ML14339A416

Updated Final Safety Analysis Report, Revision 21, Section 2, the Site, Part 2 of 2

ML14339A416
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Site:	Beaver Valley
Issue date:	11/24/2014
From:	FirstEnergy Nuclear Operating Co
To:	Office of Nuclear Reactor Regulation
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{{#Wiki_filter:BVPS-2 UFSAR Rev. 0 2.5.1-1 2.5 GEOLOGY, SEISMOLOGY, AND GEOTECHNICAL ENGINEERING

2.5.1 Basic

Geologic and Seismic Information

The Beaver Valley Power Station - Unit 2 (BVPS-2) site is located on the south bank of the Ohio River in the borough of Shippingport, Pennsylvania, approximately 25 miles northwest of Pittsburgh. As

shown on Figure 2.5.1-1 , the site lies near the center of the Appalachian Plateau physiographic province. The plant is located upon

a terrace of alluvial gravels about 100 feet thick, deposited by higher stages of the Ohio River during the Pleistocene Epoch. The surrounding topography consists of steep-sided, flat-topped hills separated by narrow stream valleys.

Two flat-lying bedrock formations of Pennsylvanian age outcrop in the site vicinity and form the adjacent hills, which rise to el 1,200

feet, as shown on Figure 2.5.1-2. The rocks are unmetamorphosed and show no evidence of major geologic deformation or tectonic activity. Regionally, the site lies near the center of a basin structure of

Permian age (Figure 2.5.1-3). The Upper Freeport coal seam lies at el 900 feet, approximately 150 feet above the plant elevation and has been exploited to some extent in the site area. Several thinner coal seams are believed to exist beneath the site between 0 and 200 feet depth, but are not of sufficient extent or quality for commercial development at this time.

Massive sandstones were utilized locally in the past as dimension blocks for use in nearby bridge abutments, retaining walls, and

building construction. None of this activity is carried on presently in the site area.

Minor oil and gas production has been realized within 4 miles of the site, drawing mainly from the Pocono Group of Early Mississippian age. There has been neither mining activity nor hydrocarbon extraction

beneath the site which could cause ground settlement or collapse, nor is any anticipated.

The regional geologic history of the site region is discussed in Section 2.5.1.1.4, and reveals that the site area has not been subjected to severe diastrophic events at any time since the Precambrian. The area has remained tectonically stable since the Allegheny orogeny, approximately 250 million years ago, with the exception of epeirogenic uplifts, downwarping, and rebound, due to

glacial loading. The site is located in an area of very low seismicity within the

Appalachian Plateau tectonic province as shown on Figure 2.5.1-5. The nearest earthquake of epicentral Intensity V Modified Mercalli (MM), or greater, took place June 27, 1906, at Fairport, Ohio (near Cleveland), 80 miles northwest of the site. Only one earthquake has been reported within 50 miles of the site, reported at Sharon, Pennsylvania, on August 17, 1873, approximately 40 miles north of the site. Limited details have resulted in an estimated intensity of

BVPS-2 UFSAR Rev. 0 2.5.1-2 III-IV (MM). The largest earthquake in the site region is the intensity VII-VIII (MM) event which occurred March 8, 1937, near Anna, Ohio, approximately 200 miles southwest of the site.

Results of geologic mapping in the site area indicate there is no hazard of surface faulting at or near the site. Additionally, no hazard due to ground subsidence is present which could affect the

site. In general, the founding material at the plant site is glacial

outwash, overlain locally by thin deposits of silt, sand, and clay deposited during higher stages of the Ohio River. The founding materials for the plant structures are discussed in detail in Section

2.5.4. Exploratory

borings have shown that the bedrock beneath the site is a hard, black shale, and gray sandstone, probably belonging to the Allegheny Formation of Pennsylvanian age. It is estimated to be 350 feet thick in the plant area and shows no indication of extensive

weathering, solution cavities, or other deleterious characteristics. The work described herein was performed by Stone & Webster Engineering Corporation (SWEC), Boston, Massachusetts, with the following exceptions:

1. Raymond International, Hackensack, New Jersey, performed subsurface test borings, standard penetration tests, and

soil, and rock sampling in the site area under the direction

of SWEC.

2. Weston Geophysical Engineers, Inc., Westboro, Massachusetts, performed in situ seismic velocity measurements, including seismic refraction profiles and cross-hole, down-hole, and up-hole seismic tests for determining shear moduli of the overburden and bedrock characteristics. They also prepared the original seismicity analysis.

3. Pennsylvania Drilling Company, Inc., Pittsburgh, Pennsylvania, performed subsurface test borings, standard penetration tests, soil and rock sampling, and piezometer

installations under the direction of SWEC.

4. Eger Drilling Company, Inc., Bridgeville, Pennsylvania performed subsurface test borings, standard penetration tests, soil sampling and piezometer installations under the direction of SWEC.

2.5.1.1 Regional Geology

2.5.1.1.1 Regional Physiography The BVPS-2 site lies on the south bank of the Ohio River within the

Appalachian Plateau physiographic province (Figure 2.5.1-1) (Fenneman 1938). This province is characterized by relatively undeformed

BVPS-2 UFSAR Rev. 0 2.5.1-3 Paleozoic sediments which have been gently tilted and extensively dissected, producing the appearance of a rejuvenated peneplain. In Beaver County, the flat hill tops lie at approximately el 1,200 feet above narrow valleys cut 200 to 400 feet below the top of the hills.

Alluvial deposits of varying thickness are found at various elevations on the valley walls, and consist mainly of interbedded sands and

gravels. These deposits frequently occur as terraces, and are the result of higher stages of rivers carrying large amounts of glacial outwash during the Pleistocene. The limit of glacial ice has been mapped as being approximately 20 miles north of the site (Shepps et al 1959). Geologically, the province is a broad, gentle basin whose youngest rocks are the Dunkard Group of Early Permian age. The province is bounded on the west by the Central Lowland province, the boundary

being an escarpment of Pennylvanian rocks 1,000 feet high in Tennessee and Kentucky, and a lower escarpment of Mississippian rocks in central southern Ohio. The boundary is somewhat indistinct in central Ohio, but generally follows the limit of glacial till plains. To the northwest and north of the site area, the boundary again follows an escarpment, formed by Silurian and Devonian sandstones, limestones, and Ordovician shales, to their contact with the Precambrian rocks of the Adirondacks (Fenneman 1938). The eastern boundary with the Valley and Ridge province occurs 105 miles east of the site and is marked by

an abrupt topographic escarpment as much as 1,500 feet high, called the Allegheny Front. The Valley and Ridge province is characterized by a series of narrow, parallel ridges and valleys; the ridges being limbs of folds composed of resistant rock, and the valleys being the crests and troughs.

A portion of the Central Lowland physiographic province also lies within the site region, the boundary occurring 85 miles to the west. This province is characterized by having a Precambrian basement, or

craton, with a veneer of nearly horizontal sedimentary rock of varying thicknesses. The structure is generally controlled by several basins and domes formed by Paleozoic epeirogenic activity. This has produced a diversity of geomorphic features, a large part of which has been extensively modified by Pleistocene glaciation (Eardley 1962).

2.5.1.1.2 Regional Stratigraphy The distribution of the major geologic units within the site region is

shown on Figure 2.5.1-3. A generalized cross section and regional stratigraphic column are given on Figures 2.5.1-4 and 2.5.1-6 , respectively. The detailed stratigraphy of the Appalachian basin is thoroughly discussed by Colton (1970) and is summarized subsequently. 2.5.1.1.2.1 Precambrian

Rocks of Precambrian age are exposed in the site region, approximately 180 miles to the southeast in the Blue Ridge

anticlinorium. These are a sequence of metasediments and BVPS-2 UFSAR Rev. 0 2.5.1-4 metavolcanics which unconformably overlie what is commonly called Precambrian basement. The basement complex consists of schists, gneisses, and a wide variety of intrusives. The nearly peneplained basement surface has been determined to slope gently to the southeast under the region. Little is known about the stratigraphy of the Precambrian beneath the Appalachian basin.

2.5.1.1.2.2 Cambrian Lower Cambrian deposition was concentrated in the southeast part of

the Appalachian basin and resulted in a thick clastic wedge sequence, which included the sequence of rocks from the Loudoun to Waynesboro Formations. Equivalent rocks were not deposited on the west limb of the basin. Deposition on the western edge began in the Middle Cambrian with the Mt. Simon, Rome, and Conasauga Formations. The clastic sequence was followed in Middle and Late Cambrian time by basinwide deposition of carbonate rocks. These include the Elbrook Dolomite, Conococheague Limestone, the Lower Ordovician Beekmantown and Middle Ordovician Chambersburg, and Trenton Group rocks.

2.5.1.1.2.3 Ordovician

The carbonate sequence gives way abruptly during the Middle Ordovician to marine clastic deposits, beginning with the Martinsburg Shale. A thick clastic wedge about 8,000 feet thick is believed to have apexed in western Virginia and North Carolina during this time (Eardley 1962). Ordovician clastic sedimentation ended with the deposition of the Oswego Sandstone and Queenston Formation. Evidence exists for a diastrophic event affecting the Upper Ordovician along the east side of the basin, with some units missing, and an angular unconformity being developed (Colton 1970).

2.5.1.1.2.4 Silurian

The Upper Ordovician clastic sequence is overlain by a thin sequence of predominantly clastic rocks, mainly of Early Silurian age, that extends throughout most of the Appalachian basin. It is thickest in the northeast part, and thins to the west, southwest, and north, being totally absent in eastern New York. These rocks include some of the major ridge forming rocks of the Valley and Ridge, and include the

Tuscarora Sandstone and Clinton Group. A carbonate sequence began in the Middle Silurian, and continued into

Late Silurian, Early Devonian, and even into the Middle Devonian in some areas. Like the underlying sequences, it is wedge-shaped, being thickest on the east and thinning out to the west and south. The sequence begins with the Lockport Dolomite, and includes the Salina and Bass Islands Group of Late Silurian age, deposited in evaporitic basin conditions, and the Helderberg Group. This sequence is overlain

in most parts of the basin by the Oriskany Sandstone. BVPS-2 UFSAR Rev. 0 2.5.1-5 2.5.1.1.2.5 Devonian Early Devonian carbonate deposition gave way to predominantly clastic sedimentation in the Middle and Late Devonian throughout most of the basin. The contact is conformable in most places and begins with the Needmore Shale. The sequence includes the Olentangy, Chemung, Catskill, and Bedford formations in the site region and ends before

deposition of the Berea Sandstone or Pocono Group. 2.5.1.1.2.6 Mississippian

The Mississippian sequence conformably overlies the Devonian clastic sequence in most areas. The sequence is basically wedge-shaped with modifications due to erosion in eastern Ohio-western Pennsylvania, occurring in the Late Mississippian or Early Pennsylvanian time. The sequence includes the Pocono Group, the Greenbrier Group, and the

Mauch Chunk Formation. 2.5.1.1.2.7 Pennsylvanian

Pemsylvanian strata are commonly disconformable on the Mississippian and are distinctly clastic. They include thick sequences of alternating beds of sandstone, shale, and siltstone with lesser amounts of coal and limestone. The Pottsville, Allegheny, Conemaugh, and Monongahela Formations were deposited at this time, and include

the great coal-bearing formations of the basin. It has been determined that the Pennsylvanian sequence was originally much thicker, and more extensive, than at present, and nearly 75 percent of

the sequence has been eroded since the Paleozoic (Colton 1970). 2.5.1.1.2.8 Permian

Overlying the Monongahela Formation in an oval area in West Virginia, southeast Ohio, and southwest Pennsylvania, is the Dunkard Group, of

probable Lower Permian age. The Dunkard Group continued the variable deposition sequence started in the Pennsylvanian. The Allegheny orogeny, occurring progressively from the southeast during the

Pennsylvanian and Permian, ended the extensive depositional cycle of the Paleozoic and exposed the sediments of the basin to a long period of erosion which is continuing today.

2.5.1.1.2.9 Triassic

The only rocks found in the site region younger than the Dunkard Group are located approximately 165 miles east of the site in the Gettysburg basin. They belong to the Newark Group and are believed to be Late

Triassic or perhaps Early Jurassic in age. They are mainly continental sandstones, arkoses, conglomerates, and fanglomerates deposited in long, narrow, fault-bound basins. Numerous mafic sills

and dikes are found associated with these deposits, and are believed to be the result of continental rifting during the Late Triassic and Early Jurassic. BVPS-2 UFSAR Rev. 0 2.5.1-6 2.5.1.1.2.10 Pleistocene Unconformably overlying the Paleozoic rocks of northern Pennsylvania and Ohio are the unconsolidated deposits of several episodes of

Pleistocene glaciation. Although glacial ice never advanced as far as the site area, the effects of its proximity are evident by the presence of high-level gravel terraces along the Ohio River and its

major tributaries. These deposits provide the substrata on which the great majority of the cultural and industrial centers are founded.

Erosion since the retreat of the ice has considerably modified and removed much of the original deposits, but three terraces remain in the site area. The plant is situated on the uppermost terrace and is

more fully described in Section 2.5.1.2. 2.5.1.1.3 Regional Structural Geology

The site lies on the west limb of the Appalachian sedimentological basin near the axis of the Appalachian coal basin (Rodgers 1970) or the axis of the Pittsburgh-Huntington basin (Wagner et al 1970). This area is just east of the Central Stable Region of North America and west of the Blue Ridge and Piedmont provinces as indicated on Figure

2.5.1-7. All Carboniferous rocks in this area dip gently (less than 5 degrees)

toward the basin axis, a line through Pittsburgh to Huntington, West Virginia. The basin contains the youngest sedimentary rocks in this part of the country, the Dunkard Group of Lower Permian age, exposed in the axial area 26 miles south of the site. The underlying Middle and Lower Paleozoic strata continue to thicken eastward, so that the axis of deposition is displaced somewhat east of Pittsburgh. The Precambrian surface also continues to dip southeastward under the entire Appalachian basin (Rodgers 1970). East of Pittsburgh, the dip of the Carboniferous strata reverses, and the units are deformed into

broad gentle folds. This trend continues eastward into the Allegheny Mountains, until the Allegheny Front is reached at the outermost Carboniferous outcrop. Three anticlines form prominent ridges before the Allegheny Front is reached. These are the Chestnut Ridge, Laurel Hill, and Accident Mountain anticlines. Most of the structures found in the site region are the result of the Allegheny orogeny, which

culminated in Late Permian time. No diastrophic events have occurred in the site region since the Early Jurassic.

2.5.1.1.3.1 Structures of the Appalachian Plateau Folding Major folds within 200 miles of the site are discussed in terms of their history of development, geologic setting, and effects on the

geology of the site. The major structural features mentioned herein are shown on Figure 2.5.1-7.

Folds within the site region of the Appalachian Plateau are well displayed southeast of the site between Pittsburgh and the Allegheny

BVPS-2 UFSAR Rev. 0 2.5.1-7 Front. Their wavelengths range from 6 to 12 miles and their structural reliefs vary from 500 to 2,500 feet (Rodgers 1970; Cardwell et al 1968). The three largest of these are the Chestnut Ridge, Laurel Hill, and Accident Mountain anticlines which bring uppermost Devonian rocks to the surface. They are 65, 75, and 85 miles from the site, respectively. Farther east, 150 miles from the site, the higher Deer Park anticline brings to the surface a larger section of Upper Devonian shale. Dips are usually less than 10 degrees and no regularity of plunge of the folds is apparent. Faulting at the surface is rare, but oil and gas drilling has revealed several major faults at depth, mostly in the Devonian section. Evidence indicates that these may be sole thrusts for BVPS-2 UFSAR Rev. 0 2.5.1-8 westward movement of the overlying Plateau rocks (Gwinn 1964). The trend of the folds closely parallels the trend of the major folds in the Valley and Ridge of central Pennsylvania, swinging from north-northeast near Pittsburgh, to east-northeast in north-central

Pennsylvania. Two of the Plateau folds can be traced southwestward into West Virginia, where they steepen significantly and increase in amplitude. The Deer Park anticline and the Briery Mountain anticline, the continuation of the Accident Mountain anticline, converge in West Virginia, 100 miles south of the site, and become the Elkins Valley anticline, whose west flank has a structural relief of 9,000 feet and

is locally overturned. Thrust faults have been suggested beneath the anticline from well data (Rodgers 1970). All of the anticlines show westward offset across the west-northwest trending Morgantown-Sang Run

and Fairmount-Rowlesburg lines. The nature of these features is not clearly understood at this time but may be related to reactivated basement fracture zones along which strike slip movement has occurred (Rodgers 1970; Cardwell et al 1968). Of significantly different trend from these folds is the Burning

Springs anticline in west-central West Virginia, about 100 miles southwest of the site. It trends nearly north-south across the center of the coal basin with a structural relief of 1,650 feet. The limbs

dip very steeply, and the fold structure terminates rather abruptly at either end. Its existence has been interpreted to be due to several repetitions of the Devonian section along imbricate thrust surfaces, possibly facilitated by the presence of Salina Group salt beds (Rodgers 1970).

The folds of the Plateau are so parallel to those in the adjacent Valley and Ridge, that no one doubts their formation at the same time and by the same forces. The difference in complexity and degree of

deformation between the two areas indicates that the stress levels were considerably lower in the Plateau, or the rocks responded to the force differently because of an anisotropic property of the rocks. Thin-skinned tectonics, with movement occurring along zones of salt or weak shales, seems to be the best explanation for the origin of structures found in the Appalachian Plateau of the site region (Rodgers 1963, 1970; Gwinn 1964). Recent seismic reflection profiling in the southern Appalachians

appears to confirm large scale decollement movement of rocks in the Appalachian Plateau and Valley and Ridge. Movement was generally to the northwest and occurred mainly during the Allegheny orogeny (Cook

et al 1979, 1980). Other folds of note exist in the Appalachian Plateau section of eastern Ohio. The Parkersburg-Lorain syncline is the westernmost fold of the western Appalachian basin, and can be traced from Parkersburg, West Virginia, to Lorain County on Lake Erie. The syncline is a structural trough trending N10W and is nearly 5 miles wide in the Marietta region, approximately 80 miles west of the site (Lemborn 1951). The Cambridge arch is the anticlinal counterpart of the

Parkersburg-Lorain syncline, and parallels it to the east. It BVPS-2 UFSAR Rev. 0 2.5.1-8a can be traced from the Ohio River in Washington County, Ohio, northwestward into Summit County. The structure has a relief of 450 feet in Washington County, but becomes less well defined northward (Lamborn 1951). Both of these folds are known to affect the

Devonian shale sequence above the Onondaga Formation. The folds BVPS-2 UFSAR Rev. 0 2.5.1-9 are underlain by pinchouts of bedded salt, and their location may be due to movements along this zone during the Allegheny orogeny. Faults The Clarendon-Linden fault zone is a major tectonic feature in the Appalachian Plateau and Central Stable Region of western New York. It

trends north-south for over 60 miles from near Lake Ontario to northern Allegheny County. The Clarendon-Linden fault is postulated to be not a single fault but instead, a zone consisting of several

parallel basement faults which become surface flexures (Van Tyne 1976). Most of the movement is believed to be confined to those formations below the Silurian deposits. Movement is believed to have

been downthrown to the east, reversing later to become downthrown to the west. A significant amount of seismic activity has taken place in the area of Attica, New York, in close proximity to the Clarendon-Linden structures (Sbar and Sykes 1977; Pomeroy et al in press). Recent low-level seismic activity has been correlated with high-pressure fluid injection operations in brine fields which are developed in the area, and it is believed to be relieving stress along the fault system. For this reason, the fault must be considered an active feature. The south end of the fault zone is about 160 miles

northeast of the BVPS-2 site. The seismicity of the Clarendon-Linden fault zone is discussed in Section 2.5.2. The Intensity VIII (MM) event in 1929 near Attica is the largest event to occur in western New

York and has been correlated with the Clarendon-Linden structure. Recent work in south-central Pennsylvania has resulted in a proposed fault zone near latitude 40N called the Transylvania fault (Root and Hoskins 1977). This zone is believed by the authors to be a fundamental fracture of the continental plate, end has been traced from the Blue Ridge, across the Appalachian Plateau a few miles south of the BVPS-2 site. The fault is believed to have been active prior to the opening of the Atlantic and was rejuvenated at that time. No seismic activity is now associated with the zone, and it probably has been inactive at least since the Jurassic. The existence of the zone in the Appalachian Plateau is somewhat conjectural, based only on anomalous aeromagnetic patterns (Popenoe et al 1964; Beck and Mattick 1964) and a proximity to one of Wagner and Lytle's (1976) zones of

structural discontinuity. Other investigators have recently proposed the existence of similar geologic features beneath the Appalachian Plateau. Wagner (1976) hypothesizes "growth faults" based on the confined subsurface distribution of certain rock units of Cambrian and Lower Ordovician age. The faults were to have been active during the Cambrian and Ordovician periods. Root (1978) proposes similar down-to-the-east basement faults recurrently active during the Paleozoic and Mesozoic

eras. Parrish and Lavin (1982) propose that kimberlite intrusions of Mississippian to mid-Jurassic age were emplaced at the intersection of basement faults along the edge of the Rome Trough with cross-structural lineaments. These cross-structural lineaments were identified from gravity and magnetic anomaly terminations, BVPS-2 UFSAR Rev. 0 2.5.1-10 pronounced magnetic gradients, changes in gravity patterns, structural discontinuities and satellite imagery. The basement faults are believed to be Triassic to Jurassic in age. Harris (1978) proposes border faults to the Rome Trough in Kentucky and West Virginia as

being active during early and middle Paleozoic time. There appears to be no correlation between the Transylvania faults, Wagner or Root's growth faults, or those faults and lineaments proposed by Parrish and Lavin. All of the features described above are believed to be at least Mesozoic in age, show no history of

seismic activity, and pose no threat to the safety of the BVPS-2 site. Other investigators have recently proposed the existence of similar geologic features beneath the Appalachian Plateau. Wagner (1976) hypothesizes "growth faults" based on the confined subsurface distribution of certain rock units of Cambrian and Lower Ordovician age. The faults were to have been active during the cambrian and Ordovician periods. Root (1978) proposes similar down-to-the-east basement faults recurrently active during the Paleozoic and Mesozoic.

Parrish and Lavin (1982) proposal that kimberlite instrusions of Mississippian to mid-Jurassic age were emplaced at the intersection of basement faults along the edge of the Rome Trough with cross

structural lineaments. These cross structural lineaments were identified from gravity and magnetic anomaly terminations, pronounced magnetic gradients, changes in gravity patterns, structural

discontinuities, and satellite imagery. The basement faults are believed to be Triassic to Jurassic in age. Harris (1978) proposes border faults to the Rome Trough in Kentucky and West Virginia as being active during early and middle Paleozoic time. There appears to be no correlation between the Transylvania fault, Wagneror Root's growth faults or those faults and lineaments proposed by Parrish and Lavin. All of the features described above are believed to be at least Mesozoic in age, show no history of seismic activity, and pose no threat to the safety of the BVPS-2 site.

Ver Steeg (1944) describes several minor faults in eastern Ohio. Between Wilkesville and Clarion in Vinton County, there is a north-

south striking fault with a throw of 7 feet; in Harrison County, a north-northeasterly striking reverse fault has a throw of 1.5 feet. He also describes a vertical fault with a throw of 15 feet dipping to the west at 45 to 50 degrees. The age of these minor faults is not known, but they may be related to Alleghenian folding. They occur 140 and 42 miles southwest of the site, respectively.

Janssens et al (1976) report overthickened Salina units and folding of the younger sediments in Guernsey County, Ohio, approximately 60 miles from the site. They postulate thrusting above the E salt unit of about 1 mile toward the northwest, with parallel folding of the preceding units. They also postulate a major tear fault in east-central Washington County, Ohio, similar to others found in the Appalachian basin associated with movement along salt beds during the Allegheny orogeny, approximately 95 miles from the site. (Janssen

1977, personal communication) BVPS-2 UFSAR Rev. 0 2.5.1-11 2.5.1.1.3.2 Structures of the Central Stable Region Folds The Cincinnati arch is the dominant basement structure in the Central Stable region of Ohio. This feature marks the change in dip from the easterly component of the Appalachian basin to the westerly component of the Michigan and Illinois basins. It served to divide the basins into separate depositional environments as well as to separate the mobile Appalachian basin from the stable intra-cratonic interior.

The Cincinnati arch is the northern extension of the Nashville-Jessamine dome, located in Tennessee and Kentucky. At its northern end, the arch bifurcates into the northwesterly trending Kankakee arch, and the north-easterly trending Findlay arch. The earliest development of the arch took place near the end of the Early

Ordovician, with evidence of erosion of the Lower Ordovician and Upper Cambrian in northern Ohio. A complex sequence of uplift, stability, and subsidence relative to the basins followed, continuing into post-

Permian to pre-Late Triassic time when the final uplift occurred (Janssens 1967, 1973). The arches represent Precambrian basement structural highs which have remained inactive since approximately the

beginning of the Mesozoic. The arch system continues into Canada and extends to the Canadian Shield as the Algonquin axis. A cross structure, the Chatham sag, separates the Findlay arch from the Algonquin axis. The feature in Canada is believed to have a similar, related history. The arch

system is believed to have served as the anvil during lateral compression of the Paleozoic sediments from the southeast and east during the Allegheny orogeny (Rodgers 1970).

