. 5 °/o 0.17-51/e SO//. 2. Bo/h lhe so//-beo/oal/e 11/-Jer o-ad //Je so// cover were com/JO'C/ed to 95 °/c o/' /TlQX//7JVl77 dry dens//y de/ermioed //?occordonce W/la .r15TM o 698. Graphic Scale in Feet 0 10 20 .30 ------------I II :: 10 I LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT TYPICAL SECTION OF SPRAY POND SLOPE FIGURE 2.5-24 U/7// Elev. WI ( ( ,,ac 7) o /OO 200 .300 400 41 So/I 123.8 Cover (61.4) 239 Liner 119 (56.b) 2 In-Si.lo 126.4 5 5o/I (61) () 9 Soil-Benton/le Liner ond Soil Cover \/-Av9. lndvced ,,.\ Shear Slress \ \ \ \ B&drocK r8edl°d 230

SUMMARY

OF LIQUEFACTION ANALYSES DEPTH BELOW POND BOTTOM FT. 2 3 4 5 7 8 9 10 // SHEAR STREJ.IGTH PSF -------*--- 44-67 YI j/j /3t:J 16 t!.. I b6 2.U:i ZJ3 2!.JI AVE .. l/.JOL/CED FACTOR Sl-IEAR OF PSF SAFETY -*----23 /.9 /.9 /.9 {,,o /.9 /2 /.9 84 /.9 96 /.9 /08 /.9 /2C/ /'". 9 /32 / .9 , LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT

SUMMARY

OF LIQUEFACTION ANALYSES FIGURE 2.6-2& N.8200 SP-4 N. 8000 SP-16. N. 7800

• N.7600 SP-14 N. 7400 0 Q 0 Q """ M M w w SECTION B ""' SP-5 SP-6 'l SPRAY POND SP-7 + SOIL BORING
• TESTPITS SP-8 -+--------------------+--*t SP-13 Q Q ,.... M w SP-12 \SECTION C Q Q O> w / PONO PERIPHERY SP-11 Q Q ... w LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SPRAY POND SECTIONS FOR SOIL PROFILE FIGURE 2.5-26 270 260 250 240 230 SILT, BROWN TO BROWN, SOME SAND I TRACE OF GRAVEL (ML) .. H "";" ...I ...... zZ 1 SILTSTONE, RED-BROWN TO YELLOW-BROWN GRADES FROM.FINE SANDY SILT TO CLAYEY 1 SILT HORIZONTAL BEDDING PRESERVED. -. I I I I 1 1 0 .... ..... ii FILL PURPLE -BROWN, CLAYEY SILT WITH SOME SAND AND GRAVEL 0 PROFILE A 0 5 10 VERTICAL SCALE 10 20 HORIZONTAL SCALE I .... ...... iQ -I CLAYEY SILT, RED-BROWN, TRACE OF SAND, BLACK STAINING (ML) SILTSTONE WEATHERED, BROWN SOME SILTY SAND AND GRAVEL Ii VIE 11 I n I I I I I I I I I I I I 15 30 LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SPRAY POND SOIL PROFILE A FIGURE 2.6-27

u. -z 0 t:= <( > w ..I w 2IO .. 231 I Fill, PURPLE-BROWN, SILT WIT: GRAVEL AND COBBLES-BOULDERS

• l , '*',"" t; I hi.,, t ,4t t L'
• j. 1111 * * .. j I (GM) THIN HARD LAYERS OF SHALE SANDY SILT, YELLOW BROWN TO BROWN, TRACE OF CLAY AND GRAVEL (ML) SILT, RED-BROWN, TRACE OF CLAY AND SAND, TRACE OF GRAVEL (ML) SILTSTONE, NEAR HORIZONTAL BEDDING ' .. ; .... L....ol --t1 T I I I I T 1 I 1 ; " ,.,. ..