Faults Ver Steeg (1944) describes a minor fault in Delaware County, Ohio, within the Central Stable Region. It strikes N20E and dips 58 degrees to the east with a displacement of 8.5 feet. Jacoby (1969) reports two minor faults in the International Salt Mine in Cleveland. Both are nearly vertical gravity faults striking N70W, and dipping to the north. The throws on the faults are 4 to 4.5 feet and 47 feet. The

origin of the faulting is unknown. Owens (1967) reports a small displacement, north-south trending, gravity fault, downthrown to the east on the Precambrian surface in Clinton-Fayette-Pickaway Counties, Ohio. The fault is based on an east-west seismic cross section. He also states the feature may be

the result of erosion on the Precambrian surface. Two other faults in Ohio were recognized during site investigations for Perry Nuclear Power Plant - Unit 1 and Unit 2, Lake County, Ohio, approximately 90 miles northwest of the site. The Warners Creek and Hell Hollow faults were found to be relatively small features, probably younger than 35,000 years and related to slumping of rock masses along joint planes or thrust faults which resulted from BVPS-2 UFSAR Rev. 0 2.5.1-12 loading effects and ice movements during the Pleistocene (Cleveland Electric Illuminating Company 1974). Evidence for deep-seated faulting in the area was not present. The largest fault known in Ohio is the Bowling Green fault, approximately 180 miles from the BVPS-2 site. It is a high angle reverse fault and trends north-northwest across the top of the Cincinnati arch through Hancock, Wood, and Lucas Counties into Michigan. It displaces the Trenton oil horizon some 200 feet. The fault is believed to become a monocline at both ends (Ver Steeg 1944; Janssens 1973). The bedrock surface across the fault was leveled by erosion during the Mesozoic and Cenozoic eras, and it appears that no movement has occurred on the fault since about the end of the Paleozoic (Woodward-Moorhouse and Associates, Inc. 1974). The majority of structural features in northwestern Ohio lie in a northwest-southeast direction paralleling the trends in the Michigan basin, to which they are probably related.

Several faults have been identified in Ontario in the vicinity of the Chatham sag. They include the Electric fault, the Dawn fault, the Clearville fault, the Kimball-Colinville fault, and the Willey fault (Brigham 1972). These faults are 140 miles from the site at their nearest known location and are believed to be Ordovician to Devonian in age, with no evidence of post-Devonian activity.

2.5.1.1.3.3 Structures of the Valley and Ridge Province

Sedimentary strata of the Valley and Ridge have been deformed into a close succession of anticlines and synclines, each several miles across. Most folds are asymmetrical and have been overturned or steepened on the northwest limb. Progressive deformation has resulted in southeast dipping thrust faults developing along the overturned limb in places. Faulting is common in the Valley and Ridge of Virginia and Tennessee, while folding dominates in Pennsylvania. The deformation has been related to thin-skinned tectonics which took place during the Allegheny orogeny (Gwinn 1964, 1970; Rodgers 1963, 1970). Some of the larger structures closest to the site are the Wills Mountain anticline, Broad Top syncline, and the Nitanny anticline, 110 to 125 miles southeast of the site. All of these structures have been shown to be the result of folding and thrusting along relatively shallow, weak stratigraphic units during the Allegheny orogeny. The Birmingham and Sinking Valley thrusts are exposed 115 miles southeast of the site, and are associated with development of the Nitanny

anticlinorium. A major fault, the Little North Mountain thrust, is present 150 miles southeast of the site where it coincides with the mid-province structural front, the zone of vertical and overturned beds (Rodgers 1970). It is just one of several thrusts in the Valley and Ridge of Virginia and Maryland, which developed approximately in the same manner and at the same time. BVPS-2 UFSAR Rev. 0 2.5.1-13 2.5.1.1.3.4 Structures of the Blue Ridge and Piedmont Provinces A small part of the Blue Ridge and Piedmont provinces lies within 200 miles of the BVPS-2 site. The history and geologic structures of the

two provinces are similar and are discussed together. The Blue Ridge and Piedmont provinces are characteristically composed of metamorphosed Precambrian and Lower Cambrian eugeosynclinal sediments, which have been intensely folded and faulted. Involvement during two deformations distinguishes these provinces from the Valley and Ridge to the west. Major features of the northern end of the provinces, within 200 miles of the site, are the South Mountain-Blue Ridge anticlinorium and the Catoctin Border fault. The former is the major anticlinal feature of the Blue Ridge, and exposes metamorphosed Precambrian basement rocks in its core with volcanic rocks unconformably overlying them. Plate tectonic theory and interpretation of recent seismic profiling indicate that the Blue Ridge and Piedmont rocks are allochthonous, having been thrust a minimum of 35 miles over Valley and Ridge sedimentary rocks. Deformation and westward transport is believed to have started during the Ordovician Taconic orogeny and culminated in the Pennsylvania to Permian, Allegheny orogeny. Orogenic compressive stresses ceased with the initiation of continental rifting during the Triassic and Jurassic, creating the present Atlantic Ocean basin (Cook 1983; Cook et al 1979; Harris and Bayer 1979; Cook, Brown, and Oliver 1980.)

The Catoctin Border fault forms the western boundary of the Piedmont province in Pennsylvania, Maryland, and northern Virginia. It is a normal fault, downthrown to the east, and borders the Gettysburg-Culpepper basin of Triassic age.

2.5.1.1.3.5 Lineaments Within the Site Region Several studies have included the identification and analysis of

lineaments in the area surrounding the BVPS-2 site (Gwinn 1964; Wagner and Lytle 1976; Kowalik and Gold 1976; Briggs and Kohl 1976; Saunders and Hicks 1976; Bench et al 1977; Colton 1977). Some studies were based on satellite imagery, while others used subsurface geologic information. Several lineaments were identified in the immediate site vicinity, but none are believed to correspond to bedrock fault traces.

Most lineaments can be shown to correspond to topographic features and segments of rivers and streams. Many lineaments which represent valley traces are parallel or normal to fold axes. Joint patterns in this area also tend to be parallel or normal to these axes (Briggs and Kohl 1976). Although the relationship between joints and straight stream valleys is still in question, the valley lineaments do suggest

some relation to Allegheny orogeny folding. Most, if not all, lineaments identified in Pennsylvania can be shown to have originated before the Cenozoic. The very low level of seismic activity in the

area precludes development of any lineaments as a result of recent fault movement. BVPS-2 UFSAR Rev. 0 2.5.1-14 2.5.1.1.4 Regional Geologic History The geologic history of the region about the site can best be understood by tracing the history of development of the central Appalachian basin. The Appalachian basin is an elongated sedimentary basin which extends from the Canadian Shield in southern Quebec and Ontario southwestward to central Alabama. It includes here the area of typical Valley and Ridge structures, as well as the rocks of the Appalachian Plateau. Most of the site region (200-mile radius) falls within this area, except for a small section of Blue Ridge and

Piedmont rocks to the southeast. The general configuration and character of the Precambrian basement beneath the basin is fairly well known from oil and gas exploration activities and gravity and aeromagnetic data. Rocks of the Canadian Shield are believed to continue as a peneplain surface beneath the Paleozoic cover, and slope at a very low angle to the south and southeast (Beck and Mattick 1964; King 1977; Kulander and Dean 1978). The depth to the basement is generally equal to the thickness of the

overlying sediments and ranges from 2,000 feet over the Cincinnati arch to about 35,000 feet in the geosynclinal portion of the Appalachian basin. The basement surface reflects a long period of

erosion which began in Late Precambrian time, and continued into the Middle Cambrian. It resulted in a marked angular unconformity between the metamorphic and igneous complex of the basement, and the sedimentary pile within the basin. Subsidence of the basement in the late Middle Cambrian and Late Cambrian initiated deposition of marine sediments, consisting mostly of sandstone and sandy dolomite, the basal clastic sequence. The sequence is wedge-shaped with the greatest thickness being along the eastern edge of the basin, indicating transgression from the southeast. This sequence was followed by an episode of carbonate deposition during the Late Cambrian and Early Ordovician during a prolonged period of crustal quiescence. Evidence suggests that the carbonate deposits ended abruptly southeastward at a continental shelf bordering the eugeosyncline (Rodgers 1968). This sequence ended after deposition of the Trenton Limestone.

Gentle epeirogenic uplift during the early Middle Ordovician resulted in an erosional disconformity in the upper part of the Cambrian-

Ordovician carbonate section in some parts of the basin. Clastic sediments of Late Ordovician to Middle Silurian age conformably overlie the Trenton, although in many areas this episode began in the

Middle Ordovician (King 1959). They were derived from erosion of emergent land to the southeast and southwest (Eardley 1962; King 1959). The first part of the later clastic deposits forms the Middle

and Upper Ordovician Normanskill and Martinsburg Formations of New York and Pennsylvania, considered to be flysch deposits (King 1977). Evidence exists for a major deformation in Late Ordovician time, mostly from the northeastern part of the basin. The Taconic orogeny left its imprint in central and eastern Pennsylvania as a distinct angular unconformity between highly deformed Upper Ordovician rocks, only slightly deformed Lower Silurian rocks. BVPS-2 UFSAR Rev. 0 2.5.1-14a A thick wedge of elastic sediments, centered in east-central Pennsylvania, began to accumulate in Late Ordovician time, and continued through the Silurian and Devonian, with the greatest development during the Silurian and Devonian. The source of these

sediments is believed to have been an upland to the east which was developing as a result of continental plate convergence (King 1977).

BVPS-2 UFSAR Rev. 0 2.5.1-15 Early Silurian clastics were followed by a thick carbonate and shale sequence during the Middle Silurian. Overlying these are the evaporites of the Salina Group and the Bass Islands carbonates. The top of the Bass Islands is a widespread Early Devonian unconformity, while the top of the overlying Helderberg Formation is a widespread regional unconformity. This unconformity was overlain by the transgressive sequence of the Oriskany and Bois Blanc Formations and

was followed by carbonate deposition (Onondaga). This was followed by a thin sequence of clastics with intermittent carbonates up to the end of the Devonian, known as the Catskill Delta. Deposition of the Pocono

Sandstone and Mauch Chunk Shale followed conformably on top of the marine Catskill deposits in some areas, but unconformably in most of the basin during the Early Mississippian. They indicate thickening toward the eastern geosynclinal trough which coincided with the Valley and Ridge province.

Another gentle uplift occurred in Late Mississippian or Early Pemsylvanian time in the northwest part of the basin and resulted in an erosional disconformity between the Mississippian and Pennsylvanian (Colton 1970). The Pennsylvanian strata are distinctly clastic, and include the great coal-bearing formations of the Appalachian Plateau and Valley and Ridge provinces, deposited in a restricted basin. The Pottsville, Allegheny, Conemaugh, and Monongahela Formations in the site vicinity were deposited at this time.

Conformably overlying the Monongahela in an oval area of southwest Pennsylvania, eastern Ohio, and West Virginia, is the Dunkard Group of Early Permian age. It is composed of shale, sandstone, and a few thin

coal beds. The age of deformation of this area is not clearly defined, but, presumably, it was later than the youngest rocks present, and before deposition of Late Triassic sediments in the Newark-Gettysburg basin, 165 miles east of the site. The Allegheny orogeny completely changed the character of the Appalachian basin from a predominantly depositional environment into an emergent mountain range and plateau.

The basin can be separated into two structural provinces, the Appalachian foldbelt on the east, and the Appalachian Plateau on the west. The boundary between the two closely coincides with the Allegheny Front. The foldbelt was subjected to intense deformation during the Allegheny orogeny which resulted in folding and faulting and generation of the Valley and Ridge mountains in central Pennsylvania and Virginia. Intensity of deformation decreases rapidly west of the Allegheny Front.

The Appalachian Plateau was also subject to the lateral compressive forces of this orogenic episode, and shows mild deformation within the higher stratigraphic units. The presence of Salina salt beds underlying a large portion of the area apparently had a major effect on controlling the deformation in this area. The salt beds greatly reduced the resistance to the lateral compressive stresses, and

facilitated thin-skinned tectonic movements over a large area (Gwinn BVPS-2 UFSAR Rev. 0 2.5.1-16 1964; Rodgers 1963). In some parts of the Plateau, it can be shown that other weak sedimentary units may have acted in a similar manner (Rodgers 1970). These deposits were the major influence for lateral, northwestern thrusting of the orogenically-disturbed sequences, folding, and faulting of strata above the weak zones, and plastic flow and decollement deformations within the zones. Most of the folds are asymmetrical and steepest on the northwest flank. Thrust faults are

the dominant structure in the southern Appalachians, but die out in southern Pennsylvania in a belt of anticlines and synclines.

The tectonic forces which resulted in the Allegheny orogeny are believed by many to be a continuation of earlier Paleozoic continental collision. The forces have been extinct since Late Paleozoic-Early

Mesozoic time when, it is believed, the continental plates were rifted apart and generated the present Atlantic Ocean basin. Since that time, the Appalachian basin area has been subjected to moderate epeirogenic movements, which have provided the relief necessary to produce the geomorphologic dissection present today.

Outside the Appalachian basin, but within the site region in eastern Pennsylvania, is an area of Mesozoic deformation and sedimentation. The Newark-Gettysburg-Culpepper basin is a series of long, narrow, fault-bound basins of Late Triassic and Early Jurassic deposits, which developed as a result of continental rifting. The deposits are chiefly clastic, and predominantly red in color, being fanglomerates, conglomerates, sandstones, arkoses, and mudstones. Basalt flows, and diabase dikes and sills are voluminous within the deposits. The total thickness of the deposits is about 20,000 feet, believed to be derived from granitic and gneissic terrain to the southeast (Eardley 1962). The faulting that marked the beginning of the basin deposition indicates the beginning of the Palisades orogeny. It started in late Triassic time, and probably ended before the Early Jurassic (Rodgers 1970). The final phase in the geologic history of the site region was that of the Pleistocene glaciations, which covered the entire northern half of the region. The tectonic results of the glaciations were down-warping of the area overlain by and adjacent to ice, followed by rebound after removal of the ice load. The low-level seismic activity that still occurs in the northeastern United States and eastern Canada is

traditionally attributed to this rebound. Periglacial events, associated with the development of outwash terraces along the Ohio River, are as yet incompletely understood.

2.5.1.2 Site Geology

2.5.1.2.1 Site Physiography The site is located on the south bank of the Ohio River in the town of Shippingport, 0.5 mile southeast of the town of Midland, Pennsylvania, and adjacent to Beaver Valley Power Station - Unit 1 (BVPS-1). It is situated near the center of the Appalachian Plateau BVPS-2 UFSAR Rev. 0 2.5.1-17 physiographic province as outlined by Fenneman (1938). As previously described in Section 2.5.1.1.1, this province is characterized as an extensively dissected peneplain underlain by nearly flat-lying, undeformed Paleozoic sediments. The dissected topography has been somewhat subdued beneath several glacial drifts beginning about 20 miles north of the site and extending northward.

The site is situated on the uppermost Pleistocene outwash terrace of the Ohio River, which has an average elevation of approximately 735 feet in the main plant area (Figure 2.5.4-1). A younger terrace exists between the upper terrace and the present flood plain of the Ohio at an elevation of approximately 688 feet. The mean pool elevation of the river at the site is approximately 664 feet 6 inches. The upper terrace rises gently southward for a distance of approximately 1,500 feet before ending abruptly against a series of steep-sided, flat-topped hills with a top elevation of approximately 1,200 feet. The Ohio River is between 1,000 feet to 1,400 feet wide near the site, including the present flood plain.

Figure 2.5.4-50 is a top of rock contour map. As indicated on Figure 2.5.1-2 , flat-lying sedimentary rocks of the Allegheny Group of Pennsylvanian age immediately underlie the 100-foot thick terrace. The Allegheny Group consists of a sequence of interbedded shales, sandstones, coal seams, underclays, and a limestone bed. It is estimated to be 350 feet thick in the site area, and contains one

minable coal bed, the Upper Freeport coal, which outcrops above plant grade at approximately el 900 feet. No coal seam has been mined in the plant area at elevations below that of the plant, and no seam is

considered to have commercial potential beneath the plant (Patterson 1963). The site is drained by a small northwesterly flowing stream, Peggs Run, which enters the Ohio River near the east end of the site. The stream was diverted in conjunction with construction of BVPS-1, and is now culverted or lined for its entire run through the site.

In the immediate area, there are no surface features indicative of actual or potential landsliding, or surface or subsurface subsidence, due to mining or cavernous conditions.

2.5.1.2.2 Site Stratigraphy

The area within 5 miles of the site is underlain by predominantly flat-lying, or gently-dipping sedimentary rocks, varying in age from the Middle Cambrian to the Late Pennsylvanian. Formation descriptions

are from Gray (et al 1960), Wagner (et al 1975), and Fettke (1950). 2.5.1.2.2.1 Precambrian

Crystalline Precambrian rock is believed to unconformably lie beneath the thick Paleozoic sequence. Little is known about the rocks which comprise the basement complex as none are exposed within the area, nor have they been encountered in drill holes. From other areas, they have been found to be composed of various metamorphosed

sedimentary and igneous materials, which have been intruded by BVPS-2 UFSAR Rev. 0 2.5.1-18 various other igneous bodies. Beck and Mattick (1964) indicate that the basement may be between 10,000 and 11,000 feet deep in the site area, based on an aeromagnetic survey. The eroded basement surface is believed to dip southeasterly, averaging 85 ft/mile.

2.5.1.2.2.2 Cambrian

Early and Middle Cambrian stratigraphy in the site area is incompletely known from a few deep wells located in adjacent states. Stratigraphic relations indicate a sea transgressing from the

southeast during this time which deposited a thick clastic wedge on the Precambrian surface. The westward extent of this wedge is not fully known, and it is somewhat speculative whether Lower and early Middle Cambrian rocks are represented beneath the site. Deposition may have begun in late Middle Cambrian with the Pleasant Hill and Warrior Formations, or even the Potsdam sandstone, but is definitely

known to have occurred by the Late Cambrian with the Gatesburg Formation. The Gatesburg is known from a deep well in Butler County, Pennsylvania, to be a fine-grained, crystalline, light brownish gray

dolomite, sandy dolomite, or dolomitic sandstone in excess of 350 feet thick (Fettke 1950).

2.5.1.2.2.3 Ordovician Carbonate sedimentation continued in the Early and Middle Ordovician with deposition of Beekmantown Group rocks, composed of fine- to medium-grained, crystalline, light gray dolomite. The thickness of the Beekmantown varies in western Pennsylvania from 0 to 200 feet. A

major unconformity occurs at the base of the Middle Ordovician section and is nearly basinwide in extent with the magnitude increasing to the northwest (Colton 1970). Approximately 4,500 feet of Lower Ordovician strata, present in central Pennsylvania, are missing in western Pennsylvania. It is not known to what extent rocks beneath the site were affected.

A sequence of predominantly noncalcareous clastic sedimentation began in the Middle Ordovician and continued into the Early Silurian. The Utica Formation, Reedsville Shale, Oswego Sandstone, and Queenston Shale are believed to exist beneath the site. The Utica is a black shale 100 to 300 feet thick while the Reedsville is a gray shale between 700 and 800 feet thick in western Pennsylvania. The Oswego Sandstone is a very-fine-grained, gray sandstone 0 to 60 feet thick, and the Queenston is a red shale, in part silty and sandy, and may be

between 850 and 1,200 feet thick. 2.5.1.2.2.4 Silurian

Clastic deposition continued through the Early and Middle Silurian with deposition of the Tuscarora and Rose Hill Formations, the Keefer Sandstone, the Rochester Shale and the McKenzie Formation. The Tuscarora is a white-to-gray, fine-grained sandstone, conglomeratic in part, and may be 500 to 700 feet thick. The Rose Hill Formation is a reddish purple-to-greenish gray, fossiliferous shale with some hematitic sandstone lenses, and may be up to 875 feet thick. The BVPS-2 UFSAR Rev. 0 2.5.1-19 overlying Rochester Shale is dark gray and calcareous and may be from 0 to 60 feet thick. Moderate gas and minor oil production has been realized from the Tuscarora Formation in northwestern Pennsylvania, Ohio, and West Virginia. The McKenzie Formation is a greenish gray

shale interbedded with gray, fossiliferous limestone, and may be up to 330 feet thick.

Upper Silurian rocks were also predominantly clastic comprising the Bloomsburg, Wills Creek, and Tonoloway Formations. The Bloomsburg is a red interbedded shale and siltstone with lenses of sandstone and limestone. The unit varies in thickness from a few hundred to over 1,500 feet thick. The Wills Creek Formation is typically a greenish gray, fissile shale with local limestone and sandstone lenses. It may

be up to 475 feet thick. The Tonoloway Formation is a gray, laminated, argillaceous limestone up to 575 feet thick. Deposition of the Keyser Formation marked the completion of the shift to carbonate sedimentation. The Keyser is a dark gray, fossiliferous, crystalline to nodular limestone and may be up to 300 feet thick.

2.5.1.2.2.5 Devonian Carbonate deposition continued into Early Devonian time beginning with

the Coeymanns Limestone, New Scotland Formation, and the Mandata Shale. The Coeymanns Limestone is a dark gray, crystalline limestone which may be sandy and shaly in places with some chert nodules. The thickness varies from 0 to 75 feet. The New Scotland Formation is a dark gray, cherty, fossiliferous limestone with some sandstone lenses and may be between 25 and 80 feet thick. The Mandata is a dark gray, calcareous shale between 20 and 150 feet thick. Overlying these are the Shriver Chert and the Ridgeley Sandstone. The Shriver is a dark gray, cherty limestone with some interbeds of shale and sandstone and may be up to 165 feet thick. The Ridgeley Sandstone (Oriskany) is a white to brown, partly calcareous, fossiliferous sandstone from 0 to 110 feet thick. There has been some production of gas in Beaver

County from the Ridgeley Sandstone. Middle Devonian rocks are predominantly clastic, and include the

Needmore Shale, Selinsgrove Limestone, Marcellus Formation, and Mahantango Formation. The Needmore Shale is a greenish blue, thin bedded shale, and the Selinsgrove is a blue to black, medium bedded limestone. The Marcellus Formation is a black, carbonaceous shale, while the Mahantango is a brown to olive shale with interbedded sandstones and may be highly fossiliferous. The four units comprise the Hamilton Group, which varies from 140 to 2,000 feet thick in western Pennsylvania.

Late Middle and Upper Devonian rocks are represented by the Tully Limestone, Harrell Shale, Brallier, Chemung, Canadaway, Conneaut, Cattaraugus, and Oswayo Formations. The Tully is an argillaceous limestone 0 to 150 feet thick. The Harrell is a dark gray to black shale, while the Brallier Formation consists of interbeds of gray shale, siltstone, and sandstone. The Chemung is an irregularly-bedded gray siltstone, sandstone, and shale, displaying abundant primary sedimentary features. The Canadaway consists of alternating BVPS-2 UFSAR Rev. 0 2.5.1-20 gray shales and brown sandstones, and the Conneaut consists of alternating gray, brown, greenish, and purplish shales and siltstones. Red, gray, and brown shales and sandstones make up the Cattaraugus Formation, while the uppermost Devonian Oswayo Formation consists of greenish gray to gray shales, siltstones, and sandstones. The thickness of the Upper Devonian section, from the Harrell Shale through the Oswayo Formation, is between 3,000 and 6,000 feet from

northwest to southeast Pennsylvania. 2.5.1.2.2.6 Mississippian

Pocono Group rocks of Early Mississippian age are predominantly gray, massive, cross-bedded sandstones and conglomerates with minor amounts of shale. They are between 570 and 900 feet thick in western Pennsylvania, and are important oil and gas reservoirs. The overlying sandy Loyalhanna Limestone is between 0 and 80 feet thick. The Upper Mississippian Mauch Chunk Formation consists of red shales with brown-to-greenish gray, flaggy sandstones and is 0 to 100 feet thick.

2.5.1.2.2.7 Pennsylvanian An erosional unconformity separates the Upper Mississippian and Lower

Pennsylvanian systems in western Pennsylvania. The Pottsville Group probably rests on the Mauch Chunk in the site area. The Pottsville is typically a light gray-to-white, coarse-grained sandstone and conglomerate with minor shale beds. It is between 120 and 230 feet thick in the site area and contains some minable coal beds. The Middle Pennsylvanian, Allegheny Group, overlies the Pottsville, and is the subsurface bedrock at the site. It is also the dominant rock unit exposed in the site area. The Allegheny consists of cyclic sequences of sandstone, shale, limestone, and coal.