SILT, RED-.......... ... TO YELLOW-BROWN.!-' ...... GRAVEL (ML) TRACE OF SAND AN1nl' TRACE OF CLAY AND GRAVEL (ML) I)/ .. .. ., .. ,./ i/ v I ROCK-LIKE LAYER . :1*1:1'.f.I* l:'I : t{: 0': *.....;;,___-SIL TY SAND, RED-BROWN, GRAVELLY, TRACE OF CLAY (SM) CLAVEY SILT, RED-BROWN, TRACE OF SAND (ML) PROFILE B CLAYEY SILT, RED-BROWN TO YELLOW-BROWN, TRACE OF SAND AND GRAVEL (ML) 80 120 HORIZONTAL SCALE IN HET 0 2 4 8 ---VE .. TICAL SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SPRAY POND PROFILE B FIGURE 2.6-28 LL. 2 0 <( > w ...J w 270 266 262 258 254 i:n C'li CD q-N .... ci. w Cl) c 0 z ::> a: 0 0 a: a:i 0 SILT, MOTTLED YELLOW-BROWN, TRACE OF ANGULAR GRAVEL, SAND (ML) I SILTY GRAVEL, YELLOW-BROWN, ROCK FRAGMENTSANDSAND(GM) I SHALE, DARK GRAY-GREEN./ I c,, .¢ CD MN ... . ci. w Cl) c 0 z ::::> a: 0 0 a: a:i 0 SANDY SILT, YELLOW-BROWN, CLAYEY, VERTICAL GRAY SILT LAYERS, PIECES OF SILTSTONE (ML) I IJolHJHW PROFILE C ;... cO CD NN ... . ci. w Cl) c Oz ::::> a: 0 0 a: a:i 0 SANDY SILT, YELLOW-BROWN, POCKETS OF CLAYEY SILT, TRACE IWiff i'ri 1111111 ROCK LIKE, DARK BROWN TO BLACK I I I I I 11 I I I I I I I I 1 0 40 80 120 HORIZONTAL SCALE IN FEET 0 2 4 8 VERTICAL SCALE IN FEET 0 ai CD .-N ... . ci.. w Cl) c Oz ::::> a: 0 0 a: mo SIL TY SAND, YELLOW-BROWN I SOME GRAVEL (SM) LIMERICK GENERATING STATION UNITS 1ANO2 UPDATED FINAL SAFETY ANALYSIS REPORT SPRAY POND PROFILE C FIGURE 2.5-29 N7880 270 240 270 240 TP-13 I TP-1 I TP-12 .TP-3 .TP-4 .TP-2 I --t I TP-9 * .TP-6 11 TP-7 .TP-5 i..._i----------.+.,_ _______ _.., I TEIT PIT LOCATIONS SCALE: 1" = 100' TP-12 _,..____ I TP-3 I ROCK FILL SANDY SILTY CLAY l TOP SOIL "'SILTSTONE/SHALE SOIL "'OFILE, NOftTH SECTION ROCK FILL TP-7 TP-9 I TP-8 I TP-11 SPAAY POND /BOTTOM, EL 241 TP-11 I I SPRAY POND EL 241 SOIL PROFILE, SOUTH SECTION -N-NOTE: LEGEND

• TEST PITS THE TEST PITS SHOWN ON THIS DRAWING WERE MADE FOR THE INVESTIGATION OF SOILS FOR THE SOIL-BENTONITE MIXTURE ONLY. THE EXPLORATION OF THE ENTIRE SPRAY POND AAEA IS REFERRED TO IN FIGURE 2.5*28 0 GRAPHIC SCALE IN FEET 100 200 300 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT TEST PIT LOCATIONS AND GENERALIZED SOIL PROFILES FIGURE 2.5-30 280 .... LL.. 260 z 0 <( > 240 w 220 280 .... LL.
• 260 z 0 j:: <( > 240 w Li. z 0 j:: <( > 220 280 260 240 w 220 280 I-LL. 260 z* 0 j:: <( > 240 w 220 END OF CONSTRUCTION BEDROCK? LONG TERM STATIC --5?:---280 I-LL. z 260 LONG TERM SEISMIC Q I-< > w 240 ..J w 220 POST-SEISMIC F.S. = 2.3

SUMMARY

OF DESIGN PARAMETERS SHEAR STRENGTH PARAMETERS UNIT WT. (C IN psf, ¢IN DEGREESI -(pcfl UNDRAINED EFFECTIVE SEISMIC TOTAL SAT. c ¢ C' ¢* c ¢ IN-SITU SOIL 122.0 126.4 1.2Pc 0 0 33.5 0 SOIL-BENTONITE LINER 113.0 119.0 o.95Po 0 COMPACTED SOIL COVER 120.5 123.8 1.2Po 0 RIPRAP BEDDING 130.0 130.0 0 40 RI PR AP 130.0 130.0 0 45 NOTES: 1. 4, =MEAN EFFECTIVE PRINCIPAL STRESS, 2.<Jc{ =EFFECTIVE OVERBURDEN PRESSURE. 0 29.0 225 20 0 33.5 o.6iao 0 0 40.0 0 40 0 45.0 0 45

SUMMARY

OF RESULTS REQUIRED CONDITION F.S. END OF CONSTRUCTION 1.30 LONG TERM STATIC 1.50 LONG TERM SEISMIC 1.10 POST SEISMIC 1.10 RAPID DRAWDOWN 1.25 RAPID DRAWDOWN COMPUTED MIN. F.S. ---CIRCULAR WEDGE ARC 3.8 5.7 2.4 2.6 1.1 1.1 2.3 4.3 2.1 1.7 ---- ,,,__-=-__ ___ LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT

SUMMARY

OF SLOPE STABILITY ANALYSES FIGURE 2.5-31 "< "\ I (\J I

SUMMARY

OF CONSOL I OA TEO UNORAINEO TR/AX/AL. TEST (R) RESULTS OF cSO/L -BENTON/TE /V/IXTURES E/T'ec/*/ve S/ress Po.ro/ne/ers: ? 29° c=O L. e£_'!/7d: A So// A

• So// c 0 / 2 3 *-.--o; I-u:f 2 Noles: 41/ Sc///-Ben/0/7//e .spec//7/e/7.S We/*: o//owed /o so/vrore o/,;d swe// oe/o/-e /es//1?9.

2. Po/n/s ,represen:I condir/ons o/ ro//ure. 3. S/n c =-o/cos LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT

SUMMARY

OF R TEST RESULTS OF SOIL-BENTONITE MIXTURES FIGURE 2.5-32 2 S'l/M/v!ARY OFCON50LIDAT*0-UNDRAINED TR/AXIAL TESTS AFTER CYCLIC L.OAOIN&(ck-R) (J,,C SO/L -8 EN TOA// T* Ml XTVRES To/o/ Shear S/ress Po,rcvnel'e,rs <? = 20 ° c -=-225 (See !Vo/e 3) Oes190 Cvrve

• I ---** __ .. __ _ . ... . -t. -. -.................. . '
• 0 = 220 jJS/' ;LEGE NO A So// A $01! c 0 I 2 3 rT; t rT3 2 I kSF NOTES: /.. All 5011-Beo/o/'lh'e specl'Tleas were o//ow-0d lo solvrol& ood swell les//n9. Po1/?/s ;Qlo//6'd re,,oresent coad!/1oas ol rhe e/?d o7 (5) U/7/ror/J?

sl"ress eye/es. 3. S>a I' =Ton e><. C =-a/ cos LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT

SUMMARY

OF CR:R TEST RESULTS OF SOIL-BENTONITE MIXTURES FIGURE 2.6-33 HYDROMETER ANAL YllS SIEVE ANAL VIII TIME READINGS U.S. ST.ANOAPID SEPllES 24H ... 7H ... 41MIN. 11MIN 100 IOMIN.19MIN. 4MIN. 1MIN. 100 I CLEAR SQUARE OPENINGS ' 3/8" 3/4" 1-1/2" 3" , ..... *c; 50 30 11 I 10 70 I .. .. l50 ... z Ill 40 f 30 20 10 ,I ---.... -I -. p . ---... I ---I I I ---, .. -. ----0 so (0.006 mm to 2.38 mm) ----------r" -I I ' I I I --,,, . I "' --,. -. ---'--. -II I I . --. I I , . ., . .. T 10 20 30 a Ill z 40 -c .... Ill 150 a: .... z Ill 10 f 70 80 90 100 i N 8 § §18&; N .. . .,.., ........ * * . ..... I 8 .. 0 .002 24H ... 7H.R. . OOl5 .009 .019 .037 .074 .149 .297 .590 1.19 2.i1 4.71 1.12 11.1 M.1 71.2 127112 DIAMETER OF PAfllTICLE IN MILLIM!T!flll RANGE OF IOIL GRAIN llZE FOR IOIL-BENTONITE MIXTURES HYDllOlllTER ANAL YI* TIME f'IEADINOS SIEVE ANAL YI* CLEAN SQUARE Of"ENINGS 48M 100 IN., 11MIN. 90MIN.1tMIN. 4MIN. 1MIN. 290 100 IO 30 11 I l ____ ... 15" I" I 70 , .. &. I-IO z

• II 40 r 30 20 10 0 ... I I -*11 ---____ , __ --...-.. .,.,_ TP --------------..... ,,,, ----- ->OIL A:. -------- 'P *1!: ' ** ,,_ ' --1--"

... I I -' * __ , TP*1 ' --""' i lilC:" TP* .,,,, I wi) I .-... -.. -' I TP-12 ,_ _, -* SOL -""'" ---------* ---------*111 *1111 1-' ---------------------II -._,_,_ ---I I I I I I I I I I I 1,111 I I I 11 I . I . !a I I I 11 I I I ... "' s l'I ra C"t N l'I

• lftCO"'IDOI la 8 0 .002 .00& .008 .019 .037 .074 .149 .297 .!590 1.19 2.38 4.78 9.152 19.1 39.1 78.2 1271152 DIAMETEl'I OF PAl'ITICLE IN MILLIMETElllS IOILS UIED IN SOIL-BENTONITE MIXTURE DEllGN TESTING ,, 0 10 20 30 a ... 40 z c .... Ill 10 IC .... z Ill ao f 70 IO 90 100

SUMMARY

OF SOILS FOR SOIL-BENTONITE MIXTURES SAMPLE SOILA SOIL 8 IOILC SOURCE TP-1 TP-13 TP-3 TP-11 TP-1 TP-12 LL 32 41 37

• 41
• PL 20 'D 21 21
• 20 Pl 12 14 11 17 23 16 NAT. W/C 20 21 21 31 30 11 CLASllFI-CL CL CL ML SC IC CATION NOTES: 1. ON-SITE SOIL FROM SPRAY POND EXCAVATION WILL BE USED IN SOIL-BENTONITE MIXTURE
• 2. SOILS A AND C REPRESENT THE FINEST AND THE COARSEST SOILS RESPECTIVELY IN THE SPRAY POND AREA. LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SOIL USED IN SOIL-BENTONITE MIXTURE DESIGN FIGURE 2.5-34_