Differentiating the several coal beds has been accomplished by utilizing the distinctive Vanport Limestone. The type locality is

approximately 6 miles northeast of the site, in the town of Vanport. This limestone has been described as having abundant fossils, being very brittle, and breaking into irregular fractures. It is gray to blue in color, and interbedded with calcareous shale. Its total maximum thickness is 19 feet (Woolsey 1905). Above the Vanport

Limestone is an interval which includes several coal beds, beginning with the Lower, Middle, and Upper Kittanning. Their respective thicknesses have been reported as 0 to 36 inches, 14 to 24 inches, and

generally less then 6 inches (Patterson 1963). The Lower and Upper Freeport Coal occur above the Upper Kittanning Coal, and have been or are currently mined within the site area. The thickness of the lower Freeport coal seam is 14 to 48 inches, while the upper seam thickness averages 36 inches. They are separated by

approximately 45 feet of sandstone and shale. The Lower Freeport coal is presently being open cut, auger mined, at

Kelly Mine No. 1 in a 41-inch bed along Wolf Run in Industry. The

BVPS-2 UFSAR Rev. 0 2.5.1-21 Upper Freeport has been both strip mined and underground mined along Peggs Run in a 48-inch average thickness bed. This coal seam also serves as the boundary between the Allegheny and Conemaugh Groups.

The Upper Pennsylvanian Conemaugh Group outcrops in the site area and continues the cyclic sedimentation sequence begun in the Allegheny. The Conemaugh Group has been divided into two mappable formations in the site area, the Glenshaw and the Casselman Formations (Wagner et al 1975). The Glenshaw contains cyclic sequences of red shales, sandstones, thin coal beds, and several thin marine limestones. The Ames Limestone, which forms the boundary between the two formations, is the most distinctive marker horizon within the Conemaugh Group. The weathered surface, where exposed, is covered with numerous

projections of crinoid stems. It is a very persistent bed with an average thickness of 3 feet (Woolsey 1905). Where exposed, it is light brownish gray, being dark bluish gray on a fresh surface.

Between the Ames Limestone and the Morgantown Sandstone (the probable upper limit of rock types found in the site area) are approximately 40 feet of variegated shale or shaly limestone, and a thin coal seam (Woolsey 1905). The Casselman also contains cyclic sequences of red sandstones and shales with thin limestones and coal beds. The Glenshaw is 300 to 350 feet thick in the site vicinity, while the Casselman varies between 200 and 400 feet thick. Rocks younger than the Conemaugh do not outcrop within the site area, but are found 10 miles south of the site. They belong to the Upper Pennsylvanian Monongahela Group and continue the cyclic sedimentation sequences.

2.5.1.2.2.8 Pleistocene Pleistocene deposits in the site area exist as terraces above the larger streams, and consist of unconsolidated sand and gravel deposits with varying amounts of clay and silt. Thicknesses of greater than 150 feet are known. The terrace on which the plant is situated averages 100 feet in thickness. It resulted from the ancestral Ohio River depositing enormous volumes of glacial outwash which was being carried away from the ice margins during the Late Pleistocene. The terrace at the site has not been correlated with any one of the seven known ice advances into Pennsylvania, but is probably the product of several of them.

Recent alluvial materials exist in the site area as floodplain deposits, primarily adjacent to the present Ohio River, but also mantling the intermediate terrace. The intermediate terrace is the result of flood control projects which lowered the river level during the 1930s.

2.5.1.2.3 Site Structure

The site area geologic investigation consisted of field-checking the existing published geologic literature within approximately 7 miles of the site. The original work, upon which all later information is

based, was performed by L. H. Woolsey between 1902 and 1905, and was BVPS-2 UFSAR Rev. 0 2.5.1-22 published as the Beaver Folio. Coal, oil, and gas explorations since 1905 have only slightly modified Woolsey's original interpretations. The field verification took place over a 2-week period in the fall of

1978 and relied primarily on recent road cuts, coal mining activities, and cliff exposures. The results of our investigation are presented subsequently, and are in complete agreement with the efforts of Woolsey (1905) and of Wagner (et al 1975) which indicate that the bedrock in the area is relatively flat-lying and undeformed. No offsets of stratigraphic marker beds were detected, based on exposures

several miles apart, and no bedrock faults were identified within 5 miles of the site.

2.5.1.2.3.1 Structure as Determined from Coal Mining The Peggs Run Coal Company Mine No. 2 is located approximately 8,500 feet south of the BVPS-2 site. The mine was operated in the Upper Freeport Coal seam, with an average thickness of 48 inches and ranged in elevation between 939 and 906 feet. The dip of the seam has been calculated from mine elevations to be less than 1 degree (33 /4,000 feet) to the northeast in one area, to less than 0.25 degree (13 /3,000 feet) to the southwest in another area. A strip mine operated by Peggs Run Coal Company, and located 2,600 feet southeast of the site, removed Upper Freeport Coal at an average elevation of 920 feet.

A similar example of the local structural dip variation (deviation from the regional southwest dip) has been extracted from Woolsey (1905). He had reported a 30-foot decrease in elevation of the Upper Freeport between the two adjacent towns of Vanport (el 938 feet) and Beaver (el 908 feet) located at least 10 miles to the northeast of the Peggs Run mine referenced previously. Based on both the absolute value and range of elevations at the two locations, the regional dip is found to be imperceptible over a 10-mile distance.

The Lower Kittanning Coal seam was also observed to maintain a nearly imperceptible dip from one side of the Ohio River to the other at Midland. 2.5.1.2.3.2 Structure as Determined from Limestone Horizons

The Vanport Limestone was verified at Merrill along Fourmile Run at el 720 feet, as reported by Woolsey (1905).

In addition, the Ames Limestone was found both north of the site in Midland, and south of the site near Hookstown. The two exposures of the Ames in Midland were noted as loose, detached blocks, at approximately el 1,200 feet, as indicated by Woolsey's Areal Geology map (1905).

Along U.S. Route 30, 1.4 miles west of the State Route 151 junction, the Ames Limestone outcrops at approximately el 1,200 feet, once again consistent in elevation and location, as reported by Woolsey. BVPS-2 UFSAR Rev. 0 2.5.1-23 These two limestone marker beds nearly bound the exposure of the Allegheny and Conemaugh Groups in the site area. 2.5.1.2.3.3 Jointing and Bedding

Four joint sets were identified from outcrops within the 5-mile radius of the site; two sets strike roughly northeast and two strike northwest; all are near vertical. This is in fair agreement with the results of Bench (et al 1977) in this area, which indicated the joints are the result of tectonic stresses, and subsequent stress adjustments produced during the erosion and unloading that affected the Plateau. The two dominant joint systems, which strike N76W and N57W, are believed to be the bedrock expression of the principal stress trends, and possibly relate to a structural weakness which resulted from the Allegheny folding and thrusting.

2.5.1.2.3.4 Faulting No bedrock faulting was identified within 5 miles of the BVPS-2 site. A fault was identified, however, about 0.25 mile outside the radius at the Stewart Hill road cut along U.S. Route 30 in West Virginia. The fault strikes N35E and dips 17 degrees northwest and appears to be a

gravity fault. The amount of displacement is indeterminable, as an 18-inch marker coal seam (Elk Lick coal) does not outcrop west of the fault, but presumably occurs beneath the ground surface.

The time of last movement has been determined stratigraphically by an overlying, horizontal sandstone bed, which appears to be continuous across the fault plane at the top of the exposure. Slumping of sediments along the fault plane during deposition resulted in upturned beds being overlain by the horizontal sandstone, as seen at the west end of the exposure. A portion of the fault is shown on Figure 2.5.1-

8.

A similar example of deformation during sedimentation is cited by Wagner (et al 1970) and occurs in a railroad cut in the Casselman Formation near McKeesport. Here, a faulted sandstone is overlain by a

claystone which is not offset. The shallow dip angle of the fault in West Virginia is indicative of near-surface failure, probably as a submarine slump of semiconsolidated material. The upper surface of the slumped block was then eroded, leveled, and subsequently overlain by the thick sand

layer during the Pennsylvanian. 2.5.1.2.4 Site History

The geologic history of the site area is similar to the history of the Appalachian basin discussed in Section 2.5.1.1.4 and is briefly

summarized here. An extended period of erosion on the Precambrian basement complex, which began during the Late Precambrian, ended during the Middle or Late Cambrian when a sea, transgressing from the southeast, deposited BVPS-2 UFSAR Rev. 0 2.5.1-24 a basal clastic sequence in the site area. This was followed throughout most of the Paleozoic Era by an alternating sequence of carbonate and clastic sedimentation, punctuated by three orogenic events: 1) the Taconic during the Middle Ordovician, 2) the Acadian during the Middle Devonian, and 3) the Alleghenian during the Permian. The latter had the most significant effect in the site area by producing a series of very gentle folds within the Paleozoic strata, and ended the sedimentation cycle. The site lies on the west limb of a troughlike basin, known as the Pittsburgh-Huntington basin. Dips of strata into the basin are gentle, usually less than 3 degrees, and are nearly imperceptible in the site area. Obviously, diastrophic deformation has not played a major role in the history of the site area. Tectonic forces have been inactive in the site area probably since the end of the Allegheny orogeny, 250 million years ago. Periodic epeirogenic uplifts, isostatic adjustments, and erosion since the Paleozoic have produced the well-dissected plateau present in the

site area today. 2.5.1.2.5 Plot Plan

Location plans of borings performed at the site are shown on Figures 2.5.4-10 , 2.5.4-13 and 2.5.4-15. Plant structures are superimposed upon these figures. 2.5.1.2.6 Geologic Profiles of Plant Foundations

Geologic profiles are presented in Section 2.5.4.

2.5.1.2.7 Extent of Backfill and Excavation Excavation end backfill at the site are discussed in Section 2.5.4.5.

2.5.1.2.8 Engineering Geology Evaluation

2.5.1.2.8.1 Dynamic Behavior During Prior Earthquakes Site investigations show no features or conditions indicative of

disturbance during prior earthquakes, such as flow structures, fissures, or slumps in the unconsolidated deposits.

2.5.1.2.8.2 Description and Evaluation of Deformational and Weathered Zones

No zones of severe weathering, structural deformation, or lithologic weakness were identified in the site area based on core borings, seismic velocity measurements, and site area geologic reconnaissance. Seismic refraction studies indicate that hard, intact rock with compressional wave velocities of 12,000 feet per second (fps) underlies the site. No low velocity or anomalous zones were

indicated. The underlying rock is slightly weathered for the first few feet,

with weathering effects decreasing rapidly with depth. All BVPS-2 UFSAR Rev. 0 2.5.1-25 structures are founded on select granular fill or natural soil deposits, with bedrock lying at least 55 feet deep. Pomeroy (1979) mapped recent and older landslides and identified areas most susceptible to sliding within Beaver County, Pennsylvania. It was noted that most landslides that had been observed occurred in colluvial soils and weathered rock derived from mudstone, claystone, shale, and siltstone. It was further noted that most recent landslides had been generated by construction activities. The site topography is shown on Figure 2.5.4-13. While not specifically identified as an area of potential instability, the steep slopes to the south of the BVPS plant site are colluvial in nature. They are, however, sufficiently removed from the main plant area to present no potential safety problem in the event of a landslide. The stability analysis of the colluvial slopes to the south of the emergency outfall structure (EOS), located at the far western end of the site, is

described in a summary report submitted separately (SWEC 1983). It was concluded that although there may be a potential for movement of the upper portion of the colluvial slope above el 780 ft, any slope

movements would not affect the EOS. 2.5.1.2.8.3 Unrelieved Residual Stresses in Rock

Unrelieved residual stresses in rock were considered to have no influence on the design and operation of the plant due to the

thickness of founding overburden. 2.5.1.2.8.4 Evaluation and Description of Natural Soils

The characteristics of the in situ surficial materials are described in Section 2.5.4.2 and the Soil Densification Program Report (DLC

1976). 2.5.1.2.8.5 Description of Man's Activities at the Site

Some oil and natural gas have been recovered within 5 miles of the site, mostly from the Pocono Group of Mississippian age. No wells

have been drilled within the site boundary, nor are any anticipated. Extraction of natural gas or oil is not likely to produce consolidation and subsequent surface subsidence of the well lithified rocks beneath the site. The rocks in the site area are Permian or older and have not been susceptible to consolidation upon withdrawal of fluids from them.

Coal has been recovered at several locations within 5 miles of the site by underground and surface mining methods, mostly from the Upper

Freeport coal seam. No coal mining has taken place beneath the site nor is any

anticipated. The limited quantity, low quality, and depth below the surface of the underlying coal seams precludes development during the expected lifetime of the plant. Maps indicating the areas underlain

by coal deposits, and oil and gas, are presented on Figures 2.5.1-9 and 2.5.1-10 , respectively.

BVPS-2 UFSAR Rev. 0 2.5.1-26 Withdrawal of groundwater in the site area is discussed in Section 2.4.13. 2.5.1.2.9 Site Ground-water Conditions

The ground-water conditions in the site area are discussed in detail in Sections 2.4.13 and 2.5.4.6.

2.5.1.3 References for Section 2.5.1

Beck, M.E. and Mattick, R.E. 1964. Interpretation of an Aeromagnetic Survey in Western Pennsylvania and Parts of Eastern Ohio, Northern West Virginia, and Western Maryland. Pennsylvania Topographical and

Geological Survey, Information Circular 52. Bench, B.M.; Diamond, W.P.; and McCullough, C.M. 1977. Methods of Determining the Orientations of Bedrock Fracture Systems in Southwestern Pennsylvania and Northern West Virigina. U.S. Bureau of Mines, Report of Investigation No. 8217.

Brent, R.A. and Delong, R.M. 1960. Coal Resources of Ohio. Ohio Geological Survey Bulletin 58.

Briggs, R.P. and Kohl, W.R. 1976. Map showing Major Fold Axes, Satellite Imagery Lineaments, Elongate Aeroradioactivity Anomalies, and Lines of Structural Discontinuity in Southwestern Pennsylvania and Vicinity. U.S. Geological Survey Miscellaneous Field Studies, Map MF-815. Brigham, R.J. 1972. Structural Geology of Southwestern Ontario and Southern Michigan, Ontario Department of Mines and Northern Affairs, Petroleum Resources Section, Paper 71-2. Cardwell, D.H.; Erwin, R.B.; and Woodward, H.P. 1968. Geologic map of West Virginia. West Virginia Geological and Economic Survey, Scale 1:250,000.

Cleveland Electric Illuminating Co. 1974. Perry Nuclear Power - Units 1 and 2, Preliminary Safety Analysis Report. Docket Nos. 50-440, 50-441. Colton, G.W. 1970. The Appalachian Basin - Its Depositional Sequences and their Geological Relationships. In: Studies in Appalachian Geology - Central and Southern. Editors: Fisher, G.W.; Pettijohn, F.J.; Reed, J.C., Jr.; Weaver, K.N. John Wiley and Sons, New York, N.Y. Colton, G.W. 1977. Gasfield in Devonian Black Shale and Landsat Lineaments in parts of Ohio, Kentucky, West Virginia, and

Pennsylvania, U.S. Geological Survey, Open-File Report 77-864. Cook, Frederick A.; Albaugh, Dennis S.; Brown, Larry D.; Kaufman, Sidney; Oliver, Jack E.; and Hatcher, Jr., Robert D. 1979. Thin-Skinned Tectonics in the Crystalline Southern Appalachians; COLORP

BVPS-2 UFSAR Rev. 0 2.5.1-27 Seismic-Reflection Profiling of the Blue Ridge and Piedmont, Geology , Vol. 7, pp 563-567. Cook, Frederick A.; Brown, Larry D.; and Oliver, Jack E. 1980. The

Southern Appalachians and the Growth of Continents, Scientific American , Vol. 243, pp 156-168.

Cook, Frederick A. 1983. Some Consequences of Palinspastic Reconstruction in the Southern Appalachians, Geology, Vol. II, pp 86-

89. Duquesne Light Company. Report on the Soil Densification Program-Beaver Valley Power Station - Unit 2. Prepared by Stone & Webster

Engineering Corporation, Boston, Mass. Eardley, A.J. 1962. Structural Geology of North America. Second

Edition, Harper and Row, New York, N.Y. Fenneman, N.M. 1938. Physiography of the Eastern United States.

McGraw Hill Book Co., N.Y. Fenneman, N.M. 1946. Physical Division of the United States: in cooperation with Physiographic Committee of the U.S. Geological Survey. Fettke, C.R. 1950. Summarized Record of Deep Wells in Pennsylvania. Bulletin of Pennsylvania Topographical and Geological Survey No. M31. Harrisburg, Pa.

Gray, C.; Shepps, V.C.; Conlin, R.R.; Hoskins, D.M.; Shaffner, M.N.; Socolow, A.A.; McLauglin, D.B.; Geyer, A.R.; Cate, A.S.; Lytle, W.S.; Bergsten, J.M.; Arndt, H.H.; Kehn, T.M.; Van Olden, A.E. 1960. Geologic Map of Pennsylvania. Bulletin of the Pennsylvania Topographical and Geological Survey Scale 1:250,000 Harrisburg, Pa.

Gwinn, V.E. 1964. Thin-Skinned Tectonics in the Plateau and Northwestern Valley and Ridge Provinces of the Central Appalachians.

Bulletin of the Geological Society of America, Vol. 55. Gwinn, V.E. 1970. Kinematic Patterns and Estimates of Lateral

Shortening, Valley and Ridge and Great Valley Provinces, Central Appalachians, South Central Pennsylvania. In: Studies in Appalachian Geology - Central and Southern. Editors: Fisher, G.W.; Pettijohn, F.J.; Reed, J.C., Jr.; and Weaver, K.N. John Wiley and Sons, New York, N.Y. Harris, Leonard D. 1978. The Eastern Interior Avlacogen and its Relation to Devonian Shale-Gas Production, Second Eastern Gas Shales Symposium, Vol. 2. pp 55-70.

Harris, Leonard D., and Bayer, Kenneth C. 1979. Sequential Development of the Appalachian Orogen Above a Master Decollement - A

Hypothesis, Geology , Vol. 7, pp 568-572.

BVPS-2 UFSAR Rev. 0 2.5.1-28 Jacoby, C.H. 1969. Correlation, Faulting, and Metamorphism of the Michigan and Appalachian Salt Basin. Bulletin of the American Association of Petroleum Geologists, Vol. 53.

Janssens, A. 1967. Analysis of the Paleozoic Movements of the Cincinnati Arch. Unpublished PhD Thesis, Ohio State University, Columbus, Ohio.

Janssens, A. 1973. Stratigraphy of the Cambrian and Lower Ordovician Rocks in Ohio. Ohio Department of Natural Resources, Division of

Geological Survey, Bulletin 64. Janssens, A; Deyling, T.H.; and Ott, R.R. 1976. Relation between Salina (Upper Silurian) Oil Production and Shallow Structure in East- Central Ohio. Abstract, Bulletin of the American Association of Petroleum Geologists, Vol. 60.

Johnson, D. 1931. Stream Sculpture on the Atlantic Slope: A Study in the Evolution of Appalachian Rivers. Columbia University Press.

King, P.B. 1959. The Tectonics of North America - A Discussion to Accompany the Tectonic Map of North America. U.S. Geological Survey

Professional Paper No. 628. King, P.B. 1977. The Evolution of North America. Revised Edition, Princeton University Press, Princeton, N.J. Kowalik, W.S. and Gold, D.P. 1976. The Use of Landsat-1 Imagery in Mapping Lineaments in Pennsylvania. In: Proceedings of First International Conference on the New Basement Tectonics. Editors: Bodgson, R.A.; Gay, S.P.; and Benjamin, J.Y. Utah Geological

Association, Publication 5. Kulander, B.R. and Dean, S.L. 1978. Gravity, Magnetics, and Structure: Allegheny Plateau/Western Valley and Ridge in West Virginia and Adjacent States, West Virginia Geological and Economic Survey, Report of Investigation No. RI-27. Lamborn, R.E. 1951. Limestones of Eastern Ohio, Ohio Department of Natural Resources, Bulletin of the Division of Geological Survey, No.

49. New York Department of Environmental Conservation 1977. New York

State Oil and Gas Fields. Bureau of Mineral Resources. Ohio Department of Natural Resources 1975. Oil and Gas Fields of

Ohio. State of Ohio, Division of Geological Survey. Ownes, G. L. 1967. The Precambrian Surface of Ohio. Ohio Department of Natural Resources, Division of Geological Survey, Report of Investigation No. 64. BVPS-2 UFSAR Rev. 0 2.5.1-29 Parish, Jay B., and Lavin, Peter M. 1982. Tectonic Model for Kimberlite Emplacement in the Appalachian Plateau of Pennsylvania, Geology , Vol. 10, pp 344-347. Patterson, E.D. 1963. Coal Resources of Beaver County, Pennsylvania. Bulletin of U. S. Geological Survey No. 1143-A.

Pennsylvania Department of Environmental Resources undated. Distribution of Pennsylvania Coals. Topographic and Geologic Survey, Map 11, Commonwealth of Pennsylvania.

Pennsylvania Department of Environmental Resources undated. Oil and Gas Fields Map of Pennsylvania. Topographic and Geologic Survey, Map

10, Commonwealth of Pennsylvania. Pennsylvania Topographic and Geographic Survey 1975. Greater

Pittsburgh Regional Geologic Map. Map #42, plate 1. Pomeroy, F.W.; Mowak, T. A.; and Fakundiny, R. H. Clarendon-Linden Fault System of Western New York - A Vibroseis Seismic Study. In press. Pomeroy, J.S. 1979. Map Showing Landslides and Areas Most Susceptible to Sliding in Beaver County, Pennsylvania. U.S. Geological Survey Map 1-1160. Popenoe, P.; Petty, A.J.; and Tyson, N.S. 1964. Aeromagnetic Map of Western Pennsylvania and Parts of Eastern Ohio, Northwest Virginia, and Western Maryland. U.S. Geological Survey Map GP-445. Rodgers, J. 1963. Mechanics of Appalachian Foreland Folding in Pennsylvania and West Virginia. Bulletin of American Association of Petroleum Geologists, Vol. 47.

Rodgers, J. 1968. The Eastern Edge of the North American Continent During the Cambrian and Early Ordovician. In: Studies of Appalachian Geology: Northern and Maritime. Editors: Zen, E-an; White, W.S.; Hadley, J.B; and Thompson, J.B., Jr. John Wiley and Sons, New York, N.Y. Rodgers, J. 1970. The Tectonics of the Appalachians. Wiley Interscience, New York, N.Y. Root, S.I. and Hoskins, D.M. 1977. Latitude 40 N Fault Zone, Pennsylvania: A New Interpretation. Geology, Vol. 5. Root, S.I. 1978. Possible Recurrent Basement Faulting, Pennsylvania Part 1, Geologic Framework, Pennsylvania Geol. Surv. Open-File Rpt.

Saunders, D.F. and Hicks, D.E. 1976. Regional Geomorphic Lineaments on Satellite Imagery - Their Origin and Applications. Proceedings of Second International Conference on New Basement Tectonics, Newark, Del. BVPS-2 UFSAR Rev. 0 2.5.1-30 Sbar, M.L. and Sykes, L.R. 1977. Seismicity and Lithospheric Stress in New York and Adjacent Areas. Journal Geophysical Research, Vol.

82.

Sheppa, V.C.; White, G.W.; Droste, J.B.; and Sitter, R.F. 1959. Glacial Geology of Northwestern Pennsylvania. Bulletin of Pennsylvania Topography and Geology Survey, No. G-32.

Stone & Webster Engineering Corp. (SWEC) 1983. Stability of Slopes at the Emergency Outfall Structure. Beaver Valley Power Station -

Unit 2, Shippingport, Pennsylvania. Stone & Webster Engineering Corp. 1978. Regional Geology of the

Salina Basin, ONWI/SUB-E512-00600/1, Vol. 1. United States Geological Survey 1974. Geological Map of the United

States, 1:2,500,000 Van Tyne, A.M. 1976. Subsurface Investigation of the Clarendon-

Linden Structure, Western New York. Empire State Geogram, Vol. 12, p. 13. Ver Steeg, K. 1944. Some Structural Features of Ohio. Journal of Geology, Vol. 52.

Wagner, W.R.; Heyman, L; Gray, R. E.; Belz, D. J.; Lund, R; Cate, A.J.; and Edgerton, C.D. 1970. Geology of the Pittsburgh Area. Bulletin of the Pennsylvania Topography and Geology Survey, General

Geology Report No. G-59. Wagner, N.R.; Craft, J.L.; Heyman, L.; and Harper, J.A. l975. Greater Pittsburgh Region Geologic Map and Cross-Sections. Bulletin of the Pennsylvania Topographical and Geological Survey, Map 42, Harrisburg, Pa. Wagner, W.R. 1976. Growth Faults in Cambrian and Lower Ordovician Rocks of Western Pennsylvania, AAPG Bull, Vol. 60, No. 3, pp 414-427.

Wagner, N.R. and Lytle W.S. 1976. Greater Pittsburgh Region Revised Surface Structure and Its Relation to Oil and Gas Fields. Pennsylvania

Topography and Geology Survey. Information Circular No. 80. West Virginia Geological and Economic Survey undated. Generalized

Geologic Map of the Coal Fields of West Virginia. Woodward Moorhouse and Associates, Inc. 1974. Geology Seismology, Subsurface Conditions, and Geotechnical Design Criteria. Appendix 2C, Davis-Besse Nuclear Power Station - Units 2 and 3, PSAR, Docket Nos. 50-500 and 50-501.