60 50 --40 0..: .. )( Q) "O c 30 u .. "' a Q. 20 10 CL-ML ML / , ... 10 20 CH v / / ,, / , CL * / J MH o r OH ** . y v ML or / OL 30 40 50 60 70 80 90 100 Liquid Limit, LL Note: The plasticity of soils shown are for the soils used for soil-bentonite mixtures. The plasticity chart for the soil in general in the spray pond area is shown on Figure 2.5-17. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT PLASTIC I TY CHART OF SOI LS IN SOIL-BENTONITE MIXTURE DESIGN FIGURE 2.6-35 \J \) Pe//77eo£J/:///y o/' S0//-8enlon/!e /Vo/es.* 10-nil"P---+----- \j /. All /esl were compocted o/ O.LJ//mum mo1s/vre co/J/eol lo dry de,,7s//y eqvo-/ /o ooorox-I . I-I nc o , r ' , //7701 e y yy /o 0/ .-770)(. dry de.? ... c;z .. LJ-6.98) 2. /v1inimum required coe/'/;c/eal o/?ermeob1!/ly /or des/9nin_q o ///Jer ::: Ix 10-6 C/?lJS&C.

---

r

--** -r--... ----I ---*---**+-*-Oes/gn ;Wix tu re:---* (7.5/o be/Jloo1le ond 92.5 % on-s//e soil_, /o-B by we/ ht.) ! . t 0 5 7-5 /0 /. z 5 30 Benlon1le Conlenl,, %by Ory WI. o/ So//-,Beolon//e /'v//x/u/e LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT PERMEABILITY OF SOIL-BENTONITE MIXTURES FIGURE 2.5-36 H G F E D c B A I . I I ; I I ;' @f--------1t

• -*---1 / 111900 \
• 7 I \ I \ I \ __ j_ __ I ! \ n.oo* 6 --**-----0 0 * .., ,.,_d 5El.f.C.T Cot.IC.l'l!T!

0 1'(P! 1: .. MIN. flGoURe t.>-za 1YPK>.L PIPE 'Mil:.1'1Q.j 14 31c:ii.,t; 1 ------------+-----'----

• --------------------

--* ** nL1 *U.IO' 111.d I l *ob' I l -r I **1 "' " N 6100 I "'._::I Ee_' I* . '1*._,I _ I* ,, , 1,i 1 l------+-_---:-- 1 -t --- ....... IJ_ N 6100 ------l1n.oo" : ': ff.00 ... TOP OF SOIL EXCAVATION (TYPt UNIT 1 & COMMON1 D LEGEND NDIC"'TES !WIATIOM (1f-!lCCAl,4llTIOl-l

• f l'IP'l!'LI

.. (>larf.*OTMIDI ""'D '81tVlt.e -1.00 -oP.161W..L C1PCU>IO c.Qf.l1'0URS --1&0-- V/..l C.0.Ti60P.'( 1 Vl'i LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT 1189.0I I TOP OF SOIL SHEET PILING LIMITS OF EXCAVATION FOR POWER BLOCK EXCAVATION (UNIT 2 D.G. BLOG) 5 ..., ' 4 (UNIT 2 D.G. BLDG) (SHEET 1OF11) FIGURE 2.5-37 3 2 H F E D c """ ' I */ \ A * / i)1j-:,M E.L'4.*2 0G / _)I( ,,; *-: J . ---lu' \ . \ 7 \ \ ) // \\ \  ; I , lu'.' . \ \ t ! ! * \-'* \ . '\o ii; I ' \. \. 1'_* " ' ({E£i!n I * ! ... *_--,,f{l(.\'-'!_l_i.' ";-_. _t,_" -1 .; :1 ! ---,J----* .9ADW STE. BUILD'NG PtD'C_l.f. t_.'NDtRG CQU/1[) I i ! ! i *r* I I I l

• I J' 1 ___ ----___

' 4 3 2 NHOO A E F LIMERICK GENERATING STATION UNITS 1 AND2 --------UPDATED FINAL SAFETY ANALYSIS REPORT LIMITS OF EXCAVATION FOR SEISMIC CATEGORY f PIPELINES 8t ELECTRICAL DUCTS Z OF 11' . FIGURE 2.5-37 . D c A I \ \ -------* *-------+------- ---** --, ' i ;-_____ /l!J I [fill i, .. \ \ ' \' \\ -A \ \ \ \ 7 /) ------.. ' COOUNG rowe.R UNIT I --i \/ T"E.t-JCl-l FOR CATE:60RY 1 SUM,.£JfCAC '> __ . .v-

• .. : £1. 21$.00 *.:.1 ... __ j 5 4 1-\J 8 N7000 2 LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT LIMITS OF EXCAVATION FOR SEISMIC CATEGORY -, PIPELINES
• ELECTf'ICAL bUCTS St:tlET 3 OF '11 FIGURE 2.5-37 H G F ----r-----