Woolsey, L.H. 1905. Description of the Beaver Quadrangle, U.S. Geological Survey, Folio 134.

84° 83° 43° 42° , __ I I I 41° I I ILL./ .....,<<, tyt-<o 0 H 10 I C:JA.... I I 40° \ K Y. f1: " f !"'-0 Charleston '(.. Whe 80° f. v v SITE '* )l

• Pittsburgh

' ""*' ( .... W.VA. BLUE RIDGE 78° 77° y ORK Ithaca 0 P E N N. <v <;, ' Q 39° 76° 43° 42 41° 4C 76° 0 2!5 50 75 100 SCALE-MILES NOTE: Fenneman, N.M. 1946 FIGURE 2.5.1-1 REGIONAL PHYSIOGRAPHIC PROVINCES BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT r-, _ . ..-/,_...* _, ...... /--{ ;_ ( ----...... , !

• --.*, C) 0 5 ML --,--:./ I ' \ L_/ -.. _i \ ' \ * .. __ __) ... .. z _j Ill z z w Q_ 0. :::0 0 a: "' SITE GEOLOGIC COLUMN z Ill Q Ill !;; ww Zl!l ><Z '-'"' 0:: ;:a: 0 "-,_ PIHsburgh coal LEGEND E=====:B CLAY B COAL SANDSTONE MAP LEGEND Is Duquesne COc:ll Ames Is Saltsburg ss end Upper Bakerstown coal Woods Ru!fl Is Pine Creek Is Buffalo ss (Little Dunkard) Brush Creek lt Brustt coal Mahonlng ss (Big Dunkard) ond coal Upper Freeport cool Lower Freeport cool Upper Kittanning coal Middle Kittanning C::oc:JI Lower Klttc.nnlng cool (F"irst gas sand} Vanport Is Clarion -coal eroQitvlll' i:;QQI Homewood ss (First sQlf) Mercer coal Connoquesnesslng ss (Second salt and Maxton) IIIII QUATERNARY D CASSELMAN D GLENSHAW IIIII ALLEGHENY

/j. DATA VERIFICATION POINT NOTE Pennsylvanlo Tapogmphlc and GeQgrophlc Survey, 1975. 0 0 1/2 SCALE-MILES SCALE-KILOMETERS CONTOUR INTERVAL ZO FEET FIGURE 2.5. 1-2 2 SITE AREA GEOLOGIC MAP BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT I ..,. l 0 80° c E N 0 z 0 I c {QUATERNARY M E 5 0 z 0 I C {TRIASSIC u 0 N 0 w ...J <( a.. 200 MILE RADIUS PERMIAN PENNSYLVANIAN MISSISSIPPIAN DEVONIAN SILURIAN ORDOVICIAN CAMBRIAN { { Limits of Pleistocene glacial deposits Upper Penn. G Upper Penn. Middle Penn * .. Lower Penn. Lower Min. Upper Devonian 8 Middle Devonian U pper Silurian Mi ddle Silurian Upper Ordovician Middle Lower Ontovician Cambrian LEGEND UN CON F. z BOO to 600mr Triassic' mafic i ntrusives . UN CON F. Pennsylvanian Un i ts nor di fferentiated as to age Mi ssissippian De v onian Silurian Ordov i cian U ppe r Devonian co ntin en tal deposits Cambrian Cambrian Ultramafic rocks eugeosynclina l volcanic rocks de posits U N C 0 N F. Dikes ----------------

---

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"'11 REGIONAL BEDROCK GEOLOGY BEAVER VALLEY POWER STATION-UN'T 2 FINAL SAFETY ANALYSIS REPORT WEST CE#TI?AL BVPS-2 SITE APPALACII/Ail NOTE: Modified from: Johnson 0.1 1931. SOUTH GREAT MOUNTAIN TRIASSIC VALLEY UPLIFT BASIN EAST ALLEGHENY FRONT PITTSBURGH PLATE A 1J YALLEY A;YtJ 0 10 20 30 40 HORIZONTAL SCALE-MILES VERTICAL-NOT TO ANY SCALE 50 FIGURE 2.5.1-4 GENERALIZED GEOLOGIC CROSS-SECTION ACROSS PENNSYLVANIA AND EASTERN OHIO BEAVER VALLEY POWER STATION-UNIT 2 Fl N AL SAFETY ANALYSIS REPORT MICHIGAN r----1 I I I I I WWI. (1937)-....... IN. m I {1930) I 0 H I 0 Colu bus * *

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,_ ...... , ....... ,,..._, ... ___ ,, ... ,,, .... _,_,\ ... ,/\ '-/ ....... ,,.),:,,'--'/-, \ ,-1-,','1/t...-t"'" -,,-"-,'/ 1-'*--'/'1 /1 1/\-\I 1-/ '-\'...._, ... "' ,.\ ;' :"' .. -:;-1-, '-'/ \ , ... ,. ..._\; '"-.. "":. * .( \--,'_" ... \1' ... -.. / * ,_::: 1' .... /-:; 1 ,f-', t..--,.' '1 1/ I-.!;: f PRECAMBRIAN ,-, ,, '-, ___ ,_, p R E cAM BRIAN,, ... c R y sTALL IN E ,,. R 0 c K s "-'\ ,,,_,',_,_I ,_,, 1 , .... ,,_,,, 1 r,rt , ** -1 , ""'i .. '-"' ,'/ ,-,-; .......... ,_., __ ... ....... \:.,,-... ,,, ..... \" ..... _ .... ,...,_:,,,,*- ... **-... *-, *-*,-\ .... *- ,..,...,,,,::., .. ,-.: ,-< ... '<-: !\-: \ ... \ ... ... (-\-;. "), ..... -.... ); Pittsburgh j W.VA. K Y. BLUE RIDGE YORK Ithaca 0 PIEDMONT LEGEND: THRUST OR REVERSE FAULT NORMAL FAULT ,...-ANTICLINAL AXIS WITH PLUNGE ,-t-SYNCLINAL AXIS ,.-.. -LINE OF STRUCTURAL DISCONTINUITY 0 25 50 75 100 SCALE-MILES FIGURE 2.5.1*7 GEOLOGIC STRUCTURES AND TECTONIC PROVINCES WITHIN 200 MILES OF THE SITE BEAVER VALLEY POWER STATIONwUNIT 2 FINAL SAFETY ANALYSIS REPORT .. *-** NORTHWESI <1!-------lllli<<r' ... NOTE i'ALH. i IS DIS CUSS I! 0 IN !lECiiON 2.5 .1.2.!! A **-**** I L_ * .. ----, ld UTHEAST FIGURE 2.5.1-8 STEWART HILL FAULT BE:AVER VALLEY POWER STATIOIII-UN 11' 2 FINAL SAFEiY ANALYSIS REPORT 1 I I I ! NOTES I. PENNSYLVANIA DEPARTMENT OF ENVIRONMENTAL RESOURCES UNDATED. 2. WEST VIRGINIA GEOLOGICAL AND ECONOMIC SURVEY 1975. 3. Brant Delong 1960. CAMERON 0 2!5 !50 75 SCAI..E-MII..ES FIGURE 2.5.1-9 COAL BEARING AREAS OF THE SITE REGION BEAVER VALLEY POWER STATION*UNIT 2 FINAL SAFETY ANALYSIS REPORT -NOTES: I. OHIO DEPARTMENT OF NATURAL RESOURCES 1975. 2.PENNSYLVANIA DEPARTMENT OF ENVIRONMENTAL RESOURCES UNDATED. 3.WEST VIRGINIA GEOLOGICAL SURVEY 1975. 4. NEW YORK DEPARTMENT OF ENVIRONMENTAL CONSERVATION 1977. 4 0 79° BOONE 20 40 60 SCALE-MILES DELAWARE LEGEND: * = SITE FIGURE 2. 5.1-10 OIL AND GAS FIELDS OF THE SITE REGION BEAVER VALLEY POWER STATION-UNIT 2 I FINAL SAFETY ANALYSIS REPORT BVPS-2 UFSAR Rev. 0 2.5.2-1 2.5.2 Vibratory Ground Motion The site region is characterized by a low level of earthquake activity. The Ohio River Valley in which the site is located has been well settled since the early 1800's. During the past 180 years, there have been few earthquakes within 200 miles of the site and only three within 50 miles. There are two centers of activity within 200 miles of the site - one near Attica, New York, and one near Anna, Ohio. Moderate size earthquakes have occurred in these centers of activity. The maximum earthquake potential at the site is an earthquake of Modified Mercalli (MM), Intensity VI, occurring near the site, corresponding to a peak horizontal ground acceleration of 0.07g. The safe shutdown earthquake (SSE) has been specified as 0.125g and the

operating basis earthquake (OBE) has been specified as 0.06g. 2.5.2.1 Seismicity

Most of the information concerning earthquake activity in the eastern United States is based on historical reports, old diaries, and

newspaper accounts. These earthquakes are classified on the basis of intensity corresponding to the Modified Mercalli (MM) scale. This scale, shown in Table 2.5.2-1, is based on observations of effects of earthquakes and damage to structures. The instrumental monitoring of earthquakes in the eastern United States began in the mid 1920's. Since that time, the number of seismograph stations has greatly increased. Historical reports of earthquakes and information obtained from instrumental coverage in recent years form the basis of the examination of the seismicity of the site region.

2.5.2.1.1 Totality and Reliability of Earthquake Catalog

Even though major historical catalogs carry entries dating back almost to the 1800's, the coverage of this long a period is not homogeneous. The completeness and reliability of the data are related to population distribution and to the seismograph network coverage. Therefore, the accuracy of epicentral coordinates and the assigned maximum intensities have to be evaluated carefully.

For the earlier historical events, epicenters near dense settlements are probably located incorrectly due to the absence of felt reports from the true epicentral area. The intensity of an earthquake at a given location depends not only on accurate and complete human observations but also on foundation conditions, structure, design, type, and quality of construction. Construction practices, particularly of chimneys in the earlier centuries, were certainly not those envisaged in the MM scale. Interpretation of historical damage reports, without consideration of construction practices, may result in overestimated intensities. Furthermore, the tendency of early settlers to build structures near rivers, where soil conditions often

amplify the ground motion, resulted in a biased sampling of earthquake damage and overestimated intensities.

BVPS-2 UFSAR Rev. 0 2.5.2-2 Seismological information for the instrumental period (post-1900) must also be evaluated carefully. Seismic instrumentation began in the early 1900's in the United States and Canada and progressively improved the quality of earthquake data. Epicentral locations based

on felt reports were complemented and somewhat controlled by instrumental data. From the 1900's until the 1960's, only a few seismographs operated in the eastern United States. Most of these

stations were part of the regional network operated by the Jesuit Seismological Association. In the early decades, numerous factors were potential sources of errors such as the type of instrumental response, lack of accurate time control, awkward configuration, use of graphical methods and limited knowledge of crustal velocities. These produced large uncertainties in the epicentral coordinates which in

many cases, amounted to tens of kilometers. Since the 1960's, increased interest in understanding local seismicity has resulted in the installation of dense seismographic networks.

2.5.2.1.2 Earthquake History

A chronological list of all earthquakes known to have occurred within 200 miles of the site is provided in Table 2.5.2-2. The basic information for this seismic data base was taken largely from the

earthquake catalog developed by Barstow et al (1981) which lists 4289 events which have occurred in the eastern and central United States and portions of Canada between 1534 and April 1978. Several additional events not noted in Barstow et al (1981) were taken from the data bases prepared by Weston Geophysical (1972), Pomeroy and Faukundiny (1976), and Stover et al (1981).

To account for any additional events which may have occurred more recently then 1978, a search was made of the Regional Seismic Network Bulletins prepared by St. Louis University between January 1978 and March 1983 and the Northeastern United States Seismic Network Bulletins for January 1978 through September 1981 (Chiburis et al).

Use was also made of a computerized earthquake catalog developed by the National Oceanic and Atmospheric Administration (NOAA) which lists worldwide events for the period between 1900 and the end of 1979 (SWEC 1980). Figure 2.5.2-1 shows the location of the earthquakes listed in Table 2.5.2-2; Figures 2.5.2-2 and 2.5.1-5 show the location of the earthquakes in relation to geologic structures and tectonic boundaries, respectively. These figures show that BVPS-2, situated

within the Appalachian Plateau Tectonic Province, is located in an almost aseismic area.

The cumulative historical seismicity data (Figure 2.5.2-1) reveal the presence of two areas of concentrated seismic activity. They are Attica, New York and Anna, Ohio. These will be addressed in this

section in terms of their location, areal extent, and level of historical seismicity. The tectonic frame work of these sources as inferred from current research will be discussed in Section 2.5.2.3.

BVPS-2 UFSAR Rev. 0 2.5.2-2a Activity in Attica, New York The Attica area has been the site of a significant amount of historical seismic activity and includes the August 12, 1929 event discussed in Section 2.5.2.1.3. Recent low level seismic activity has been correlated with high-pressure

BVPS-2 UFSAR Rev. 0 2.5.2-3 fluid injection operations in brine fields which are developed in the area (Fletcher and Sykes 1977). Activity in Anna, Ohio Area

A localized concentration of seismic activity exists in Shelby County, Ohio near the town of Anna. Several moderately damaging earthquakes have occurred in the area. These include the earthquakes of June 18, 1875, Modified Mercalli Intensity (VII), September 19, 1884 (VI), September 30, 1930 (VII), March 2, 1937 (VII), and March 9, 1937 (VII-

VIII) (Bradley and Bennett 1965). Understanding of the seismicity and tectonics of the Anna, Ohio region will be improved by the data being gathered by the microearthquake network recently installed in the area by the University of Michigan. The cumulative historical seismicity data, carefully interpreted, can yield valuable information on the spatial and temporal distribution of larger and more significant earthquakes and the location of zones of concentrated activity. In the northeastern United States, several years of operation of the seismographic network have produced a complete record of accurately located events of magnitude 1.8 through 2.0 and larger in the region. Sbar and Sykes (1977) have noted that

the spatial distribution of instrumental seismicity closely tracks the distribution of less accurately located historical events, thus reinforcing confidence that older events are fairly well located and that areas of seismic activity are stationary. Although the midwestern United States is not as densely monitored as the northeastern region, we can assume that a similar analogy exists. The site region can then be assumed to exhibit in reality very low levels of seismicity except in the Attica, New York and Anna, Ohio areas. The low level of seismicity in the site region is also evident in several other comprehensive studies of earthquake hazard in the

eastern United States. A portion of the seismic frequency map prepared by Hadley and Devine (1974) is shown in Figure 2.5.2-10. The contours were drawn to differentiate the areal distribution of earthquake epicenters for earthquakes having epicentral intensities II (MM), on the basis of the total number of earthquakes per 10,000 km 2 during the time period between 1800 and 1972. Hadley and Devine (1974) point out that the contours are considerably generalized and are drawn only as a guide for estimating regional seismicity. Figure 2.5.2-10 shows that BVPS-2 is situated in an area that has experienced less than four earthquakes per 10,000 km 2 during the historical period studied. A study similar to that of Hadley and Devine (1974) was conducted by Barstow et. al. (1981). They developed an earthquake catalogue for

the eastern and central United States covering the period between 1800 and 1977. The beginning date, 1800, was chosen since a more uniform demographic coverage of the study area was achieved. An

epicenter map was then computer-plotted which showed the location of BVPS-2 UFSAR Rev. 0 2.5.2-4 all earthquakes with a Modified Mercalli Intensity III or with a magnitude 2.0. A uniform, rectilinear coordinate system with grid points 85 km apart was superimposed on the epicenter map and fixed at 96W longitude and 39N latitude. A computer program was used to count and plot the number of earthquake epicenters within a radius of 61 km

(11,689 km

2) from each grid point. A seismic frequency contour map was then hand drawn, a portion of which is shown on Figure 2.5.2-11. I t shows that BVPS-2 is located in an area with an earthquake frequency

less than four per 11,689 km 2 during the historic period used for the study. Although the contours are drawn somewhat differently in Figures 2.5.2-10 and 2.5.2-11 , they do illustrate the extremely low level of seismicity in the vicinity of the site and that BVPS-2 is located in one of the least seismic areas in the eastern United States. 2.5.2.1.3 Earthquakes Felt at the Site

In order to determine earthquake hazard to BVPS-2, it is necessary to examine how severely the site has been affected by large earthquakes

in the past. This examination is based on available historical records. A discussion of these earthquakes follows: New Madrid, Missouri Earthquakes, 1811 and 1812 The New Madrid, Missouri earthquakes of December 16, 1811, January 23, 1812, and February 7, 1812 (location - 36.6 N, 89.6W - Intensity XI-XII), were felt over most of the eastern two-thirds of the United

States, an affected area of at least 2,000,000 mi

2. Topographic changes including uplifts, landslides, and fissures took place over an

area of 30,000 to 50,000 mi 2 , principally along the Mississippi and Ohio Rivers. The Beaver Valley Power Station (BVPS) site is located 408 miles from the presently accepted Northern limit of the New Madrid fault zone at Vincennes, Indiana (USNRC 1982). The nearest report of significant damage from these earthquakes came from the Cincinnati, Ohio area about 330 miles from the epicenter and 250 miles from the site. In the Cincinnati area, the tops of chimneys were thrown down

and some walls were cracked, indicating a probable Intensity VI (MM), perhaps low VII (MM), when considering the type and quality of construction and the foundation conditions. Fuller (1912) reports

that "the earthquake was severe at Pittsburgh, being greater than any previously experienced. Many persons left their houses." Eppley (1965) reports that the earthquake was "strongly felt in Butler

County, Pennsylvania." Butler, in the center of Butler County, is

about 35 miles east-northeast of the site. Nuttli (1973) has re-

evaluated ground motion at various locations in the eastern United

States and published an isoseismal map of this earthquake which is

reproduced on Figure 2.5.2-3. Based on the available data and Nuttli's re-evaluation, the intensity at the site is estimated at low

to middle V (MM).

BVPS-2 UFSAR Rev. 0 2.5.2-5 Charleston, S.C. Earthquake August 31, 1886 This earthquake (location - 32.9 N, 80.0W - Intensity IX-X) was felt over a 2,000,000-mi 2 area of the eastern United States. In the epicentral area, located a few miles north and west of Charleston, South Carolina, chimneys and fireplaces collapsed, railroad tracks

were bent and laterally displaced, and fissures occurred in the ground with ejection of some water, sand, and mud. The area within 100 miles of the epicenter was strongly affected with damage to plaster and chimneys. C.E. Dutton (1889) conducted a thorough investigation of the effects of this earthquake in the epicentral area and throughout the eastern United States. Dutton prepared an isoseismal map which showed a Rossi-Forel Intensity of V (MM) in the vicinity of the site. Reports from Pittsburgh and other towns in the site area indicated a similar intensity except along and near the rivers where somewhat

stronger effects were noted. In towns located along rivers, dishes were thrown from shelves and clocks were stopped, indicating an approximate intensity of low V (MM). Bollinger (1977) has re-

evaluated ground motion at various locations in the eastern United States and published an isoseismal map for this earthquake which is reproduced on Figure 2.5.2-4. The site, located adjacent to the Ohio River, may have experienced Intensity IV-V (MM). St. Lawrence River Earthquake February 28, 1925 The epicenter was located in the St. Lawrence River Valley (47.6N, 70.lW - Intensity IX - Magnitude 7.0) northeast of Quebec City, a distance of 700 miles from the site. The earthquake was felt over an area of approximately 2,000,000 mi 2, extending south to Virginia and west to the Mississippi River. Important damage was confined to a

narrow belt along the St. Lawrence River Valley. Isoseismals prepared

by the Dominion Observatory and the United States Coast and Geodetic

Survey (Figure 2.5.2-5) show that the estimated intensity at the site was II (MM). Other earthquakes of Intensity IX and X (MM) have originated in the St. Lawrence River Valley near the epicenter of the February 28, 1925 earthquake. Nearly all of these earthquakes took place during

colonial times when reporting of earthquake effects may be accurate in

some cases and inaccurate and exaggerated in others. Based on

attenuation data and the effects of the February 28, 1925 earthquake, it is estimated that some of these historical earthquakes may have had

an intensity of III (MM) in the site area. Attica, N.Y. Earthquake, August 12, 1929 This earthquake was centered near Attica, New York, (location - 42.9 N, 78.3W - Intensity VIII - Magnitude 5.8) about 180 miles northeast of the site. It was originally assigned an

Intensity VIII (MM) by Coffman and Von Hake (1973), but a re-evaluation by Fox and Spiker (1977) suggested that the epicentral

intensity was about VII (MM). The earthquake was felt over a

BVPS-2 UFSAR Rev. 0 2.5.2-6 100,000-mi 2 area of the northeastern United States and Ontario, Canada, extending from Cleveland, Ohio and Port Huron, Michigan on the west; to Montreal and the Connecticut River Valley on the east. The maximum intensity was confined to the eastern part of the city of Attica and the immediate area to the east, where many chimneys were thrown down and some buildings were structurally damaged. Intensity VI (MM) or greater was noted at Batavia, Dale, East Bethany, Johnsonburg, Warsaw, and Wyoming, New York. All of these localities are within 10 miles of the epicenter.

In the vicinity of the site, intensities ranged from IV (MM) at New Castle (25 miles north) and Butler (35 miles northeast) where windows rattled, to III (MM) at Pittsburgh (25 miles southeast) where the earthquake was only slightly felt. Similar intensities are estimated for the site (U.S. Geological Survey 1974). Figure 2.5.2-6 shows that the site is near the western boundary of the area affected by this earthquake. Timiskaming, Quebec Earthquake, November 1, 1935 The epicenter was located approximately 425 miles north of the site, near Timiskaming Station, Quebec, (location - 46.8 N, 79.lW - Intensity VII - Magnitude 6.25) where some damage was reported. The earthquake was felt over a 1,000,000-mi 2 area of the northeastern United States and eastern Canada. The earthquake was felt as far south as Virginia and Kentucky and as far west as Wisconsin. Damage

in the epicentral region was relatively small when compared to the large area affected. Isoseismals prepared by the Dominion Observatory

of Canada and the U.S. Coast and Geodetic Survey (1968) (Figure 2.5.2-7) show that the intensity in the vicinity of the site was III (MM). Anna, Ohio Earthquake, March 8, 1937 This earthquake occurred in western Ohio in the vicinity of Anna (location - 40.6N, 84.0W - Intensity VII-VIII) where walls of brick buildings cracked, chimneys were thrown down, and furniture was upset.

The earthquake was felt over a 150,000-mi 2 area including all of Ohio, most of Indiana and adjacent areas of Michigan, Kentucky, West

Virginia, and southeastern Ontario, Canada. The site is located at

the eastern limit of the perceptible area and may possibly have experienced an intensity of II (MM) (Westland and Heinrich 1940) (Figure 2.5.2-8). Massena, N.Y. Earthquake, September 4, 1944 The epicenter was located in the vicinity of Massena, New York and Cornwall, Ontario (location - 44.95 N, 74.9W - Intensity VIII - Magnitude 5.9) about 405 miles northeast of the site. Damage was estimated at two million dollars. The earthquake was felt over an

estimated area of 175,000 mi

2. Isoseismals prepared by the Dominion Observatory of Canada (Figure 2.5.2-9) show that the area of damage BVPS-2 UFSAR Rev. 0 2.5.2-7 (Intensity VI (MM) or greater) was elongated along the St. Lawrence River Valley. The isoseismals show that the intensity in the vicinity of the site was II (MM).

The review shows that the site has experienced vibratory ground motion primarily from large, distant earthquakes, most notably the 1811-1812 earthquakes near New Madrid, Missouri and the 1886 Charleston

earthquake. The Attica, New York and Anna, Ohio earthquakes were barely perceptible at the site.