J_ I E I -'-1-: ---------*. --___ J_ *-I r-D PFACT:_P SU!cD1hG ----------

---

c I A

• 7 ' 5

__ ._ 4 / / N"'2o / 3 2 G LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPO-RT LIMITS Of-ttofl* * . ... 11'4 .. JJ_, FIGURE -2.!j-37_ H G F E D c I A

• 1 I '0/:t ;cowr. SE.E Ir;;;(,_ EP v -L. __ J I 1 J , 1r I, I! " 1 I . Nt0SIO . .U 00 I' ( No;sse tJo I I I I 11 F'------'..,._...,N-:H':".()()::::{"'

i ,',* 11 : °'> 0101 I =ti :t1Ml;m:MO=) ====jl I. i 11* I £4110.5 I I ' I I* I', I I i 1* 11, I Ii ! 11 5 I I I "1 ___ l __ -4 : j N6!U!lJ I PSIJ)O tY6400 ? 2 0 E ..,,151 LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT LIMITS OF EXCAVATION FOR SEISMIC CATEGORY T PIPELINES

• ELECTRICAL DUCTS SHE!TIOF n FIGURE 1.1*37 v I -y-" v I I ! / / E:L.E.C.1P.ICAL.

Due. i

• 7 ' -+ i

'/ ---- ' "" " < "', ' ""' 3 2 CK GENERATING STATION -LIMERI UNITS 1 ANI) :ALYSIS REPORT L SAFETY A -UPDATED FINA .* TION FOR . LIMITS OF PtPELINEI SEtSMIC & I CF 1_1 FIGURE 2.5-37 H G F -+ i E D I I 7 ' i=LECTF,lc.AL t"'i"-Ni4oL.e.

---

=-::o:--

_..,-.:;...:.._-:_." ROAD v v '( -------------

---

t I TOW£R UNIT I 5 Al7* .II()_

'\'. -y \ \ \ 4 3 2 A B c D i' KEY PLAN LIMERICK GENERATING STATION 1 AND 2 -YSIS REPORT UPDATED FINAL SAFETY FOR LIMITS OF 7 OF 11' FIGURE ff G I I ,. F E D c ** N5&00

• I I \ E:XCAVA.ilOl-J FOP. DIE:SEL OIL 5J"0!1.t6:_

T!>-1-JKS SECTIQN@) 4 7 ID! I I I I ,,.,," .. ,,., l:ll£-C*a) .. L.. I\ -jj .d _,.._ l'JCl#CA'Tlt/N M.,_C*A _., -U&:r"1C COS-.. C U :O' -, . 3 2 * .. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT LIMITS OF EXCAVATION FOR DIESEL OIL STORAGE TANKS a DIESEL OIL LINES SHEET 8 OF 11 FIGURE 2.5-37 Rev 08 11/98 220 200 (.'.) z 0 (.'.) z (PROJECTED 10 FEET WEST) (PROJECTED 40 FEET SOUTH) 00 (.!) z ,* (PROJECTED 30 FEET WEST) (PROJECTED 40 FEET NORTHEAST)* N (.!) z PROFILE B-B (FROM SHEETS 3 & 7) PROFILE C-C (FROM SHEET 4) 60 80 100 I WEATHERED BEDROCK: REDDISH-BROWN SI LSTONE; HIGHLY WEATHERED AND FRACTURED, GRADING LESS WEATHERED AND FRACTURED DOWNWARD. NOTES (PROJECTED 30 FEET EAST) . <l'. co co (.'.) z er: 0 a:l 1. THE STATIC AND DYNAMIC PROPERTIES OF ROCK ARE PRESENTED IN UFSAR SECTIONS 2.5.4.2.1, 2.5.4.4 AND 2.5.4.10. THESE PROPERTIES ARE ALSO COMPILED IN TABLES 2.5-3, 2.5-11, 12 AND 13. 2. THE SOIL PROPERTIES ARE PRESENTED IN UFSAR SECTION 2.5.4.2.2.1 THROUGH 2.5.4.2.2.4.

3. Fl LLS ARE PRESENTED IN UFSAR SECTION 2.5.4.5.4.

4. SEE FIGURE 2.5-22 FOR LITHOLOGIC LOG OF BORINGS. 5. CONTACT BETWEEN WEATHERED ROCK AND ROCK IS GENERALLY GRADATIONAL OVER 2 TO 5 FEET. (PROJECTED 10 FEET SOUTHEAST)