2.5.2.2 Geologic Structures and Tectonic Activity Portions of four tectonic provinces are located within a 200-mile

radius of the BVPS-2 site (Figure 2.5.1-7). The provinces have been defined on the basis of the following criteria:

1. Style and degree of deformation, 2. Age of the relationships with the basement rock, and

3. Age of the orogenic or tectonic activity found within the province.

The four provinces, from northwest to southeast are:

1. Central Stable Region, 2. Appalachian Plateau Province,

3. Valley and Ridge Province, and

4. Piedmont-Blue Ridge Province.

They are defined in accordance with 10 CFR 100, Appendix A, which

defines a Tectonic Province as "A region of the North American continent characterized by a relative consistency of the geologic structural features contained therein." The conclusions are in general agreement with those of Rodgers (1970), Hadley and Devine (1974), and King (1969). The names for the tectonic provinces are taken from the physiographic provinces with which they generally

correspond. BVPS-2 UFSAR Rev. 0 2.5.2-8 2.5.2.2.1 Appalachian Plateau Province The BVPS-2 site is located on the Ohio River within the Appalachian Plateau Tectonic Province. Geologically, the province is a broad, gentle synclinal basin whose youngest rocks are the Dunkard Group of probable Early Permian age (Eardley 1962). The basin forms the western part of the former Appalachian geosyncline, with sediments thickening generally southeastward from the Cincinnati-Findlay Arch. Precambrian basement dips beneath the province in the same direction. Deformation in the province occurred primarily during the Permian Allegheny orogeny. The same type of structure exist in both the Appalachian Plateau and Valley and Ridge Provinces, the principal difference being a gradual decrease in intensity of deformation from

east to west. "Thin-skinned" tectonics was the dominant mode of deformation in the Appalachian Plateau with movement occurring mainly along sole thrusts in Silurian salt beds and Cambro-Ordovician shales (Rodgers 1964, 1970; Gwinn 1964, 1970). Deep drilling has not as yet delineated the regional extent of thrusting in the Appalachian Plateau. Mild epeirogenic uplift has been the only tectonic event to

affect the province since Late Paleozoic time. Orogenic stresses were persistent and extensive during Permian time and affected all the rocks of the former Appalachian geosyncline. The Valley and Ridge region was the most intensely deformed, with effects diminishing north and west of the Allegheny Front. The Appalachian

Plateau region shows only mild deformation and only within the higher stratigraphic units, generally above Silurian evaporites. These effects are recognized in east central Ohio as the Parkersburg-Lorain

Syncline and the Cambridge Arch (Figure 2.5.1-7). The syncline can be traced from Parkersburg, West Virginia, north-northwest to Lorain County on Lake Erie. It is a structural trough parallel to the Cambridge Arch to the east and is nearly 5 miles in width with a structural relief of 300 feet (Lamborn 1951). The folds are known to affect the Devonian shale sequence above the Delaware limestone but they have not been investigated at depth (Janssens 1977). These folds are believed to have been formed because of their stratigraphic proximity directly above the low shear resistance zone of Salina salt (Janssens 1977). The thick salt beds are believed to have reduced the resistance to lateral compressive stresses during Permian time, facilitating "thin-skinned" movement of post-Salina rocks (decollement) over a very large area (Gwinn, 1964, 1970; Rodgers 1964, 1970). Geiser and Engelder (1983) summarize the results of their work on evidence for Allegheny orogenic deformations in New York and eastern Pennsylvania. They believe that the "layer parallel shortening fabrics," which are identified in the rocks of the area "reflect the presence of deeper hidden or blind detachments." The subsurface thrust zones can then be mapped on the basis of the presence of the

layer shortening fabrics. Maps showing the limit of the layer parallel shortening fabrics in central and western New York closely BVPS-2 UFSAR Rev. 0 2.5.2-9 coincide with the limit of Silurian evaporite deposits in the Salina Basin. Unfortunately, similar fabrics were not developed in the Carboniferous rocks on the surface in western Pennsylvania and eastern Ohio. Ver Steeg (1942), however, has identified a form of cleavage in the coal fields of eastern Ohio which controls mining techniques and direction. A set of perpendicular joints, or coal "cleats", is seen to be arranged in a broad arc from north-central Ohio to southern Ohio. The arc is convex to the west and corresponds to the curve of the Appalachian fold belt in eastern Pennsylvania. Ver Steeg (1942) believes that the joints were formed at the same time as the folds.

In order to include all of the rocks which might have been affected by the Allegheny orogenic events, the western boundary of the Appalachian Plateau province is drawn along the mapped limit of Silurian salt (Clifford 1973; SWEC 1978) except where other Allegheny evidence is known to exist further to the west, such as the Parkersburg - Lorain syncline. The present extent of the salt beneath Lake Erie is unknown

but most authors indicate continuous salt across the Findlay Arch into the Michigan Basin. Since Allegheny deformation is not known to exist in the Michigan Basin, the boundary of the Appalachian Plateau Province is inferred where it is drawn beneath Lake Erie. South of Ohio, the limit of salt swings eastward, oulining the southeast edge of the Silurian Salina Basin. The Appalachian Plateau Province boundary, however swings westward to include unnamed, low amplitude anticlines and synclines east of Huntington, West Virginia, which parallel similar Allegheny deformational features further east (Rodgers 1970; Cardwell 1977). The Appalachian Plateau Province is characterized in general by infrequent earthquakes of low intensity. Figures 2.5.2-10 and 2.5.2-11 show that a large part of the Province in the vicinity of the site has experienced less than four earthquakes per 10,000 to 11,680 km

2. Figure 2.5.2-1 shows that during the entire period of historical reports, only about 18 earthquakes, with epicentral intensities between II and VI (MM), have occurred in the Appalachian Plateau Province, indicating that it is in one of the least seismic areas in the eastern United States.

Barstow, et. al. (1981), using the results of the earthquake frequency study discussed in Section 2.5.2.1.2, developed a contour map of the cumulative strain released by earthquakes that occurred in the eastern United States between 1800 and 1977. A portion of the map is shown on Figure 2.5.2-12. Also shown is a table indicating the amount of strain released by a single event of a given intensity. By comparison with the contours of cumulative strain during the entire historical period, most of the Appalachian Plateau Province has experienced strain release corresponding to an earthquake of Intensity

V (MM) or less. Only in the vicinity of Cleveland, Ohio; BVPS-2 UFSAR Rev. 0 2.5.2-10 northwest of the site, is the cumulative strain equivalent to an earthquake of Intensity VII-VIII (MM). The largest seismic events to occur in the Appalachian Plateau

Province, not associated with tectonic structures (Figure 2.5.2-2), are two Intensity VI (MM) events. One is the April 9, 1900 shallow

event near Cleveland, Ohio, and the other is the July 13, 1935 event

in Blair County, Pennsylvania. 2.5.2.2.2 Central Stable Region

The Central Stable Region bounds the Appalachian Plateau on the north and west and begins about 85 miles from the site. The northern

boundary of the Region is the Canadian Shield. Westward, it extends to the east flank of the Rocky Mountains and includes a wide variety of morphology and structure. The Coastal Plain overlaps the region to

the south. The Central Stable Region is made up of a foundation of Precambrian crystalline rock with a veneer of sedimentary cover, which varies widely in thickness. It represents the craton or central

stable area of the North American crustal plate. Deformation within the region has been restricted to the development of several broad basins, arches, and similar features, mostly during the Paleozoic.

Several of the basins have in excess of 10,000 feet of strata in them, while some of the arches expose Precambrian crystallines. Movements since the Paleozoic have been mostly a series of epeirogenic uplifts

and downwarps, followed by long episodes of erosion. The largest earthquakes to occur in this province are the March 9, 1937 event near Anna, Ohio, with Intensity VII-VIII (MM) (Coffman and Von Hake 1973), and the Intensity VIII (MM) event of August 12, 1929 near Attica, New York. BVPS-2 UFSAR Rev. 0 2.5.2-11 2.5.2.2.3 Valley and Ridge Provinces The Northern and Southern Valley and Ridge Provinces contain the major portions of the sediments which were deposited in the Appalachian

geosyncline, of which they comprise the southeastern part. They are bounded on the north and west by the Appalachian Plateau Province, on the south and east by the Piedmont-Blue Ridge Province, and on the northeast end by the New England Province. The Valley and Ridge Provinces are characterized by unmetamorphosed Paleozoic sediments that were tightly folded and th rust faulted during the Allegheny orogeny, approximately 250 million years ago. Intense pressure from the southeast folded the sediments into large synclines and anticlines, some overturned to the northwest. Thrust faults were

commonly developed with the horizontal attitude of the sediments barely disturbed. The division of the Valley and Ridge Province into northern and southern sections is based on the difference in structural styles. The northern section is typified by folding, whereas the southern section is characterized by thrust faulting. The southern section has historically experienced a higher level of seismic activity south of an east-west line through central Virginia (Hadley and Devine 1974). This line is somewhat indistinct, but would fall outside the 200-mile site region.

The largest earthquake to occur in the northern province is the February 21, 1954 event near Wilkes Barre, Pennsylvania, approximately

235 miles from the site. This event was estimated to be Intensity VIII (MM) by Sbar and Sykes (1977), and Intensity VIII (MM) by Barstow et. al (1981) and Stover et. al (1981). Damage was restricted to a five-block area, suggesting that the earthquake resulted from the collapse of an abandoned mine and occurred at very shallow depths.

The Northern Valley and Ridge Province lies approximately 105 miles east of the site at its closest approach.

2.5.2.2.4 Piedmont-Blue Ridge Province The Piedmont-Blue Ridge Province is characterized by metamorphosed Precambrian and early Paleozoic eugeosynclinal rocks which were deformed during the Taconic and Allegheny orogenies and may have been recrystallized during the Acadian orogeny. It includes the Blue Ridge Anticlinorium, a relatively narrow belt of folded and faulted Upper Precambrian crystalline schists and gneisses, which were thrust westward several kilometers over the rocks of the Valley and Ridge.

Terrains of intrusive igneous rocks are notable in the Piedmont of Virginia and North Carolina. The eastern part of the province was also effected by the Allegheny orogeny. Long narrow graben structures filled with continental deposits of Late Triassic age are superimposed intermittently on the crystallines from Pennsylvania to South Carolina. The effects that each orogeny had on the rocks in the Piedmont are not yet fully understood, due to the lack of outcrop, lack of fossils, and the strong recrystallization. The BVPS-2 UFSAR Rev. 0 2.5.2-12 Piedmont-Blue Ridge Province is bounded on the northwest by the Northern and Southern Valley and Ridge Provinces. The southern and eastern boundary of the province is drawn at the present westward limit of Cretaceous Coastal Plain deposits. Piedmont geology certainly continues beneath the Coastal Plain for some distance, but the line where Coastal Plain becomes dominant is presently not well established. The northern boundary of the Piedmont with the New England Province is hidden beneath the Triassic Newark-Gettysburg Basin. The largest earthquake to occur in this province is the January 1, 1913, event in Union County, South Carolina. Different sources have assigned Intensity VI-VII (MM) (Coffman and Von Hake 1973) or VII-

VIII (NM) (Bollinger 1973, 1975). The most recent reference assigns it Intensity VII (MM) (Barstow et. al., 1981).

2.5.2.3 Correlation of Earthquake Activity With Geologic Structure Or Tectonic Provinces

The relationship between earthquake locations and geologic structures is important in assessing earthquake hazard to a particular site. Figure 2.5.2-2 reveals no direct spatial relationship between earthquake epicenters and known geologic or tectonic structures within 200 miles of the site, except in the area of the Clarendon-Linden fault zone in western New York. No evidence of tectonically induced

faulting has been reported or inferred to have displaced Cenozoic age deposits in the Appalachian Plateau Province, and no rupture of the ground surface or man-made structures resulting from tectonic faulting

has been recorded anywhere in the eastern United States (York and Oliver 1976).

2.5.2.3.1 Correlation with Geologic Structures Clarendon-Linden Fault Zone

The Clarendon-Linden fault system has been traced from near Lake Ontario in the Central Stable Region to the northern part of Allegheny

County in the Appalachian Plateau Province. A significant amount of seismic activity has taken place along the zone (Sbar and Sykes 1977; Pomeroy et al, In Press). Van Tyne (1975, 1976) reports that the Clarendon-Linden fault is not a single fault but a zone consisting of several parallel basement faults which become surface flexures. Most of the movement is believed to be confined to formations below the Silurian deposits. Movement is believed to have been initially downthrown to the east, reversing later to become now downthrown 100 feet on the west. Recent low-level seismic activity has been correlated with high-pressure fluid injection operations in brine fields which are developed in the area (Fletcher and Sykes 1977), and may be relieving stress along the fault system. These events are

small but may be felt locally and number up to 80 per day.

BVPS-2 UFSAR Rev. 0 2.5.2-13 This activity and the occurrence of several small earthquakes near Attica indicate that the Clarendon-Linden structure is active and therefore is considered as a localized source. The Clarendon-Linden fault zone lies approximately 160 miles northeast of the BVPS-2 site

at its closest approach. Anna Fault System

2.5.2.3.2 Correlation with Tectonic Provinces

In accordance with 10 CFR 100, Appendix A, earthquakes in the site region which are not correlated to the Clarendon-Linden fault system are presumed to be associated with the tectonic provinces in which they occur. The seismicity of all tectonic provinces within the site region is discussed in Section 2.5.2.2.

2.5.2.4 Maximum Earthquake Potential Maximum earthquake potential for the site is evaluated by utilizing maximum earthquakes associated with all nearby tectonic provinces and geologic structure. This analysis is made for two different sets of conditions. First, actual site intensities resulting from the larger historical earthquakes are determined. Second, the maximum potential site intensities resulting from hypothetical events are specified as arising from the largest known earthquakes in each adjoining tectonic

province, postulated to occur at the point where the province or structure most closely approaches the site.

2.5.2.4.1 Maximum Historical Site Intensity As discussed earlier, in the site region there are sources of earthquake activity at Attica, New York and Anna, Ohio. The largest earthquakes in each of these sources are discussed in Section 2.5.2. These earthquakes were barely perceptible at the site. Other than

these two sources, Figure 2.5.2-2 shows that the largest earthquake in the site region took place on November 6, 1926 in southeastern Ohio, approximately 130 miles southwest of the site. The epicentral

intensity of this earthquake was VI-VII (MM). Chimneys were toppled at Keno and Pomeroy in Meigs County, Ohio, and a stove was overturned in Pomeroy (Von Hake 1976). As indicated in Table 2.5.2-2, this event had a small felt area of only 300 square miles and was probably not felt at the site. Three earthquakes have been reported within 50 miles of the site (Figure 2.5.2-1). One was reported at Sharon, Pennsylvania, approximately 40 miles north of the site, on August 17, 1873. Limited details have resulted in an estimated Intensity III-IV (MM) for this event. Using the attenuation relationship of Gupta and Nuttli (1976) given in Section 2.5.2.4.2, this event would have attenuated to about an Intensity II at the site; it is not likely that it was felt. On September 26, 1885, an Intensity III (MM) earthquake occurred near Pittsburgh, about 30 miles southeast of the site. It was probably not felt. Another was the Intensity V (MM) BVPS-2 UFSAR Rev. 0 2.5.2-14 event of October 29, 1927, approximately 45 miles northwest of the site. This event would have attenuated to approximately Intensity III-IV at the site and may have been felt at the site.

This examination of ground motion effects of earthquakes within 200 miles of BVPS-2 indicates that the site has not experienced ground motion exceeding Intensity III-IV (MM). It is likely that in the last 180 years, only the October 29, 1927 earthquake may have been felt at the site. This is clearly a reflection of the low intensity of earthquakes which are reported to have occurred within 200 miles of

BVPS-2. The BVPS-2 site has, however, experienced more severe ground motion from larger, but more distant earthquakes. Examination of isoseismal maps of larger earthquakes felt in the eastern United States shows that the New Madrid events of 1811-1812 probably caused a maximum ground motion at the site corresponding to Intensity low to middle V (MM). Therefore, the maximum historical intensity at the site was probably Intensity low to middle V (MM).

2.5.2.4.2 Maximum Earthquake Potential From Tectonic Province Approach The BVPS-2 site is located near the center of the Appalachian Plateau Tectonic Province. As discussed in Section 2.5.2.2.1, two earthquakes with epicentral Intensity VI (MM) have occurred in the province. No earthquake with epicentral intensity greater than VI (MM) has been reported to have occurred in the province. None of these earthquakes

appear to be associated with a particular known geologic or tectonic structure, so that it is assumed that a similar random event of this intensity could occur anywhere within the province. Consequently, if

such an earthquake occurred near the site, it would generate ground motion corresponding to Intensity VI (MM). The magnitude of an earthquake can be estimated on the basis of the Nuttli and Herrmann

(1978) relationship: I = 2m b - 3.5 where: I = epicentral intensity m b = body wave magnitude Using this relationship, an earthquake of Intensity VI would have a

magnitude of 4.75. The maximum earthquake potential at BVPS-2 from earthquakes in other tectonic provinces is computed by attenuating the largest known earthquake in each province from the point of nearest approach to the site in that province. If the size of the earthquake is specified in

terms of epicentral intensity, Io (MM), then the expected intensity at the site can be computed by using the Gupta and Nuttli (1976) attenuation relationship.

BVPS-2 UFSAR Rev. 0 2.5.2-15 I(R) = I o + 3.7 - 0.0011R - 2.7 log 10 R where: I(R) = Intensity at site I o = Epicentral intensity R = Epicentral distance (kilometers), for R 20 kilometers If the size of the earthquake is specified in terms of bodywave magnitude, m b , then ground motion at the site can be computed in terms of peak horizontal acceleration using the Nuttli and Herman (1981) relationship: log a = 0.57 + 0.50 m b - 0.83 log (R 2 + h 2)l/2 - 0.0016R where: a = peak horizontal acceleration, cm/sec 2 m b = body wave magnitude R = epicentral distance kilometers

h = focal depth, kilometers.

The largest event to occur in the Central Stable Region was the 1937 Anna, Ohio earthquake which had an epicentral intensity of VII-VIII (MM) and a magnitude, m b, of 5.3 (Table 2.5.2-2). The minimum distance from the site to the boundary of the Central Stable Region is about 85 miles (136 km). A repeat of the 1937 Anna earthquake at this minimum distance from the site would result in an Intensity V-VI (MM) at the site if the Gupta and Nuttli (1976) attenuation relationship is used. Assuming zero focal depth, an earthquake with a magnitude of 5.3, at a distance of 85 miles, would cause a peak horizontal acceleration of

0.017g at the site according to the Nuttli and Herman (1981) relationship.

The largest earthquake to occur in the Northern Valley and Ridge Province was the February 21, 1954, Wilkes Barre, Pennsylvania event of Intensity VIII (MM) (Coffman and Von Hake 1973). The Northern

Valley and Ridge Province lies approximately 105 miles east of the site at its closest approach. This earthquake was felt only within a five block area, suggesting that the earthquake resulted from the collapse of an abandoned mine. Earthquakes with epicentral Intensity VII (MM) occurring in the Northern Valley and Ridge Province at a distance of 105 miles (168 km) will cause ground motions at the site

corresponding to Intensity IV-V (MM). The Piedmont Province is at a minimum distance of 165 miles (264 km)

east of the site. The largest earthquake in this province was the January 1, 1913 event with Intensity VII (MM) in Union County, South Carolina. Attenuation of this event to the site results in an

Intensity IV (MM) at the site. BVPS-2 UFSAR Rev. 0 2.5.2-16 If it were assumed that the 1929 Attica, New York event, which had an Intensity VII (MM), reoccurred on the Clarendon-Linden fault zone at its closest approach to the site, it would produce ground motions corresponding to Intensity IV (MM) at the site.

Hence, the maximum earthquake for the BVPS-2 site is equivalent to an Intensity VI event occurring in the Appalachian Plateau Province near

the site. 2.5.2.5 Seismic Wave Transmission Characteristics of the Site

The amplification characteristics of the soil at the BVPS-2 site were originally discussed by Whitman (1968), and his results led to the

development of the BVPS-1 response spectra and, as later modified, to the BVPS-2 response spectra. The BVPS-2 response spectra for the SSE is shown on Figure 3.7B-1.

2.5.2.6 Safe Shutdown Earthquake

The maximum earthquake expected at the site is described in Section 2.5.2.4 and results in ground motion corresponding to Intensity VI (MM). Trifunac and Brady (1975) developed the following correlation

between intensity and acceleration: log a = 0.30I mm + 0.014 where: a = Peak horizontal acceleration (cm/sec

2) I mm = Modified Mercalli intensity Using this correlation, an Intensity VI (MM) earthquake would produce a horizontal acceleration of 0.07g.

Murphy and O'Brien (1977), using a larger data base, determined the following relationship between acceleration and intensity: log a = 0.25I mm + 0.25 Using this relationship an Intensity VI (MM) produces an acceleration

of 0.06g. On the basis of these empirical relationships, the peak horizontal ground surface acceleration corresponding to a random Intensity VI (MM) earthquake occurring near the site would be 0.07 g. BVPS-2 has been designed for an SSE corresponding to a peak horizontal ground surface acceleration of 0.125 g, slightly greater than the midpoint acceleration between Intensity VI-VII (MM). BVPS-2 UFSAR Rev. 0 2.5.2-16a 2.5.2.7 Operating Basis Earthquake An OBE equivalent to one-half the SSE is used. The value of the OBE for BVPS-2 is 0.06.g.

BVPS-2 UFSAR Rev. 0 2.5.2-17 2.5.2.8 References for Section 2.5.2 Algermissen, S.T. and Perkins, D.M., Thenhaus, D.C., Hansen, S.R., and Bender, B.L. 1982. Probabilistic Estimates of Maximum Acceleration and Velocity in Rock in the Contiguous U.S. USGS Open File Report 82-1033. Barstow, N.L.; Brill, K.G.; Nuttli, O.W.; and Pomeroy, P.W. An Approach to Seismic Zonation for Siting Nuclear Electric Power Generating Facilities in the Eastern United States. Appendix B1.

NUREG/CR-1577 . Bollinger, G. A. 1973. Seismicity of Southeastern United States.

Bulletin of the Seismological Society of America, Vol. 63, No. 5, p. 1,785 - 1,808.

Bollinger, G.A. 1975. A Catalog of Southeastern United States Earthquakes 1754 through 1974. Virginia Polytechnic Institute and State University. Research Division Bulletin 101.

Bollinger, G. A. 1977. Reinterpretation of the Intensity Data for the 1886 Charleston, South Carolina Earthquake - In: Studies Related to the Charleston, South Carolina Earthquake of 1886 - A Preliminary Report. U.S. Geological Survey Professional Paper 1028, p. 17-32.

Bradley, E. A. and Bennett, T. J. 1965. Earthquake History of Ohio. Bulletin of the Seismological Society of America, Vol. 55, No. 4.

Cardwell, D.H. 1977. Oil and Gas Fields of West Virginia. West Virginia Geological and Economic Survey. Mineral Resources Series No. 7. Chiburis, E.F.; Ahner, R.O.; and Graham, T. Seismicity of the Northeastern United States. Northeastern United States Seismic

Network Bulletins. Nos. 10 through 24. Published by Weston Observatory of Boston College. January 1978 through September 1981.

Clifford, M.J. 1973. Silurian Rock Salt of Ohio. Ohio Geological Survey Report of Investigation No. 90.

Coffman, J. L. and Von Hake, C. A. 1973. Earthquake History of the United States, NOAA Publications 41-1. Revised Edition.

Dutton, Captain C.E. 1889. The Charleston Earthquake of August 31, 1886. Ninth Annual Report, 1887-1888. U.S. Geological Survey.

Eardley, A.J. 1962. Structural Geology of North America. Second Edition. Harper and Row, New York.

Eppley, R. A. 1965. Earthquake History of the United States, Part 1; Stronger Earthquakes of the United States (exclusive of California BVPS-2 UFSAR Rev. 0 2.5.2-18 and Western Nevada). U.S. Coast and Geodetic Survey No. 41-1. Revised Edition through 1963, p. l2O. Fletcher, J. B. and Sykes, L. R. 1977. Earthquakes Related to

Hydraulic Mining and Natural Seismic Activity in Western New York. Journal of Geophysical Research, Vol. 82.

Fox, F. L. and Spiker, C. T. 1977. Intensity Rating of the Attica (New York) Earthquake of August 12, 1929. A Proposed Earthquake Reclassification. Earthquake Notes, Vol. 48, Nos. 1-2, p. 37-46.

Fuller, M. L. 1912. The New Madrid Earthquake. Bulletin of U.S. Geological Survey No. 494, U.S. Government Printing Office, Washington, D.C. Geiser, P. and Engelder, T, 1983. The Distribution of Layer Parallel Shortening Fabrics in the Appalachian Foreland of N.Y. and PA. Evidence for Two Non-Coaxial Phases of the Appalachian Orogeny. Geological Society of America, Memoir 158.

Gupta, I. N. and Nuttli, O. W. 1976. Spatial Attenuation of Intensities for Central United States Earthquakes. Bulletin of

Seismological Society of America, Vol. 66, p. 743-751. Gwinn, V.E. 1964. Thin-Skinned Tectonics in the Plateau and Northern

Valley and Ridge Provinces of the Central Appalachians. Bulletin of the Geological Society of America. Vol. 55.

Hadley, J. B. and Devine, J. F. 1974. Seismotectonic Map of the Eastern United States. U.S. Geological Survey Miscellaneous Field Studies, Map MF-620. Janssens, A. 1977. Oil and Gas in Ohio - Past, Present, and Future, In Janssens, A,, Editor Seminar on Industrial Self-help Programs for Natural Gas Supplies, November 26, 1976: Ohio Dept. Nat. Res., Geol. Surv. Spec. Pub, p. 3-25.

King, P. B. 1969. The Evolution of North America. Princeton University Press, Princeton, N.J.

Lamborn, R.E. 1951. Limestones of Eastern Ohio. Ohio Dept. of Natural Resources. Bulletin of the Division of Geological Survey. No. 49. Lamont - Doherty Geological Observatory 1974, 1975. Regional Seismicity Bulletin of the Lamont - Doherty Network, Columbia

University, Palisades, N.Y. Murphy, J. R. and O'Brien, L. J. 1977. The Correlation of Peak Ground Acceleration Amplitude with Seismic Intensity, and Other Physical Parameters. Bulletin of the Seismological Society of America, Vol. 67, No. 3, p. 877-915.

BVPS-2 UFSAR Rev. 0 2.5.2-19 Nuttli, O. W. 1973. The Mississippi Valley Earthquakes of 1811 and 1812 - Intensities, Ground Motion, and Magnitudes. Bulletin of the Seismological Society of America, Vol. 63, p. 227-248. Nuttli, O.W. Catalog of Central United States Earthquakes Since 1800 of M b3. Contained in Barstow et al (1981) Appendix B2. Nuttli, O. W. and Herrmann, R. B. 1978. State of the Art for Assessing Earthquake Hazards in the United States; Credible Earth-quakes for the Central United States, Miscellaneous Paper S-73-1, Report 12, U.S. Army Corps of Engineers, Vicksburg, Mississippi.

Pomeroy, P. W.; and Fakundiny, R. H. 1976. Chronological List of Earthquakes in New York State and Adjacent States. New York State Museum and Science Service, Albany, N.Y.

Pomeroy, P. W.; Nowak, T. A.; and Fakundiny, R. H. Clarendon-Linden Fault System of Western New York - A Vibroseis Seismic Study. In

Press. Rodgers, J. 1970. The Tectonics of the Appalachians. Wiley

Interscience, New York, N.Y. St. Louis University. Regional Seismic Network Bulletins Nos. 19

through 35. January 1979 through March 1983. Sbar, M. L. and Sykes, L. R. 1977. Seismicity and Lithospheric Stress

in New York and Adjacent Areas. Journal of Geophysical Research, Vol. 82. Smith, W. E. T. 1966. Earthquakes of Eastern Canada and Adjacent Areas, 1928-1959. Publications of the Dominion Observatory, Ottawa, Vol. 32, No. 3. Canada Department of Mines and Technical Surveys.

Stone & Webster Engineering Corp. (SWEC). 1978. Regional Geology of the Salina Basin. Prepared for Office of Nuclear Waste Isolation, ONWI/SUB-E512-00600/1, Vol. 1. Stone & Webster Engineering Corporation (SWEC). 1980 Earthquake Data

Retrieval, VOLO, GT038. (Based upon data tape prepared by National Oceanic & Atmospheric Administration).

Stover, C.W.; Reagor, B.G.; and Algermissen, S.T. 1981. Seismicity Map of the State of Pennsylvania. Miscellaneous Field Studies Map No. MF-1280. Department of the Interior, United States Geological

Survey. Trifunac, M. D. and Brady, A. G. 1975. On the Correlation of Seismic

Intensity Scales with the Peaks of Recorded Strong Motion. Bulletin of Seismological Society of America, Vol. 65, No. 1, p. 139-162. BVPS-2 UFSAR Rev. 0 2.5.2-20 United States Coast and Geodetic Survey 1968, 1946-1974. United States Earthquakes 1928-1935, 1936-1940, 1941-1945. Annual Editions. U.S. Government Printing Office, Washington, D.C.

United States Geologic Survey 1974. Geological Map of the United States 1:2,500,000

U.S. Nuclear Regulatory Commission (USNRC) 1982. Safety Evaluation Report, Clinton Power Station - Unit 1, Illinois Power Company, Docket No. 50-461, July 31, 1982.

Van Tyne, A. M. 1975. Clarendon-Linden Structure, Western New York, N.Y. State Geological Survey Open File.

Van Tyne, A. M. 1976. Subsurface Investigation of the Clarendon-Linden Structure, Western New York. Empire State Geogram, Vol. 12,

p. 13. Ver Steeg, K. 1942. Jointing in the Coal Beds of Ohio. Economic

Geology - V37. Von Hake, C.A. 1976. Earthquake History of Ohio. Bulletin of

Earthquake Information, Vol. 8, No. 1, p. 28-30. Westland, A.J. and Heinrich, R.R. 1940. A Macroscopic Study of the

Ohio Earthquake of March 1937. Bulletin of the Seismological Society of America, Vol. 30, P. 251-260.

Whitman, R.V. 1968. Effect of Local Soil Conditions Upon Seismic Threat to Beaver Valley Power Station. Appendix 2D, BVPS-1 Preliminary Safety Analysis Report.

York, J. E. and Oliver, J. E. 1976. Cretaceous and Cenozoic Faulting in Eastern North America. Bulletin of the Geological Society of

America, Vol. 87, p. 1,105-1,114.

BVPS-2 UFSAR Tables for Section 2.5.2

BVPS-2 UFSAR Rev. 0 1 of 2 TABLE 2.5.2-1 MODIFIED MERCALLI INTENSITY SCALE OF 1931 I - Not felt except by a very few under especially favorable circumstances. II - Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing. III - Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earth-quake. Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated. IV - During the day felt indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed;

walls make cracking sound. Sensation like heavy truck striking building Standing motor cars rocked noticeably. V - Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. VI - Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. VII - Everyone runs outdoors. Damage negligible in buildings of good design and construction; slight to moderate in well built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motor cars. VIII - Damage slight in specially designed structures; considerable in ordinary substantial buildings with

partial collapse; great in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned. Sand and mud ejected in small amounts. Changes in well water. Persons driving motor cars disturbed. IX - Damage considerable in specially designed structures; well designed frame structures thrown out of plumb; great in substantial buildings, with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken. BVPS-2 UFSAR Rev. 0 2 of 2 TABLE 2.5.2-1 (Cont) X - Some well built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from river banks and steep slopes. Shifted sand and mud.

Water splashed (slopped) over banks. XI - Few, if any, (masonry) structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipelines completely out of service. Earth slumps and land slips in soft ground. Rails bent greatly. XII - Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground

surface. Lines of sight and level are distorted. Objects are thrown upward into the air. BVPS-2 UFSAR Rev. 0 1 of 11 TABLE 2.5.2-2 EARTHQUAKE CATALOG BEAVER VALLEY POWER STATION - UNIT 2 200-MILE RADIUS Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1776 39.9 82.0 VI 1796 12 26 1100 42.9 79.0 VI 7.5 1823 05 30 41.5 81.0 IV 3.8 1824 07 15 1620 39.7 80.5 IV 1836 07 08 41.5 81.7 IV 3.8 1840 09 10 43.2 79.9 V Hamilton, ON 1845 41.1 84.2 II 3.0 1846 10 18 2100 39.4 77.8 1846 10 19 0200 39.3 77.9 1850 10 01 1001 41.4 82.3 IV 3.8 1853 01 30 38.9 78.5 II 1853 03 13 1000 43.1 79.4 V St. Catharines, ON 1853 05 02 0920 38.5 79.5 V 72.0 1856 01 16 0300 39.3 78.2 IV 1857 03 01 41.7 81.2 IV-V 4.0 1857 12 10 2200 37.8 80.4 1857 12 11 0300 37.8 80.5 1858 01 15 43.1 79.1 II Niagara Falls, ON 1858 04 16 1200 41.7 81.3 IV 3.8 1867 01 13 41.5 81.7 III 3.4 1869 04 09 42.7 80.8 III 3.4

BVPS-2 UFSAR Rev. 0 2 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1872 07 23 41.4 82.1 IV 3.8 1873 04 30 PM 43.3 79.9 IV Hamilton, ON 1873 08 17 1400 41.2 80.5 III Sharon, PA 1873 07 06 1430 43.0 79.5 VI Welland, ON 1875 06 18 1343 40.2 84.0 VII 5.3 38.6 1876 02 27 42.4 83.2 II 3.0 1876 06 40.4 84.2 V 4.2 1877 08 17 1650 42.3 83.3 IV-V* 4.0 (3.2) 0.2 1879 08 21 0800 43.2 79.2 V 1881 07 31 0400 39.1 83.4 1881 08 30 0500 39.2 83.7 III 3.4 1882 02 09 2000 40.4 84.2 V 4.2 0.1 1882 04 02 38.6 78.5 II 1882 11 27 2330 43.0 79.2 IV Welland, ON 1882 12 04 2330 43.0 79.2 II Welland, ON 1883 04 01 43.3 79.9 III Hamilton, ON 1883 05 23 0430 38.4 82.6 IV 3.8 1884 09 19 2014 40.7 84.1 VI 4.7 123.6 1884 12 23 2300 40.4 84.2 III 3.4 1885 01 02 2116 39.2 77.5 V 3.5 1885 01 18 1030 41.1 81.4 (IV) (3.8) 1885 01 18 1130 41.3 81.1 III 3.4 1885 08 15 0505 41.3 81.1 II 3.2

BVPS-2 UFSAR Rev. 0 3 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1886 05 03 0300 39.5 82.1 III-IV 3.6 0.4 1886 09 02 43.2 79.2 II St. Catharines, ON 1889 09 00 40.4 84.2 III 3.4 1885 09 26 2030 40.3 80.1 III 1896 03 15 0700 40.3 84.2 IV 3.8 1897 03 07 43.1 79.2 IV Niagara Falls, ON 1898 10 24 41.5 81.7 III-IV 3.6 1899 11 12 1400 39.3 83.0 IV 3.8 1900 04 09 1400 41.4 81.8 VI* 4.7 (3.8) 1901 05 17 0700 39.3 82.5 V 4.2 9.7 1902 03 10 1030 39.6 77.1 III 1902 03 11 39.6 77.1 III 1902 06 14 0700 40.3 81.4 IV-V 4.0 1903 01 01 1730 39.6 77.1 II 1903 01 01 2045 39.6 77.1 I 1906 04 20 1730 41.5 81.7 (III) (3.4) 1906 04 20 1830 41.5 81.7 IV 3.8 1906 04 23 0712 40.7 83.6 V 4.2 1906 06 27 1210 40.4 81.6 V* 4.2 (3.4) 0.4 1906 06 27 2210 41.4 81.6 V 1907 01 10 1000 41.2 77.1 IV Williamsport, PA 1907 04 12 41.5 81.7 III 3.0 1909 04 02 0725 39.4 78.0 VI 2.5

BVPS-2 UFSAR Rev. 0 4 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1910 01 23 2120 39.6 77.0 II 1910 02 08 0900 38.7 78.7 IV 1.1 1910 02 25 PM 43.2 79.8 IV Hamilton, ON 1912 03 27 1252 43.2 79.7 V Hamilton, ON 1914 40.4 84.2 III 3.4 1918 04 09 1808 38.5 79.0 II 1918 04 16 1340 38.6 78.5 II 1919 09 05 2146 38.8 78.2 VI 1919 09 06 0246 38.8 78.2 VI 1920 07 24 38.7 78.4 IV 1921 09 27 0432 42.1 80.2 III Erie, PA 1922 03 16 0930 43.0 82.5 III 3.4 1923 12 31 2400 39.2 78.0 V 1924 01 01 39.2 78.0 IV 1924 01 01 0500 39.1 78.1 III 1925 03 27 0406 39.5 83.9 V 4.2 1925 10 40.4 84.2 III 3.4 1926 10 28 0842 41.7 83.6 III 3.6 1926 10 28 1100 41.7 83.6 IV 3.8 1926 11 05 1553 39.1 82.1 VI-VII* 4.0 (3.4) 0.3 1927 01 17 0530 40.7 82.5 IV 3.8 1927 02 17 0600 40.7 82.5 II 3.0 1927 06 10 0716 38.0 79.0 V 2.9

BVPS-2 UFSAR Rev. 0 5 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1927 10 29 40.9 81.2 V 4.2 1927 11 12 43.1 79.1 IV Niagara Falls, ON 1927 11 13 0050 43.1 79.1 IV Niagara Falls, ON 1928 09 09 2100 41.5 82.0 V 4.2 1.5 1928 10 27 40.4 84.1 III 3.4 0.1 1929 03 08 0906 40.6 84.2 V 4.2 5.0 1929 08 12 1124 42.9 78.4 VIII 5.8 Attica, NY 1929 09 17 1900 41.5 81.5 III 3.0 1929 12 02 2214 42.8 78.3 V Attica, NY 1929 12 03 1250 42.8 78.3 V 1930 01 17 42.8 78.3 III 1930 02 16 1217 42.8 80.5 III Simcoe, ON 1930 06 26 2145 40.5 84.0 IV 3.8 1930 06 27 0723 40.5 84.0 IV 3.8 1930 07 11 0015 40.6 83.2 IV 3.8 1930 09 29 2115 40.4 84.2 III 3.4 1930 09 29 2250 40.3 84.2 III 1930 09 30 2040 40.3 84.3 VII* 5.3 (4.2) 1930 10 40.4 84.2 III-IV 3.6 1930 11 20 42.6 83.2 III 3.4 1931 03 21 1548 40.4 84.2 III 3.4 1931 04 01 0015 40.4 84.0 III 3.4 1931 04 22 42.9 78.9 IV Buffalo, NY

BVPS-2 UFSAR Rev. 0 6 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1931 06 10 0830 41.3 84.0 V 4.2 1.5 1931 09 20 2305 40.4 84.2 VII 5.3 46.3 1931 10 40.4 84.2 III 1931 10 08 1430 40.4 84.2 III 3.4 1932 01 22 41.1 81.5 V* 4.2 (3.6) 1933 02 23 0320 40.3 84.2 IV 3.8 1.9 1934 10 29 2007 42.0 80.2 V Erie, PA 1934 11 05 2000 41.8 80.3 III 1935 07 13 40.5 78.5 VI Blair Co., PA 1935 11 01 0330 38.9 79.9 V 1935 11 01 2030 39.9 79.9 V 1936 01 31 0630 41.1 83.2 III 1936 01 31 1930 41.2 83.2 IV 3.8 1936 01 31 2000 41.2 83.2 II 3.0 1936 08 26 0900 41.4 80.4 III Greenville, PA 1937 03 02 1447 40.4 84.2 VII 5.3 108.1 1937 03 03 0950 40.7 84.0 V 4.2 0.2 1937 03 03 0955 40.7 84.0 III 3.4 1937 03 09 0544 40.4 84.2 VII-VIII 5.3 193.1 Anna, OH 1937 04 23 1715 40.7 84.0 III 3.4 0.3 1937 04 27 1700 40.7 84.0 III 3.4 0.3 1937 05 02 1705 40.7 84.0 IV 3.8 1938 03 13 1610 42.4 83.2 (IV) (3.8)

BVPS-2 UFSAR Rev. 0 7 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1938 03 16 1000 42.4 83.2 IV 3.8 1938 07 15 2245 40.7 78.4 V-VI Blair Co., PA 1939 01 14 0810 43.3 79.9 3.3 Hamilton, ON 1939 02 24 0020 42.9 78.3 III Attica, NY 1939 03 18 40.4 84.0 II 3.0 1939 03 18 1403 40.4 84.0 III-IV 3.6 0.5 1939 06 18 0320 40.3 84.0 IV 3.8 0.4 1939 07 09 1250 40.3 84.0 II 3.0 1939 11 26 0520 39.9 76.9 1940 05 28 2006 40.3 76.9 II Harrisburg, PA 1940 05 31 1700 41.1 81.5 II 3.0 1940 06 16 0230 39.9 82.2 III 1940 06 16 0430 40.9 82.3 IV 3.8 1940 07 28 0930 40.9 82.3 III 3.4 1940 08 15 1035 40.9 82.3 III 3.4 1940 08 19 0330 39.9 82.2 II 1940 08 20 0330 40.9 82.3 III 3.4 1943 03 09 0325 42.2 80.9 V 4.7 84.9 1944 02 26 2058 42.9 78.8 II Buffalo, NY 1948 01 18 41.7 83.6 III 3.4 1951 12 03 0200 41.6 81.4 IV 3.8 0.1 1951 12 03 0702 41.6 81.4 (IV) (3.2) (0.1) 1951 12 07 41.6 81.4 II 3.0

BVPS-2 UFSAR Rev. 0 8 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1951 12 21 2100 41.6 81.5 II 1951 12 22 0400 41.6 81.4 II 3.0 1952 06 20 0938 39.7 82.1 VI 4.7 5.0 1953 05 07 2332 39.7 82.1 IV 3.8 1953 06 12 41.7 83.6 IV 3.8 1954 04 27 0214 43.1 79.2 4.1 Welland, ON 1955 05 26 1809 41.5 81.7 V (IV-V)* 3.8 (3.6) 1955 06 29 0116 41.5 81.7 V (IV)* 3.8 (3.6) 1955 08 16 0735 42.9 78.3 V Attica, NY 1956 01 27 1203 40.4 84.2 V 4.2 1.9 1957 06 29 42.9 81.3 IV 3.8 1958 05 01 2247 41.5 81.7 IV-V 4.0 1958 07 22 0146 43.0 79.5 4.3 Welland, ON 1958 08 04 2025 43.1 80.0 (IV) 3.9 Caledonia, ON 1958 08 04 2025 43.1 80.0 (IV) 3.9 Caledonia, ON 1958 08 22 1425 43.0 79.0 3.6 Niagara Peninsula, ON 1959 02 09 0200 43.0 81.0 2.4 London, ON 1959 02 09 43.0 81.0 (IV) 3.8 1961 02 22 0645 41.2 83.3 V 4.2 5.0 1961 02 22 0844 41.0 83.6 III 1961 02 22 0945 41.2 83.3 V (4.0) (5.0) 1962 03 27 0635 43.0 79.3 V 3.0 Niagara Falls, NY 1962 03 27 0737 42.9 79.0 V

BVPS-2 UFSAR Rev. 0 9 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1962 09 07 1400 39.7 78.2 IV 1963 02 27 0600 43.2 79.6 3.0 Grimsby, ON 1963 10 10 1500 39.8 78.2 15.0 1964 02 13 40.4 78.2 VI 4.6 Blair Co., PA 1964 02 13 1946 40.4 78.2 5. 2 Non-tectonic event ** 1965 07 16 1100 42.9 78.2 IV 3.5 Attica, NY 1965 0157 42.9 78.2 IV Attica, NY 1965 08 27 42.9 78.2 IV Attica, NY 1965 10 08 0217 40.1 79.8 3.3 Southwestern PA 1966 01 01 1030 42.8 78.2 Attica, NY 1966 01 01 1129 42.8 78.3 3.0 Attica, NY 1966 01 01 1323 42.8 78.2 VI* 4.7(4.6) Attica, NY 1966 09 28 2059 39.3 80.4 IV (3.8) 1967 04 08 0541 39.6 82.5 V 4.2 3.9 1967 06 13 1908 42.9 78.2 VI* 3.9(4.4) Attica, NY 1968 07 26 40.4 84.2 II-III 3.2 1969 05 22 1500 39.7 78.2 1969 08 13 42.9 78.2 IV 2.5 Attica, NY 1970 05 27 1800 39.7 78.2 1970 08 11 0614 38.4 82.3 IV 3.8 1970 12 13 0536 42.7 78.7 2. 0 SW of Hamburg, NY 1971 02 18 1930 39.7 78.2 1971 03 05 1719 40.7 78.0 Non-tectonic event** 1972 09 12 1715 39.7 79.9

BVPS-2 UFSAR Rev. 0 10 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1973 02 09 0446 42.8 78.3 2.7 SE of Attica, NY 1974 03 23 0947 38.9 77.8 2.5 1974 09 29 0226 41.2 83.4 II 3.0 1974 10 10 2146 42.3 77.7 2.2 Hornell, NY 1974 10 20 1514 39.1 81.6 V 3.4 1974 11 27 1028 43.3 79.1 3.3 1975 02 03 1031 41.3 83.2 (IV) (3.8) 1975 02 16 2322 39.0 82.4 (IV) (3.8) 3.3 1975 06 30 2015 43.4 79.8 III 3.0 1975 07 01 0010 42.8 78.6 2.4 Lancaster, NY 1975 08 30 0614 42.7 78.1 2.1 S of Warsaw, NY 1975 10 31 0026 42.8 78.2 Attica, NY 1975 11 20 1502 42.9 78.2 1.5 Attica, NY 1975 11 20 1504 42.9 78.2 Attica, NY 1975 11 29 1222 42.8 78.2 Attica, NY 1975 12 01 2341 42.8 78.2 Attica, NY 1976 01 01 2118 42.9 78.2 Attica, NY 1976 01 10 2114 42.8 78.2 Attica, NY 1976 01 14 2008 42.8 78.2 Attica, NY 1976 01 30 1859 39.7 78.2 15 2.8 1976 02 02 2114 42.0 82.7 (III) 3.4 Leamington, ON 1978 04 26 1930 89.7 78.2 15 3.1 1978 05 13 2156 42.8 78.3 16 2.8 W of Attica, NY 1978 05 13 2209 42.8 78.3 6 2.6 W of Attica, NY BVPS-2 UFSAR Rev. 0 11 of 11 TABLE 2.5.2-2 (Cont) Date Origin Latitude Longitude Intensity Depth Felt Area Year Month Day Time ( N) ( W) (MM) (km) Magnitude (x10 3 mi 2) Location 1978 10 15 2237 43.2 80.5 OR 2.2 Drumbo, ON 1978 10 26 2154 42.7 77.8 6

2.6 Mount

Morris, NY 1980 01 21 0616 43.3 79.8 5 2.5 E. Hamilton, ON 1980 08 20 0935 42.1 83.1 V 18R 3.3 Lake Erie, OH 1980 10 14 0059 43.1 80.6 Felt 18R 3.5 ON 1981 01 07 0503 43.2 80.4 6.7 2.8 Near Brantford, ON 1981 03 31 0541 42.9 78.3 4.9 1.4 Attica, NY 1981 03 31 2105 42.9 78.3 6.2 2.8 Attica, NY 1981 08 28 1051 43.2 80.6 III 1R 3.3 ON 1981 09 05 0547 42.7 81.4 9 1. 9 15 km, S of DLA, ON 1981 09 05 0549 42.8 81.5 9R 15 km S of DLA, ON 1981 09 05 0549 42.8 81.4 9R 3. 1 7 km S of DLA, ON 1981 09 11 1625 43.4 79.8 2.7 2.2 Burglington, ON NOTES: *Indicates shallow earthquake per Nuttli (1981). Data in parentheses taken from Nuttli (1981).