N co N (.'.) z LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT LIMITS OF EXCAVATION FOR SEISMIC CATEGORY I PIPELINES SHEET 9.OF11 FIGURE 2.5-37 260 250 240 230 220 210 200 270 260 250 240 230 280 270 260 250 240 230 co .... UJ z :I: u :2: LU z _J :I: u :2: BRUNSWICK LITHOFACES: REDDISH-BROWN SILTSTONES WITH INTERBEDDED SANDSTONE AND SHALE CONTACTS ARE COMMONLY GRADATIONAL BRUNSWICK LITHOFACES: REDDISH-BROWN TO GRAY* SILTSTONE, SANDSTONE AND SHALE. SOIL AND WEATHERED BEDROCK UNDIFFERENTIATED REDDISH-BROWN CLAYEY SILT WITH MANY ROCK FRAGMENT OF SILTSTONE AND SILTY SANDSTONES (.'.J z cc *SPRAY POND g PUMPHOUSE PROFILE OF ELECTRICAL DUCT PRO Fl LE SHOWN IS FOR UNIT 2 PROFILE FOR UNIT 1 IS SIMILAR 40 60 80 : \ NOTES LU z 1. SEISMIC CATEGORY I ELECTRICAL MANHOLES ARE FOUNDED ON BEDROCK OR ON CLASS A CONCRETE BEARING ON BEDROCK. 2. SEISMIC CATEGORY I ELECTRICAL DUCT BANKS ARE FOUNDED ON BECKROCK, WEATHERED ROCK, DENSE NATURAL SOIL OR TYPE I FILL. 3. CONTACT BETWEEN SOIL AND WEATHERED BEDROCK AND BETWEEN WEATHERED BEDROCK AND BEDROCK ARE GENERALLY GRADATIONAL OVER 2 TO 4 FEET. 4. SEE FIGURE 2.5-.ll FOR LITHOLOGIC DESCRIPTION OF BORINGS. LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT LIMITS OF EXCAVATION FOR SEISMIC CATEGORY I ELECTRICAL DUCT BANKS SHEET100F11 FIGURE 2.1-37 .. , . \ \ \J' ' "\ \ I __ _,___/ l' '\'--__ __,,_ . r--I \ 1. ) ' . I -- \\ // . f /-' I / --__r--. I / i ) LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT LIMITS OF EXCAVATION FOR TYPE I AND TYPE II FILL SHEET110F11 FIGURE 2.5-37 PENNSYLVANIA "< READING bOlfo1lt f. . ---------I MARYLAND ' I ' I ' I ' I DELAWARE I \ I CAMDEN NEW JERSEY ,TRENTON EXPLANATION r---, Area underlain by Triassic rocks of L___J Newark-Gettysburg Basin. Mapped Faults (type unspecified). Boundary of Coastal Plain sediments 4 __ __., Location of geologic section shown in Figure 2.5-3. Data Sources: Triassic basin and associated faults from Fai II (1973) in Pennsylvania and from Olsen( 1980) and Ra1cliffe(l980) in New Jersey. Other faults in Pennsylvania from Penna. Geo I. Survey state geologic map (Map No. I; 1975, 1980) 0 25 Miles -----LIMERICK GENERATING STATION UNITS 1 AN02 UPDATED FINAL SAFETY ANALYSIS REPORT GEOLOGIC STRUCTURE. VICINITY OF NEWARK -OETTYIBUllG IAllN FIGURE 2.5-*

• -..... --':;l z s: u.. i TOP OF BASE MAT * \ .

I q, * " .

• ... : DESIGN WATER TABLE * ---

---

..J ND ACE SUJ:iF :t SECTION THROUGH EXTERNAL WALL Po2 SOIL ANO WATER PRESSURE DfAGRAMS NOTES: Fb1, Po2, Po!

• RESULTING FROM SOIL IN TME 'AT REST' STATe Pw
• TMRUST RESULTING FROM Fbu
• RESULTING FROM SURCMARGE f'Al1.,PA£z*

THRUST FROM C fJ DYNAMIC ACTION OF SOIL * -----+-+-'=" ......... IOU WATER. (seeo-WMITMAN FORMULA 1 1e10) Poi

• Ko ( Po2 *Ko (1-1-L) l Pos
• Ko II' La Pw lfw L 2 Pou* Ko H

'lfa 1-4 2 lc:'.h. PAE/ a 0.3 (ITl<v)l<A'l!JH 1 P.1ioE2.

• Kvk.1io ts H' PaE = <J.f-l(1+Kv)0-6!<1, +j/.IKv
• rLta1t'11n9 wall ti?!:>4Mpt1 Ofl §T°'1fl(..,

A.C.:n Vf. CMnf c,oErFIC..{E.'NT

• Ko .. COEfflCIENT OF EARTH PRESSURE "AT REST"* 0.70 *BULK UNIT WEIQlfT
• 135 p.ef. "If'* 8UOYANT UNIT WEICiMT
• 77.Sp.d'. *SATURATED UNIT Vw *PENSITY OF
• 62.5 p.d'. <\.'
• SURCMAri?Gf PRESSUftE*