**Stover, Reagor, and Algermission (1981). 

84° 83°

• eo** 78° 77° 76° *** .. .. 43° *
• 43° y ORK
• Ithaca 0
• 42° t..,A I LEGEND: 42°
• rr-m I --*
• N-Y I I
• ID I * *** 41° *
• P E N N. W OR GREATER AS NOTED 41°
• NO INTENSITY DATA I
• I
• I
• rYE
• 1l-1ZI £ ILL. u: 7>'
• 11938). SHALLOW EARTHQUAKE 0 H 10 .:sll {1885) DATE I {1930) Pittsburgh

q. 11935) I (188;)

I 40°--* "0 0 25 Colu b us

• 40°' SCALE-MILES
• *
• 76°
• NOTE:
• I INTENSITIES ARE MODIFIED MERCALLI (MM) .r.--I * , SEE TABLE 2.5.2 -1 \ j 39° *
• W.VA. * *
• 0 Charleston K Y. 38° 38° I FIGURE 2.5.2-1 EPICENTERS AND FELT REPORTS WITHIN 200 MILES OF THE SITE 84° 83° 82° 79° 78° BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT j ***

MICHIGAN * * *

• 0 H I 0 Colu bus * *
• K Y. *
• 0 Charleston W.VA. YORK Ithaca 0 LEGEND: THRUST OR REVERSE FAULT NORMAL FAULT ---ANTICLINAL AXIS WITH PLUNGE + SYNCLINAL AXIS _..,,-LINE OF STRUCTURAL DISCONTINUITY
• n-m
• nr-Y
• 1ZI -Jlii OR GREATER AS NOTED
• NO INTENSITY DATA £. SHALLOW EARTHQUAKE (1685) DATE 0 25 50 75 100 SCALE-MILES NOTE: INTENSITIES ARE MODIFIED MERCALLI (MM) SEE TABLE 2.5.2-1 FIGURE 2.5.2-2 EPICENTERS E. GEOLOGIC STRUCTURES WITHIN 200 MILES OF THE SITE BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT

\ New Orleans NOTE* Nuttl i 1973 GENERAUZED ISOSEISMALS DEC.I6,1811 0 200 400 SCALE-KILOMETERS Fl GURE 2.5.2-3 ISOSEISMAL MAP NEWMADRIDEARTHQUAKE 1 1811 BEAVER VALLEY POWER STATION-UNIT-2 Fl NA L SAFETY ANALYSIS REPORT + GULF OF MEXICO NOTE: Bollinger, 1977 0 ' 100 200 SCALE-MILES FIGURE 2.5. 2-4 I SOSEISMAL MAP CHARLESTON, S.C. EARTHQUAKE, 1886 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT \ .. _ **-**---.. ..,* NOTE: Smith 1966 MARCH 1 I 1925 FEBRUARY 28,1925 EST 0 150 SCALE -MILES FIGURE 2.5.2-5 ISOSEISMAL MAP ST. LAWRENCE RIVER EARTHQUAKE, 1925 BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT I I .D I eMansfield 0 H 0 .stratford elockport ,tliagora Falls 1 ' .Attica __ji..-----...A Buffalo eJamestown

---

..----

• corry Pembroke*

Oswego f *Rome

• Syracuse
• Utica *Auburn N E W Y 0 R K
• Penn Yon eBath elthoca
• Meadville

/* .,.,.,,, *coudersport

• New Castle ----r-....., __ ,J \ Port Scranton*

-..._*Jervis 0 Williomsj;or! . Milford Y' .. *W*Ikes-, ........._ Barre I ..... Y L V A I'll I A , N. J *

• Ridgway N N s ,

Easton .I \ SITE

• Altoona* *Huntingdon -LB New, k* Steubenville)

Pitf5burgh

,:unsw*c , .sherbrooke -fil --{.Coleloo* ,' ' "1 St.Johnsbury* , Burlington ,_/

• Montpelier ) l I \ *Greenville M A N E *Bangor Cape Cod Nantucket o
• f *ReadinQ \ 40 eColumbus

' *Harrisburg

• Trenton 40°

____ __ _l ____________ __________ 80° NOTE UNITED STATES COAST AND GEODETIC SURVEY 1968 FIGURE 2.5.2-6 AREAS AFFECTED BY ATTICA EARTHQUAKE AUGUST 12, 1929. BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT NOTE: Smith 1966 F I GU R E 2. 5. 2-7 ISOSEISMAL MAP 0 50 100 150 MILES TIMISKAMING EARTHQUAKE, 1935 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 42° 40° goo 88° I I \ eMadison I Milwaukee* I WI S C 0 N s LA K £ I N \ M!CHIGA , __ ----------- I I" l L L N 0 s *springfield MISSOUR NOTES 1. WESTLAND AND HEINRICH 1940. 2. ROMAN NUMERALS INDICATES INTENSITIES ON THE WOOD-NEUMANN SCALE. 86° 84° m I I IT H I Detroit * :--,., I I C A \N A 0 A \ \ \London \ *St. Thomas Warren* *Akron lli *Canton SITE

• eBuffalo NEW YORK ----------PENNSYLVANIA
• Pittsburgh 80° R G N A FIGURE 2.5.2-8 ISOSEISMAL MAP ANNA, OHIO EARTHQUAKE MARCH 9, 1937 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT II 80° NOTE: Smith 1966 FIGURE 2.5.2-9 ISOSEISMAL MAP I' r ........ .r* 0 100 SCALE-1\11 LES CORNWALL MASSENA EARTHQUAKE SEPTEMBER 5, 1944 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT LEGEND --4--SEISMIC FREQUENCY CONTOUR NO. OF EVENTS PER 10,000 KmZ WITH INTENSITY m (MM) ---BOUNDARY OF APPALACHIAN PLATEAU TECTONIC PROVINCE REFERENCE=

Devine, (1974) SCALE-MilES FIGURE 2.5.2-10 EARTHQUAKE FREQUENCY MAP BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT p E N N /l "Pittsburgh ) L----"' LEGEND --4--SrESMIC FREQUENCY CONTOUR NO. OF EVENTS PER ll 1 680 Km2 WITH INTENSITY 2: III ( MM) OR LOCAL MAGNITUDE 2: 2.0 --BOUNDARY OF APPALACHIAN PLATEAU TECTONIC PROVINCE REFERENCE' Barstow, et. al., ( 1981) -----0 100 200 SCALE-MILES FIGURE 2.5.2-II EARTHQUAKE FREQUENCY MAP BEAVER VALLEY POWER STATION-UN IT 2 FINAL SAFETY ANALYSIS REPORT

LEGEND --9--STRAIN RELEASE CONTOUR REPRESENTS LOG1o FOR CUMULATIVE STRAIN RELEASE PER 11,689 Km 2 FOR EVENTS WITH INTENSITY

2:ill ( MM) OR LOCAL MAGNITUDE 2.0 STRAIN = 100.75 MAG+ 5.9 ---BOUNDARY OF APPALACHIAN PLATEAU TECTONIC PROVINCE

REFERENCE:

Barstow et. al., ( 1981) VI R G I -----100 200 SCALE-MILES FIGURE CUMULATIVE STRAIN RELEASE BEAVER VALLEY POWER 2 Fl NAL SAFETY ANALYSIS REPORT BVPS-2 UFSAR Rev. 0 2.5.3-1 2.5.3 Surface Faulting No surface faulting exists at or near the site. There are no known active or capable faults within 150 miles of the site. There has been no mining, hydrocarbon extraction, or other activity beneath the site which could cause ground rupture at the site.

2.5.3.1 Geologic Conditions of the Site The geologic conditions in the region and at the site are described in

Sections 2.5.1.1 and 2.5.1.2, respectively. 2.5.3.2 Evidence of Fault Offset

There is no evidence of fault offset at the ground surface within 5 miles of the site or in any subsurface boring taken at the site.

2.5.3.3 Earthquakes Associated with Capable Faults

There is no seismic or geologic evidence of capable faulting within 5 miles of the site.

2.5.3.4 Investigation of Capable Faults There are no known capable faults within 5 miles of the site requiring

investigation. 2.5.3.5 Correlation of Epicenters with Capable Faults

There is no seismic evidence to indicate capable faulting within 5 miles of the site to correlate with epicenters.

2.5.3.6 Description of Capable Faults

There are no known capable faults within 5 miles of the site. 2.5.3.7 Zone Requiring Detailed Faulting Investigation

No zone requiring a detailed faulting investigation has been identified within 5 miles of the site.

2.5.3.8 Results of Faulting Investigation

A fault zone requiring a detailed investigation has not been identified in the site area.

BVPS-2 UFSAR Rev. 0 2.5.4-1 2.5.4 Stability of Subsurface Materials and Foundations This section presents the results of investigations and studies conducted to evaluate the stability of subsurface soils at the site

and the foundations which they support. Engineering properties of soils were determined based on detailed field and laboratory investigations described herein. The evaluation of subsurface conditions and soil properties and the results of stability analyses are presented under the following specific headings.

2.5.4.1 Geologic Features The major structures of Beaver Valley Power Station (BVPS) are located on the highest of three terraces along the south side of the Ohio River. They are composed predominantly of alluvial deposits derived from the cyclic aggradation and degradation of local materials and

glacial outwash by the ancestral Ohio River drainage system during the Pleistocene period. Figure 2.5.4-1 is a typical north-south cross section through the site showing the terraces. The Upper Pleistocene terrace slopes gently toward the Ohio River from about el 760 feet to 735 feet. The soils of this terrace consist

predominantly of interbedded sands, gravels, and silty sands and gravels. A zone of loose granular material from approximately el 640 feet to 660 feet was discovered in the plant area during the excavation for the Beaver Valley Power Station - Unit 2 (BVPS-2) containment foundation. The loose zone was present under approximately the northern portion of the containment and extended east and west beneath most of the Category I structures. The loose zone was successfully densified using the pressure injected footing technique. The extent of the densified area is shown on Figure 2.5.4-15. It has been determined that the densified in situ soil will be stable under all anticipated loading and environmental conditions. The densification program and its evaluation are fully described in the Duquesne Light Company (DLC 1976) Report on Soil Densification Program.

The near surface soils of the intermediate terrace (original ground surface el 685 feet to 700 feet) and the present floodplain (original

ground surface el 675 feet) consist of medium stiff to soft clays and silts. These recent river silts and clays extend to approximately el 655 feet where they are underlain by sands and gravels to bedrock. The intermediate terrace is overlain in part by fill placed during the construction of Shippingport Atomic Power Station (SAPS) and Beaver Valley Power Station - Unit 1 (BVPS-1).

The bedrock in the area of the site is Pennsylvanian in age and belongs to the Allegheny group which consists of interbedded sandstones, shales, coal seams, and occasional limestones. The rock underlying the plant site is a dark gray carbonaceous shale which

BVPS-2 UFSAR Rev. 0 2.5.4-2 dips gently southeastward about 15 to 20 ft/mi. The rock is slightly weathered for the first few feet with weathering effects decreasing rapidly with depth. A top of rock contour map is provided on Figure 2.5.4-50. The computer program SURFACE II (Sampson 1975) was used as an aid in developing the map. Input to SURFACE II was the top of rock elevations from the irregularly spaced exploratory borings. SURFACE II establishes a regularly spaced, orthogonal grid and interpolates top of rock elevations at these grid points utilizing a data fitting algorithm specified by the user. The computer develops the contour map from the interpolated grid elevations.

A check was made to verify that the computer-drawn map was an accurate representation of the top of rock elevations from the boring data. It was necessary to manually re-contour the computer-generated 800 to 875-feet contours because the computer-drawn contours did not adequately represent the top of rock elevations in an area of known

rock surface geometry. Only the exploratory borings were used to evaluate the top of rock elevation; the verification borings performed for several densification programs in the main plant area provided

redundant data and were not used. As discussed in Section 2.5.1.2, there are no areas of actual or

potential subsurface subsidence at the plant site. The ground-water conditions at the site are discussed in detail in

Sections 2.4.13 and 2.5.4.6. Unrelieved residual stresses in rock were not considered to have an influence on the design and operation of the plant due to the thickness of the founding overburden.

2.5.4.2 Properties of Subsurface Materials The BVPS is founded on the highest of three alluvial terraces. These

terraces are described in more detail in Section 2.5.4.1. Borings drilled within the main plant area indicate a subsurface profile consisting of about 115 feet of medium dense to dense granular soils underlain by shale bedrock with a top surface at about el 620 feet. A zone of loose granular material between about el 640 feet and 660 feet was discovered in the BVPS-2 plant area and was subsequently densified using the pressure injected footing technique (DLC 1976).

A lens of very stiff, silty clay was uncovered along the northern edge of the reactor containment excavation at about el 679 feet, the presence of which was not noted during the original subsurface

investigation. The clay lens was removed from within the containment area and replaced with compacted structural fill. It extends eastward and is present beneath the northern portions of the

BVPS-2 UFSAR Rev. 13 2.5.4-2a safeguards area and the refueling water storage tank (RWST). Its areal extent is discussed further in Section 2.5.4.7.1. Subsurface profiles are presented on Figures 2.5.4-2 , 2.5.4-3 , 2.5.4-4 , 2.5.4-5 , 2.5.4-6 , 2.5.4-7 , 2.5.4-8 and 2.5.4-9 , Figures 2.5.4-51 , 2.5.4-52 , 2.5.4-53 , 2.5.4-54 and 2.5.4-55 , and Figure 2.5.4-60 , the locations of which are shown on Figures 2.5.4-10 and 2.5.4-13. The profiles are based upon the data from the boring logs which are referenced in Table 2.5.4-1. An extensive laboratory testing effort was undertaken to establish the engineering and index properties of the intermediate and lower terrace silts and clays. The results are presented and summarized in Appendix 2.5D. Included are grain size analyses performed on samples of the in situ sands and gravels and the results of in place density

BVPS-2 UFSAR Rev. 0 2.5.4-3 tests conducted during the documentation of the soil conditions at the reactor containment founding elevation (Section 2.5.4.5). Attempts to obtain undisturbed samples of the in situ sands and gravels were unsuccessful. Consequently, the engineering properties of the sands and gravels developed for design purposes were based upon accepted conservative, empirical correlations of engineering properties to subsurface conditions determined by geophysical surveys, test borings, and field testing.

A plot of relative density versus blow count for the in situ sands and gravels is shown on Figure 2.5.4-11 for borings outside of the area densified by the pressure-injected footing technique. (Borings within the densified area are discussed in DLC'S 1976 Report on Soil Densification Program.) The relative density of most of the samples fall within the range of 50-80 percent, classifying the in situ sands and gravels as medium dense to dense (Terzaghi and Peck 1967). Based on a correlation with relative density (U.S. Department of the Navy 1971), the angle of internal friction of the in situ sands and gravels may range between about 33 and 40 degrees; an angle of 30 degrees was conservatively chosen for design purposes.

The dry unit weight of the in situ sands and gravels was taken as 117 pcf, based on an average of in place density tests performed during excavation for plant structures.

The specific gravity was taken as 2.65 and was based upon laboratory determination (Appendix 2.5D).

The void ratio was computed to be 0.4 from the equation: e G w d d (2.5.4-1) where: e = void ratio G = specific gravity d = dry unit weight (pcf) w = unit weight of water (62.4 pcf) The saturated unit weight below the ground-water table was taken as

136 pcf from the equation: T wGSe e 1 (2.5.4-2) where: T = total unit weight S = degree of saturation BVPS-2 UFSAR Rev. 0 2.5.4-4 Above the ground-water table, the total unit weight was taken as 125 pcf assuming an average water content of 7 percent. The low strain shear moduli of the in situ sand and gravel, used in the estimation of building settlements, were determined using Equation 2.5.4-3. G e o emax,230()().()12.97 2 05 1 (2.5.4-3) where: G max = shear modulus (psi) o = effective octahedral stress (psi) Shear moduli determined from in situ seismic velocity measurements compared quite well with those computed using this relationship as

shown on Figure 2.5.4-12. Section 2.5.4.10.2 provides an in-depth discussion of the determination of elastic properties of the in situ sands and gravels used in the estimation of building settlement.

The following tests, the results of which are presented in Appendix 2.5D, were performed on undisturbed block samples of the stiff silty clay lens which was encountered below the reactor containment excavation:

1. Atterberg limits and natural water contents, 2. Constant rate of strain (CRSC) and incrementally loaded (IC) consolidation tests,

3. Unconsolidated undrained (UU) triaxial compression tests, and

4. Consolidated undrained (CIU) triaxial compression tests.

Classification tests show that the silty clay has a liquid limit of 50, a plastic limit of 23, and a natural water content of 23 percent. The natural water content being equal to the plastic limit is an indication that the clay has been precompressed. The presence of

small fissures with discoloration along their surfaces suggests that the precompression may have been due to dessication.

Consolidation tests show that the clay has been preloaded to a maximum past pressure ranging between 9.5 and 18 ksf. The estimated overburden pressure prior to the excavation for the containment

foundation was approximately 7.5 ksf, indicating an overconsolidation ratio (OCR) of 1.3 to 2.4. The recompression ratio (RR) is approximately 0.02 and the compression ratio (CR) is approximately 0.12. The coefficient of consolidation (c v) varies from approximately 5X10-3 to 1.8x10 -2 cm 2/sec in the overconsolidated region and is approximately 2.5x10 -3 cm 2/sec in the normally consolidated region. From the incremental consolidation test, the BVPS-2 UFSAR Rev. 13 2.5.4-5 average coefficient of secondary consolidation (c) ranges between 5X10-4 and 2X10-3 in/in/log cycle of time. The effective friction angle () as determined from the CIU triaxial test was 25.7 degrees, assuming that the effective cohesion intercept was zero. The undrained shear strength measured in the UU tests is approximately 4.3 ksf.

In situ shear wave velocity measurements are discussed in Section 2.5.4.4. Field measurements of permeability are discussed in Section 2.5.4.6. Dynamic engineering properties of the soils underlying the site are discussed in Section 2.5.4.7.3.

2.5.4.3 Exploration Site specific exploration activities at the BVPS site, for the purpose of evaluating subsurface conditions, consisted of drilling exploratory borings, installing piezometers, and performing geophysical surveys.

2.5.4.3.1 Exploratory Borings A total of 298 exploratory borings were performed under the supervision of Stone & Webster Engineering Corporation (SWEC) at the BVPS site for the construction of SAPS, BVPS-1 and BVPS-2. The locations of the exploratory borings are shown on Figures 2.5.4-10 and 2.5.4-13. A list of borings, along with the dates that they were drilled and the locations of the boring logs for reference purposes, is provided in Table 2.5.4-1. Boring logs which have not been

published in previous documents are included in Appendix 2.5B. The primary functions of the exploratory borings were to establish the nature of the overburden soils and rock, to study the geology of the site area, and to obtain representative samples to develop engineering properties for design purposes.

A series of borings, PL-1 through PL-66, was performed by others in conjunction with the construction of a sludge pipeline system for the

Bruce Mansfield Plant. Borings TH-1 through TH-13 were performed by others for the BVPS emergency response facility. The borings are shown on Figure 2.5.4-13 and are referenced in Table 2.5.4-1. Site subsurface profiles within the BVPS-2 area, based on data derived from the borings, are shown on Figures 2.5.4-2 , 2.5.4-3 , 2.5.4-4 , 2.5.4-5 , 2.5.4-6 , 2.5.4-7 , 2.5.4-8 and 2.5.4-9 , Figures 2.5.4-51 , 2.5.4-52 , 2.5.4-53 , 2.5.4-54 and 2.5.4-55; and on Figure 2.5.4-60. Six piezometers were installed, at the locations shown on Figure 2.5.4-14 , for the purpose of studying ground-water conditions at the site. Discussion of the data obtained is contained in Section 2.5.4.6.

BVPS-2 UFSAR Rev. 0 2.5.4-6 2.5.4.3.2 Verification Borings A total of 154 verification borings were performed to evaluate the results of the in situ densification program in the BVPS-2 area described in the Report on Soil Densification Program, (DLC 1976). A boring location plan is given on Figure 2.5.4-15 , which also outlines the area densified. Each boring was evaluated on a sample-by-sample basis to verify that the desired degree of densification had been achieved. The logs of the verification borings can be found in Appendix I of the Report on Soil Densification Program, (DLC 1976). Borings 501 through 562 were performed to verify the effectiveness of a vibroflotation densification program of the soil underlying the river water and service water system pipelines during the construction of BVPS-1. The limits of densification are shown on Figure 2.5.4-16 , and Figure 2.5.4-54 presents the subsurface conditions beneath the 30-inch service water system lines from the valve pit to the intake structure. The purpose of the program was to remove the potential for liquefaction of the underlying sands and gravels. This work is described in the Response to USNRC Questions 2.26 and 2.27 of the BVPS-2 PSAR, (DLC 1972e).

Borings 537T through 577T (Figure 2.5.4-13) were performed to verify the effectiveness of the Terra Probe densification program around the main intake structure. It was postulated that the nondensified soils, should they liquefy, could block the intake structure. The Terra Probe densification program was undertaken to prevent such an occurrence. This work is described in Section 2.5.4.12. The boring

logs are included in Appendix 2.5B. 2.5.4.4 Geophysical Surveys

Geophysical surveys were conducted at the site by Weston Geophysical Engineers, Inc., to measure the in situ compression and shear wave velocities of the soil and rock. Appendix 2G of the BVPS-2 PSAR, (DLC 1972f) presents the results of measurements taken in 1968 in the area of the reactor containment for BVPS-1. Subsequent to the soil densification program at BVPS-2, additional crosshole seismic velocity measurements were made in the densified area. The results of this study are presented in the Report on Soil Densification Program, (DLC

1976). A summary of the information obtained from the geophysical surveys is given on Figure 2.5.4-17. A comparison of the measured in situ shear wave velocities on Figure 2.5.4-18 shows little difference before and after densification. The field work involved with the measurement of the post-densification, in-situ, seismic velocities was performed between June 9 and June 22, 1977. From piezometer data presented in Appendix 2.5A, the ground-water levels within the terrace sands and gravels of

the main plant area during this period averaged approximately el 665.7 feet. Consequently, the water level of el 652 presented by Weston Geophysical Engineers appears to be incorrect. The soil layer

BVPS-2 UFSAR Rev. 0 2.5.4-6a between approximately el 652 and el 667 with a compressive wave velocity of 3,000 ft per second was mostly below the ground-water table at the time of the seismic survey.

Since water is relatively incompressible, as compared to the soil skeleton, measurements of compressive (P) wave velocities below the ground-water table are more representative of the water than the soil. The compressive wave velocity of water is about 5,000 ft per second; therefore, the reported compressive wave velocity of 3,000 ft per second between el 652 and el 667 is anomolous.

This value of compressive wave velocity from the seismic survey was not used in analyzing the behavior of safety-related plant structures, systems, or components. 2.5.4.5 Excavations and Backfill

A comprehensive onsite quality control program was instituted at BVPS-2 to ensure compliance with excavation, material, and compaction requirements as specified by SWEC. This program was under the control of Duquesne Light Company Site Quality Control (DLC-SQC).

BVPS-2 UFSAR Rev. 13 2.5.4-7 Field inspection and testing, as required, were performed by Dick Corporation Field Quality Control (DC-FQC), which reported directly to DLC-SQC. 2.5.4.5.1 Excavation Permanent Seismic Category I excavations are not present at the site.

All excavations are temporary and are related to the construction of the plant structures. They will be backfilled as required prior to plant operation. The areal extent of excavations in the plant area is

shown on Figure 2.5.4-19. Profiles through the plant area are given on Figures 2.5.4-2, 2.5.4-3, 2.5.4-4, 2.5.4-5, 2.5.4-6, 2.5.4-7, 2.5.4-8 and 2.5.4-9. To ensure the suitability of the excavated foundation levels for Category I structures, buried piping, and duct lines, the DC-FQC

inspector verified the following (DLC 1979, SWEC 1978):

1. Excavated areas were within the limits shown on the drawings, 2. All excavated or bedding areas or fill areas, as applicable, were graded to within 0.2 foot of the grades shown on the drawings,

3. Tests were performed on granular excavated material and/or founding elevation, as applicable, as required in Table 2.5.4-2 ,

4. Any soft spots at the bottom of excavations were removed and backfilled at the direction of the Geotechnical Engineer, and

5. The founding elevations or prepared surfaces, as applicable, were approved by the Geotechnical Engineer.

The excavation for the reactor containment was made within a steel sheetpile cofferdam driven to el 671 feet. Upon completion of the excavation to el 679 feet, a foundation documentation program was

conducted which consisted of the following:

1. Establishing a 25-foot square grid over the floor of the containment excavation, 2. Photographing the floor of the containment excavation,

3. Performing in-place density tests at each grid intersection, and

4. Obtaining a bag sample of the founding soil at each grid intersection for classification.

BVPS-2 UFSAR Rev. 0 2.5.4-8 Grain size analyses performed on each bag sample and the results of the in-place density tests are presented in Appendix 2.5D. The foundation documentation program revealed the presence of a lens of stiff silty clay along the northern perimeter of the containment excavation at el 679 feet; the presence of which was not encountered during the original subsurface investigation. The lens extends

eastward beneath roughly the northern half of the safeguards area and the RWST. The areal extent of the clay lens is discussed further in Section 2.5.4.7.1. Soil profiles beneath the safeguards area and the

RWST are shown on Figures 2.5.4-8 and 2.5.4-9. Laboratory tests performed on undisturbed block samples recovered from the containment excavation are presented in Appendix 2.5D and are summarized in

Section 2.5.4.2. The clay was removed from within the containment excavation and replaced with compacted structural fill; it was not removed from beneath the safeguards area and the RWST. Estimates of the settlements of the safeguards area and the RWST were found to be

within tolerable limits (Figure 2.5.4-20) and the stiff clay was not considered to be a concern to the stability of the structures insofar as a bearing capacity failure was concerned due to the overlying

thickness of compacted structural fill. The area beneath the northern portion of the safeguards area and the RWST was excavated to el 690 feet during the soil densification program (Section 2.5.4.12) and then

backfilled with compacted structural fill. Portions of the intermediate terrace and present floodplain (Figure 2.5.4-1) have been overlain by uncontrolled fill and nonstructural fill placed during the construction of SAPS and BVPS-1. The limit of

the uncontrolled fill in the plant area was determined from a

comparison of the original ground topography that existed prior to the construction of SAPS with the topography after the completion of BVPS-1. The excavation to el 690 feet north and east of the

containment shown on Figure 2.5.4-19 was conducted to remove this material. The excavated area was then backfilled with compacted

select granular fill.

Measures to control ground-water levels during excavation were not required. The ground-water level reflects the Ohio River water level which has a normal pool elevation of 665 feet. With the exception of a local area within the containment cofferdam, the bottom of all excavations were well above el 665 feet.

2.5.4.5.2 Backfill

Specifications

Structural or select granular fill for use beneath and adjacent to Category I structures consisted of well-graded sand and gravel, which conformed to the following grain size requirements:

BVPS-2 UFSAR Rev. 0 2.5.4-8a Percent passing Sieve size by dry weight 6 (inches) 100 No. 200 0-15 (nonplastic fines)

Figure 2.5.4-21 shows the upper and lower gradation limits Of 115 grain size analyses on material used for structural fill. Compaction tests performed on these samples according to ASTM 1557, Method D, indicated a mean maximum dry density of 136.9 pcf with a mean optimum water content of 7 percent. The material was placed in loose lifts of 6 to 12 inches and compacted

to a minimum of 95 percent of the maximum dry unit weight obtained from compaction tests performed in accordance with ASTM D1557, Method D, with a minimum required in-place density of 130 pcf.

Material testing requirements were as given in Table 2.5.4-2 (SWEC 1978). Granular borrow material meeting the gradation requirements for structural/select granular fill was obtained from the suppliers listed in Table 2.5.4-6. Also shown are quantities of backfill provided by each supplier.

In situ soils removed from on-site excavations were not used as structural fill beneath or around Category I structures.

BVPS-2 UFSAR Rev. 0 2.5.4-9 Soil Properties The dry unit weight of compacted structural fill was taken as 130 pcf, corresponding to 95 percent of the mean maximum dry density from 115

moisture density tests. The specific gravity was taken as 2.65.

The void ratio was computed to be 0.27.

The saturated unit weight below the ground-water table was taken as 144 pcf from the equation: T wGSe e 1 (2.5.4-4) where: T = total unit weight (pcf) G = specific gravity S = degree of saturation, decimal (100%) e = void ratio w = unit weight of water = 62.4 pcf Above the ground-water table, the total unit weight was taken as 136 pcf assuming an average water content of 5 percent.