2SOpd

• ACCfLEeATION/

9 0.015 Foll 08£ 0.15" r(}ll. .SSE Kv = PE11rtt11L HecEl..ERATJC'lll /§ LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT LATERAL SOIL PRESSURE DIAGRAMS FIGURE 2.6*39 -V) 0.. E 0 N w§ 1--011 Z(.!) 8 0 0 0 0 0 0 0 CX) co v N 0 CX) co N z:>t 0 v N I 0 M I 0 v I 0 co I 0 0 0 N c "' .!:, ?-z <( a: I-(/) a: <( w I (/) (/) (/) a: Q Q z <( Q w w (/) w (.) z w a: w u.. w a: LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SHEAR MODULUS PARAMETER, K2, VS. STRAIN PROPERTY TYPE I BACKFILL MATERIAL FIGURE 2.5-40 N b (") I 0 E -E .q-z I < 0 a: I!> 0 I!> 0 N N % '01.l'v'H I!> I 0 co I 0 0 li; a: < w :I: (/) 0 ,.... O> a: c c z < c w w (/) w u z w a: w LL w a: LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT DAMPING RATIO VS. STRAIN PROPERTY TYPE I BACKFILL MATERIAL FIGURE 2.5-41 N8200 111000 o: o* .... ! ******-*-**-*t-*-**-**-**- 8 7 o* 0 * "' w I 1 I I --.. __ l__j_ _ _ti.__J I . I-.--;__ I ---6 ------5 4 0 0 w / 0 50 3 \ 1 I -4 1oy _,(yp llZ-3'sp EXPLANATION Strike ..i dip of bedding. Joinu -lroctures, -ing dip; ..iicol joint {right); dall>ed LITHOLOGIC DESCRIPTION B -Bru,..;q. F9!!!1!!ion -Roll 10 --, .._ ... 81-Bru--- B2 -Bru"""""" --locblionl -Dip of slick..-.ided joint pt.,., -ing dip of llict..-. L -l.ocbtonp Formotion -lllook ,,,. or...,_ !Note: dip-slipli,_,ion..._,.I or --unitJ Repraontotive joont. -ing r-of dip -joint opocing. L1 -Light m-.., -*wry hlnl. ,.,.._ IS. abbreoiotions below.I .-...S -with minar lilly *-Prominent bedding-pi.. cl*y mmT1. Vert1Cal or 1WJeM1ertal slope in excwation; n.:hulW toward lower lido. Denotes elewtion of excavated surf-=e a1 location shown. Lithologic uniu recognized in IS. description at right.I Exposure of black Nte members of Locka1ong Formmtion. stone; --* LoC811y -......-.of d-looqirinls L2 -Block to cWk -*hood, -y.-... L3 -Yellow to brown. -y minor,,_;--w.-.. __ y ... ...-L4 -Bisi<, highly - port-y \1 Af "'2 4 1.____J Location of Geolog;c Sec;tion (Shown.., fi11Ure z.5-43) ,J I 1 ! I i I . ,J / N 100 SCALE IN FEET (j) hngul* joints or lrocturm; -*lly WMthenld -o*iclHtainod, -with clay films. Width is shown -. cio.-tpoced fr-=turm form MrTOW zone. @ Froc:turezone1/2"to24"wide;upto2*1/2" right latorol offwr-; zone tsminates ctownw.d at L1-L2 oonuct. @ Numerous curving. gantly dipping lided joinu. Striotions -pure dip-llip .tjustments. @ Low*ongle joinu with llickensides e._i in slope. @ Prom;,_, --.,..-ot -otlicipo {1' to H/2' thictl. 2" offwr. N. -dn. froctu,. mno 2-24" :.:.;_-::.:.;=-* cloya>otod, (I) F roc:tu19 zone; lroctu,.. dip 10"N to 7o"s within zone 8 widll; iron-bned lfitd -* No olhou. All mft motwiel -to firm rock . 8 -pion --ions -OXCOWlion con*mion prior to Pi1acinQ lining or t.dtfill. ABBRElllATIONS USED: 150 200 2 typ.: typicol or typicolly; umd to indicote joint symbol shown .....,_u a 10t ot numerous repetitive ioims prom.: prominent ..,.: spocing mult

• multiple; refon to wry ck>se-tpoced porollel JOints -at -11.-n end of pond -*=-LIMERICK GENERATING STATION UNITS 1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT GEOLOGIC MAP OF fOND FIGURE LM2 NORTH ...J 280 (/) z 0 240 I-<( > w ...J 200 w NORTH ...J 280 (/) z 0 240 I-<( > w ...J 2 00 w L5 Prominent green shale bed N 8100 N8000 N7900 N 7800 SECTION A-I SOUTH 1--I Tuffaceous, soft ---------Spray Network "C Concrete backfill to El.239 280 ...J <J) L5 Minor fracture zone I

... ... L 2< projected) 200 z 0 <( > w ...J w N 8000 N7900 N7800 SECTION A-2 SOUTH N7700 N7600 EXPLANATION Brunswick Formation 280 240 200 z 0 <( > w ...J w Lockatong Formation (Black claystone or shale members shown in dark stipple) NOTES: I. Southern continuation of Section A-I is shown in Figure 2.5-9. 2. For I ithologic descriptions see Figure 2. 5 -42. 3. Rock surface at spray pond networks was backfilled with concrete to elevation 239 (see Section A-2). 4. Location of sections is shown on Figure 2 .5 -42. LIMERICKGENERATING STATION UNITS 1 AN02 UPDATED FINAL SAFETY ANALYSIS REPORT . SPRAY PONO '*M.08fC SECTIONS FIGURE 2.1-a j CaNDE:.fJ Sf.>...lt:-_ : UNl1 2. 4.o' / ( w/ 4 11 E. L. 2 '2'3 .. O ........ -z.-z; ::::::1 I TYPE. !I fl LL I 4d+/- 100 1+/- ----------------*-------------------+------------------t--------

---

. ----.-.-... -*--.----

OF F.Oc..1"1-- N + - ---I I ! I i i ! i -

• • -------LtMEfUCK GENEftATING ITATfoN UNITS t MO 2 . UPDATED FINAL SAFET-Y ANALYSIS REPORT . *-CROii SECTION OF CONl>blMti
• . TANI( Oll(Q. FIGURE 2.5-44 \ . I
• i t' ,.

.. &IJ '

• l&J _.,, "' c = u e 0 c >-0 0 -.H en -0 a:

o I I) I I I 0 i 0 I o ** fJ_ 12,-0 j t !I "---_..., ____ ....,_ ____ ..,_ __ _,.... __ I c I

• * -*

__ -+-__ ---t. -... ---* o.z u I e 0.4 OA 0.8 1.0 2 Rock Quality, (VF/VL), ROD

REFERENCE:

WASH 1301 REPORT (1974) LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT VARIATION OF THE RATIO OF STATIC TO DYNAMIC YOUNG'S MODULUS WITH ROCK QUALITY FOR ROCK MASSES FIGURE 2.5-45 I : j 3 r z I l I 'b.oooe o.ccm j I'D tf O.OOI l * ------I I OJXB O.OI 0.03 0.1 g -c 0 *c .. *-! 0.6t---------1P-------- ..... -------1 ., : Q41----------t-------.-.------------1

11 j .5 0.2t------------------+------------1 12 ., 0 ....._ __________

_.. __________ __.. ____ ._ __ _. 0.003 0.03 0.1 O.ooot 00003 QOOI QOI Sheor Stroin. 7*permrf

REFERENCE:

SCHNABEL, ET AL (1971) LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SHEAR MODULI AND DAMPING CHARACTERISTICS FOR ROCK FIGURE 2.5-46 >-.. .. c m

• -_g & Ul. '-' oO u

(/] ,,.__ .... 0 0 "' .,, :I :J Range of values for data shown In Figs 5 and 6 -----.g 0 0 :e .... 0 0 cu cu 0.2r-------------------+---------------------+-----------.:..-_;._ ____ o ____________________ ..__ __________________ ...._ ___________________ ..._ ________________ ---J 10-4 10-2 10-1 .

• Shear Strain, y-percent

REFERENCE:

SEED AND IDRISS (1970) LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT VARIATION OF SHEAR MODULUS WITH SHEAR STRAIN FOR SANDS FIGURE 2.5-47 N8400 NSOOO N7600 N7400 I /!+--Rock bolts installed in 21 slope // I I for column STR/TURE I, I 0 0 Ul ,,, w 0 I 0 50 100 LE GENO [Yd ROCK sL.om' STRUCTURAL EXCAVA.TfON NOTES: 1. SEE FIGURE Z..... FOR ROCK SLOPE PROFILES.

2. ALL AREAS OF WEATHERED WERE E'XCAVATED AS SOIL ANO AT 4 TO 150 200 SCALE IN FEET LIMERICK GENERA'nNGITATION UNITS1 AND2 UPDATED FINAL SAFETY ANALYSIS REPORT FIGURE 2.5-48

) s 260 250 240 s Mox. Pond EI. 251 =__sz__ See Fig.2.5-24 for rip-rap and liner detail SECTION D Soil and highly weothered rock----.... s --===--

---

Gray, hard. induroted (calcareous) siltstone and fine sandstone

---

SECTION E Fresh to moderately weathered/-

-brown and ton siltstone and silty sondstone 1 some cloystone; clay films on some bedding plo ns SECTION F Top of competent rock (oppx.) Shotcrete 4" min. N Soil and highly weathered rock N 260 Compacted soil cover over soil-bentonite I iner N 260 250 s Header pipe cone. encasement Hord, gray colcoreo/ siltstone SECTION G N 260 250 230 NOTE: FOR LOCATION OF SEE FIGURE 2.5-41 0 5 10 20 40 SCALE IN FEET LIMERICK GENERATING STATION UNITS 1AND2 UPDATED FINAL SAFETY ANALYSIS REPORT SPRAY POND ROCK SLOPE PROFILES FIGURE 2.5-49 ,,}}