The angle of internal friction of compacted structural fill was conservatively assumed to be 36 degrees.

Low strain shear moduli were estimated using Equation 2.5.4-5 as follows (Hardin and Drenewich 1972): G e e o1230297 1205,(.)(). (2.5.4-5) where: G = shear modulus (psi) o = effective octahedral stress (psi)

BVPS-2 UFSAR Rev. 0 2.5.4-10 The vertical coefficient of subgrade reaction for buried pipe was computed according to the following equation (Vesie 1961, 1961a):

)(2 4 12 165.0sppos o v EIEDE D k (2.5.4-5a) where :   k v = vertical coefficient of subgrade reaction (lb/in

3) D o = outside diameter of pipe (in)

E s = Young's modulus of soil (lb/in

2) E p = Young's modulus of pipe (lb/in

2) I p = moment of inertia of pipe section (in

4) = Poisson's ratio of soil An average, low strain value of shear modulus, G, was estimated using equation 2.5.4-5 for two ranges of pipe embedment depth, H e: H e <15 ft; G = 2250 ksf 15 ft H e <30 ft; G = 4350 ksf Using these values of shear modulus, Young's modulus, with a reduction to account for strain, was estimated as:

E G s21 3 () (2.5.4-5b)

Vertical coefficient of subgrade reaction is shown on Figure 2.5.4-62 as a function of depth of embedment and pipe diameter.

The horizontal coefficient of subgrade reaction for buried pipe was determined according to the empirical procedure described by Audibert

and Nyman (1977). An analytical procedure was developed to determine

the horizontal load-displacement (p-y) curve for any size pipe embedded at any given depth. Considering the horizontal coefficient of subgrade reaction as the amount of soil pressure reaction generated by a given amount of horizontal displacement (that is, as a secant to the p-y curve), the coefficient of horizontal subgrade reaction can be expressed by:

k h pyABy1 (2.5.4-5c)

BVPS-2 UFSAR Rev. 13 2.5.4-10a where: k h = horizontal coefficient of subgrade reaction (lb/in

3) p = pressure (lb/in

2) y = displacement (in)

A yu q uinlb'.(/)0145 3 B q uinlb'.(/)0855 2 y u = ultimate displacement (in) q u = ultimate soil resistance (lb/in

2) Considering the buried pipe as horizontal footing, the ultimate soil resistance, q u is computed as:

q u = Z N q (2.5.4-5d) where: q u = ultimate soil resistance (lb/in

2) = unit weight of soil around pipe (lb/in

3) Z = depth to center of pipe (in)

N q = bearing capacity factor The bearing capacity factor is given on Figure 2.5.4-63. The ultimate displacement, y u , was evaluated from Figure 2.5.4-63. The iterative procedure used to calculate displacements assumes an initial value of

displacement in order to compute an initial value of k

h. Then, using this initial value of k h, an actual displacement is computed. This procedure continues until the iterative values converge at a final

displacement. 2.5.4.6 Ground-water Conditions

Regional and local aquifer characteristics are described in detail in Section 2.4.13.

At the bottom of the excavation for the reactor containment foundation, four temporary observation wells were installed at the

locations shown on Figure 2.5.4-22. These observation wells were abandoned when the reactor containment foundation mat was placed.

Ground-water level readings as well as the Ohio River elevation were recorded daily from March 19, 1976 until May 21, 1976. The data are shown on Figures 2.5.4-23 , 2.5.4-24 , 2.5.4-25 and 2.5.4-26 along with installation details of the observation wells. As can be seen from the data, there is essentially no hydrodynamic time lag between the elevation of the Ohio River and the ground-water level in the observation wells.

Falling head permeability tests were conducted in three of the wells in order to estimate the coefficient of permeability. The results

were: BVPS-2 UFSAR Rev. 17 2.5.4-10b Coefficient of Well permeability No. (x10-3 cm/see) 1 1.3-3.9 3 0.9-1.7 4 0.9-3.5

In 1977, as part of the settlement monitoring program that is described in Section 2.5.4.13, six piezometers were installed at the locations shown on Figure 2.5.4-14. A typical piezometer detail is shown on Figure 2.5.4-27 and installation data are given in Appendix 2.5A. Tip elevations range between el 646 feet and 651 feet, and all of the piezometers are located within the in situ sand and gravel. Piezometer data and Ohio River elevation data were recorded during construction on a weekly basis since mid-1977 and are included in Appendix 2.5A. With the exception of one period during February 1979, the ground-water levels recorded in the piezometers show very good

correlation with the Ohio River elevations. During February 1979, the river rose to el 681 feet and the piezometer data indicate an apparent time lag. However, the piezometers were only read weekly during this period and in the interim between readings the water level in the piezometers may have risen higher thereby reducing the apparent elevation difference between the ground-water level and the Ohio River

elevation indicated by the data. For the purpose of design, the ground-water level in the plant site area can be expected to reflect the various stages of the Ohio River as discussed in Section 2.4 and repeated as follows:

BVPS-2 UFSAR Rev. 13 2.5.4-11 Elevation River stage (feet) Normal water level 665 Ordinary high water 675 Twenty-five year flood 690 Standard project flood 705 Probable maximum flood 730

The design basis for substructure hydrostatic loading is discussed in

Section 2.4.13.5. As stated in Section 2.5.4.1, dewatering for the control of ground

water in the plant area during excavation was not required. The exterior surfaces of the reactor containment shell and foundation mat are protected from water seepage during flood stages caused by the standard project flood and the probable maximum flood by a continuous waterproof membrane. In the event that leakage should occur through

the membrane, a supplementary water relief system is provided in the containment to prevent the buildup of water pressure under and behind the steel liner. This system is described in Section 3.8.1.1.1.

2.5.4.7 Response of Soil and Rock to Dynamic Loading

This section describes the dynamic engineering properties of the soils underlying the site and the method used to determine relative displacement between two structures during a seismic event.

Soil structure interaction analyses and the response of buried pipe to dynamic loading is discussed in Sections 3.7B.2 and 3.7B.3, respectively. A discussion of the liquefaction and dynamic settlement potential of the soils at the site is given in Section 2.5.4.8.

2.5.4.7.1 Subsurface Conditions Subsurface exploration activities conducted at the site are described in Section 2.5.4.3. Soil profiles through the main plant area with the major structures superimposed are shown on Figures 2.5.4-2 , 2.5.4-3 , 2.5.4-4 , 2.5.4-5 , 2.5.4-6 , 2.5.4-7 , 2.5.4-8 and 2.5.4-9. The geology of the site is described in Sections 2.5.1.2 and 2.5.4.1. Soil profiles under Category I pipelines are shown on Figures 2.5.4-51, 2.5.4-52, 2.5.4-53, 2.5.4-54 and 2.5.4-55. The major structures of BVPS-2 are located on the highest of three alluvial terraces along the south side of the Ohio River. These

terraces are described in more detail in Section 2.5.4.1. Foundation information for Category I structures is given in Table 3.7B-2. Category I structures are founded on compacted select granular fill

overlying dense in situ granular soil which extends to rock or directly on the in situ granular soil with one exception. The soil in the vicinity of the safeguards area was excavated to el 690 feet

BVPS-2 UFSAR Rev. 0 2.5.4-12 as shown on Figure 2.5.4-8 to remove uncontrolled fill placed during the construction of SAPS and BVPS-1. Beneath the northern portions of the safeguards area and the RWST, underlying the select granular fill which was placed subsequent to the excavation, is a layer of stiff silty clay with a top surface at approximately el 688 feet. The layer is about 20 feet thick at the northern edge of the safeguards area and about 10 feet thick at the northern edge of the RWST. The layer thins to the south and is no longer present at about the east-west centerline of the safeguards area (Figures 2.5.4-8 and 2.5.4-9).

A zone of loose, in situ granular material located from approximately el 640 feet to 660 feet was discovered in the BVPS-2 plant area during the excavation for the reactor containment. This zone was

successfully densified using the pressure-injected footing technique. Site investigations did not detect evidence of features or conditions

indicative of disturbance during prior earthquakes. 2.5.4.7.2 In Situ Seismic Velocity Measurements

The results of geophysical surveys conducted at the site are presented in Section 2.5.4.4.

2.5.4.7.3 Dynamic Soil Properties

Measurements were made of the in-situ shear wave velocity of the terrace sands and gravels by Weston Geophysical (DLC 1976). The results are tabulated on Figure 2.5.4-17 and plotted on Figure 2.5.4-18. The 1968 survey was performed in the vicinity of the BVPS-1 reactor containment building and the 1977 survey was performed after

the soil densification program in the vicinity of the BVPS-2 fuel building. The terrace soil conditions at the two locations are very similar. The shear wave velocities in the densified zone are similar to those in the vicinity of the BVPS-1 reactor containment. This suggests that the soil densification program increased the density and modulus of the formerly loose sands and gravels such that they are similar to the density and modulus of the soils outside the densified

area. A finite element, soil-structure interaction analysis was performed to evaluate the effect of the densified zone on the response of the reactor containment structure. The densified zone is present beneath about one-half of the containment mat. A benchmark analysis was

performed without the densified layer present and was compared with an analysis of an unsymmetric case which included the densified layer. In the latter analysis, conditions were exaggerated because the shear

modulus value assigned to the densified zone was very much greater than that computed from the shear wave velocity measurements. The results indicated very little difference in the computed response of

the containment structure for the two cases and it was therefore concluded that assuming properties within

BVPS-2 UFSAR Rev. 0 2.5.4-12a the densified zone consistent with those outside the densified zone was justified. As discussed in Section 2.5.4.2, and shown on Figure 2.5.4-12 , the low strain shear moduli of the in-situ sands and gravels determined from the measured shear wave velocities outside the densified area compare quite well with those determined using the empirical relationship of

Hardin and Drenevich (1972). Shear strains generated by earthquake motions cause a reduction in the low strain value of shear modulus. Using test data presented by Seed (et al 1975), the low strain values of shear modulus were reduced for anticipated strain levels during the safe shutdown earthquake (SSE) as

shown on Figure 2.5.4-12. The low strain shear modulus of compacted structural fill was determined using the empirical relationship of Hardin and Drenevich (1972) as given in Section 2.5.4.5.

Cyclic triaxial tests to investigate the susceptibility of compacted structural fill to liquefaction were not performed. As stated in Section 2.5.4.5.2, structural fill was placed and compacted to 95 percent of the maximum dry density indicated by ASTM 1557 Method D, with a minimum required in-place dry density of 130 pcf, and this, coupled with the gradation of the material, was considered sufficient

to preclude liquefaction. Liquefaction analyses are performed assuming, as a minimum, a groundwater level coincident with the 25-year flood, which for BVPS is at el 690 feet. With the exception of an area beneath the northern portion of the reactor containment foundation, as shown on Figure 2.5.4-19 , all structural fill within the main plant area was placed above el 690 feet. Attempts to obtain undisturbed samples of the in situ sands and gravels suitable for dynamic triaxial testing were unsuccessful. The

BVPS-2 UFSAR Rev. 0 2.5.4-13 resistance to liquefaction of the in situ sands and gravels at the site was investigated by two methods:

1. Based on dynamic triaxial tests on sands susceptible to liquefaction and

2. Based on the observed behavior of sand deposits in previous earthquakes (DLC 1976).

The results of dynamic triaxial tests upon Sacramento River sand, considered to be extremely susceptible to liquefaction, are presented on Figure 2.5.4-28 , based on the response to USNRC Question 2.26 and 2.27 of the BVPS-2 FSAR. The figure shows the relationship between shearing stresses, expressed as a ratio of shear stress to effective stress, to the number of cycles necessary to cause initial liquefaction for this sand at several relative densities. It was used

to evaluate the liquefaction potential of the soils within the main plant area as described in Section 2.6.5.2 of the BVPS-2 PSAR. This approach was conservative since the Sacramento River sand was

considered especially susceptible to liquefaction in comparison to the sands and gravels at the site.

After the discovery of the loose zone in the main plant area and its subsequent densification, a liquefaction analysis was performed for soils within the densified zone (DLC 1976). The shear stress required to cause liquefaction of the in situ sands and gravels was evaluated using Figure 2.5.4-29. This figure presents a lower bound envelope for sites where liquefaction has occurred during earthquakes of Richter Magnitude 5.5 or less, correlated with corrected standard penetration resistance, N 1, of the sand deposit. This figure was used to evaluate the resistance to liquefaction of the soils in the vicinity of the intake structure as well. Further discussion is presented in Section 2.5.4.8.

The maximum Rayleigh wave velocity used in the analysis of buried pipe was determined to be 3,000 ft/sec, using the procedure described below. Ewing et.al. (1957) presented data, reproduced on Figure 2.5.4-31 , which showed that Rayleigh wave velocity in a layered system was a complicated function of the depth of soil, the shear wave velocity of

soil and rock, and the frequency wave length of the Rayleigh wave. Using Figure 2.5.4-31 , for C 2/C l=4.5, the variation of Rayleigh wave velocity with frequency for the in situ soil conditions in the main plant area was determined and is shown on Figure 2.5.4-64. Rayleigh wave velocity is seen to vary widely depending on frequency. Because an earthquake is likely to produce Rayleigh waves of many frequencies, the selection of a control value of Rayleigh wave velocity was based upon a consideration of the predominant frequency likely to be produced by an earthquake occurring near the site.

BVPS-2 UFSAR Rev. 0 2.5.4-14 The peaks of Fourier spectra for earthquake time histories represent frequencies at which large amounts of energy are released by the earthquake. Housner (1970) compared Fourier spectra with velocity response spectra and found that the peaks occurred at about the same frequencies. Accordingly, a predominant frequency of 2-3 Hz was determined from response spectra presented in SWEC (1984). These response spectra were computed for real earthquake time histories, with magnitudes corresponding to the BVPS-2 SSE, that were amplified through the BVPS-2 soil profile. From Figure 2.5.4-64 , a frequency of 2-3 Hz corresponds to a Rayleigh wave velocity of about 3000 ft/sec. 2.5.4.7.4 Relative Displacements

Methods used to evaluate the relative displacement of the closely spaced main plant structures during a seismic event for input to pipe stress analyses are discussed in this section. One method considers

the theoretical behavior of surface waves and the effect of site layering on the wave velocities. It uses a simple and conservative model which assumes that the wave motion is propagated horizontally without any change in wave form and with no effect of structure ridigity or other interference. The maximum displacement between two points is enveloped by the first term of a Taylor series expansion of the displacement. The second method, used in only two cases, uses an earthquake acceleration time history to determine a relative displacement time history from which the maximum value is determined.

The mass and rigidity of the structures involved and of adjacent structures are not considered in either method. The motion of the ground surface, upon which is founded a massless structure, is

estimated. The two methods estimate the magnitude of the relative displacement, but not the direction of movement of the individual structures involved. The earthquake time history method results in smaller estimates of relative displacement, but it represents a more realistic approach, since it is based upon actual recorded ground motions. SIMPLE MODEL It is assumed that relative displacement results from the horizontal propagation of seismic waves with little or no change in wave form. It is further assumed that the maximum particle motions produced by

each wave occur simultaneously, and that the foundations behave as rigid bodies.

For soil sites such as BVPS, relative displacements are caused by Rayleigh waves and Love waves. The particle motion for the Rayleigh wave occurs in the vertical plane and is elliptical and retrograde

with respect to the direction of propagation. By their nature, Rayleigh waves cause horizontal push-pull (R x) and vertical (R y) displacements. The particle motion of Love waves is transverse to the direction of propagation and as a result, they are the cause of translational (R y) displacements.

BVPS-2 UFSAR Rev. 0 2.5.4-14a For wave propagation parallel to the axis between structures under consideration, the horizontal push-pull and translational displacements between two points A, and B, as shown on Figure 2.5.4-30 are given as follows (Christian 1976): R x V m b C r R y V m b C L where : R x = push-pull displacement along axis between two points V m = peak velocity of design earthquake b = centroidal distance between structures

C r = Rayleigh wave velocity R y = horizontal displacement perpendicular to the axis between two points

C L = Love wave velocity The peak velocity of the design earthquake was determined from the empirical formulation that a V m of 48 in/sec corresponds to a peak acceleration, a m of lg; defined by Christian (1976) as:

V m = 48a m Generally, the vertical ground acceleration is taken as 2/3 of a h and therefore: R z = 2/3 R x where: R z = vertical displacement For oblique waves, the maximum relative displacement occurs when the direction of propagation is at an angle of 45 degrees to the line between two points. The relative displacement between points A and B (Figure 2.5.4-30) is determined by resolving the relative displacement of points A' and B' into components parallel and perpendicular to line AB. Both the Rayleigh wave and the Love wave contribute to the

relative displacement between A and B.

For the Rayleigh wave: 45sin 48 2)(r myrxr C baRR (2.5.4-6)

BVPS-2 UFSAR Rev. 0 2.5.4-15 For the Love wave: 45sin 48 2)(L myLxL C baRR (2.5.4-7) Symbols are as defined previously. The vertical displacement R z is a result of the Rayleigh wave only; therefore: 45sin483/2 2)(r m z C b a R (2.5.4-8) Soil sites underlain by stiffer materials such as denser soil or rock will have Rayleigh wave and Love wave velocities that are affected by the wave length, soil and rock characteristics, and depth of overburden to the stiffer layer. The relationship between the parameters already mentioned used to evaluate the Rayleigh wave velocity is given on Figure 2.5.4-31 (Ewing et al 1957). The wavelength was taken as twice the distance between points under consideration. The Love wave velocity was determined from the following expression (Bullen 1963): 0 tan])([)()(2/1 2 1 2 2 1 2 12/1 2 2 2 1 2 1 1CCH C C G C C G L L L (2.5.4-9) where: G 2 = shear modulus of lower denser layer (rock) C 2 = shear wave velocity of lower denser layer G 1 = shear modulus of upper layer (in situ sand and gravel) C 1 = shear wave velocity of upper layer H = depth of upper layer

 = wavelength = 2b for parallel waves;   = 2bsin 45 for oblique waves 

BVPS-2 UFSAR Rev. 0 2.5.4-16 There is a unique solution for the Rayleigh and Love wave velocities for each value of b. The shear moduli, G l , and G 2, of the in situ sand and underlying rock were computed from the measured in situ shear wave velocities (DLC 1976). Average values of 1,250 fps and 5,000 fps were chosen for the soil and rock, respectively.

The relative displacements for parallel waves and for oblique waves determined by this approach for the SSE are shown on Figure 2.5.4-30. For the operating basis earthquake (OBE), the values are one-half those shown for the SSE.

Earthquake Time History Method

The relative displacement of the centroids of two building foundations are computed using the computer program CORD2B, a shortened acronym for "Calculation of Relative Displacements between Two Buildings during an Earthquake" (SWEC 1982). The program does not consider the mass and rigidity of the structures; but rather, computes the displacements of points under massless, rigid buildings caused by the passing of an earthquake wave. It is assumed that each foundation is subjected to the same time history; i.e., that the wave shape is not changed while passing between the centroids. CORD2B filters the acceleration time history, averaging the effect of the accelerations to account for the time required for the earthquake to pass beneath an individual building. This averaging accounts for the fact that different parts of the foundation are subjected to different

accelerations as the wave passes, and, in effect, the acceleration time history is smoothed out or filtered. The filtered acceleration time history for each structure is integrated twice to determine a displacement time history. The two displacement time histories are then shifted by the time required for the wave to pass between the centroids, namely:

t = b/c where: t = time lag

b = centroid to centroid distance

c = Rayleigh wave velocity (Figure 2.5.4-31) Subtracting the time shifted displacement time histories results in a relative displacement time history and identification of the peak relative displacement.

The push-pull and transverse relative displacement is computed as the mean peak horizontal displacement determined from the eighteen horizontal ground surface acceleration time histories listed in Table

BVPS-2 UFSAR Rev. 0 2.5.4-16a 2.5.4-9. These time histories were recorded at soil sites for which soil properties and profiles are matched as closely as possible by BVPS-2 (SWEC 1985). They are scaled to the SSE ground surface acceleration of 0.125 g by CORD2B before computing displacements. The vertical relative displacement is assumed to be two-thirds of the horizontal.

The procedure is used to compute the relative motion between the auxiliary building and the main steam and cable vault and between the safeguards area and the main steam and cable vault. The results are

summarized in Table 2.5.4-10. 2.5.4.8 Liquefaction Potential and Dynamic Settlement

2.5.4.8.1 Liquefaction Potential

Main Plant Area

A zone of loose, potentially liquefiable, granular soil was identified in the BVPS-2 main plant area during the excavation for the reactor containment foundation. The loose zone was successfully densified and a liquefaction analysis of soils within the densified zone indicated adequate factors of safety (DLC 1976). For further discussion of the densification program, refer to Section 2.5.4.12.

The extent of the loose zone was determined from the exploratory borings as a zone within a given boring containing a significant number of samples with N 1 values less than 10 determined using the data of Gibbs and Holtz (1957). N 1 is the measured standard penetration test resistance, N, corrected to an overburden pressure of 1 ton/ft

2. This criterion was determined from an analysis of liquefaction potential.

The analysis was performed with the groundwater table assumed at el 705 feet. A constant value of N 1 was assumed within the free field soil profile of the main plant area and at a number of depths. An allowable shear stress was determined from Figure 2.5.4-29 for this assumed value of N

1. (Further discussion of Figure 2.5.4-29 is provided in the following section concerning the main intake

structure.) At the same depths, the applied shear stress was determined from Figure 2.5.4-39 and the factor of safety was determined as the ratio of the allowable shear stress to the applied shear stress. It was determined that an N 1 value of 5 would result in a safety factor against liquefaction of 1.0. As an N 1 of 10 resulted in a factor of safety of about 2, it was conservative to define the

loose zone in terms of N 1 values less than 10. The applied shear stresses given on Figure 2.5.4-39 are based on BVPS-2 PSAR Figure 2.6-6, which shows free field shear stresses for the N69W component of the 1952 Taft accelerogram scaled to an estimate of the SSE bedrock acceleration, and then amplified through a BVPS-2 soil profile by a mass-spring-dashpot computer model (DLC, 1972i). The average stress for the 10 largest peaks has been increased

slightly to account for differences between current

BVPS-2 UFSAR Rev. 0 2.5.4-16b building loads and soil unit weights and those used in the original analysis described in DLC (1972i). The peak ground surface acceleration associated with PSAR Figure 2.6-6, and, therefore, Figure 2.5.4-39 is 0.098g. This is lower than the SSE ground surface acceleration of 0.125g, but the shear stresses given by Figure 2.5.4-39 are shown on Figure 2.5.4-39a to represent a very conservative estimate of shear stresses at the site during the SSE. Figure 2.5.4-39a presents a comparison of the stresses shown on Figure 2.5.4-39 with those computed as an average of those from 28 rock outcrop time histories amplified through a BVPS-2 free field soil model using the computer program SHAKE (Schnabel, et al., 1972). The analysis technique is similar to the soil response analysis described by SWEC (1985), which used the same 28 earthquake records to estimate a BVPS-2 site dependent response spectrum.

The rock outcrop time history is input at the bedrock level of a BVPS-2 free field soil model and scaled to the SSE magnitude, using a procedure described by SWEC (1985). The peak acceleration contained in the record is not considered; magnitude is the design parameter. The scaled time history is then amplified through the soil model by SHAKE to compute peak shear stresses as a function of elevation. An average stress is taken as 65 percent of the peak value as recommended by Seed and Idriss (1971). An average of the responses of the 28 time histories is computed and is shown on Figure 2.5.4-39a. The groundwater table is taken at el 690 ft, the level of the 25 year flood. Shear stress from this analysis technique is seen to be very much lower than the original, but similar analysis based on only one earthquake record. Therefore, use of Figure 2.5.4-39 to evaluate shear stresses in the soil generated by the SSE is very conservative.

Using the criterion of a minimum N 1 of 10, the borings in the main plant area were examined and a thickness contour map of the zone requiring densification was prepared. This map is presented in

Appendix Figure B-10 of the Report on the Soil Densification Program (DLC 1976). The extent of the area densified by the pressure-injected footing technique is shown on Figure 2.5.4-15. To the north, east, and west of the main plant area, the densified zone was extended beyond the foundation limits of the plant structures in order to provide continued support to the foundations in the event of the

liquefaction of the adjacent, nondensified soil. N 1 values from borings under the main plant structures outside of the densified zone are presented on Figure 2.5.4-59. From a total of 541 samples, 15 show N values less than 10 and none are less than 5. Figure 2.5.4-11 shows relative density versus standard penetration test N values for the same boring as those on Figure 2.5.4-59. The mean relative density for the sand and gravel is 77.3 percent and the

means relative density less one standard deviation is 62.9 percent.

BVPS-2 UFSAR Rev. 0 2.5.4-16c Main Intake Structure The main intake structure is located as shown on Figure 2.5.4-32 and is common to both BVPS-1 and BVPS-2. The structure is directly adjacent to the Ohio River with founding elevation varying between el 634 feet 6 inches and 640 feet 6 inches. A sheetpile cofferdam driven to rock was used to facilitate the construction of the 85-foot by 88-foot structure. Extending along the river to the east and west of the intake structure are two rows of sheetpile walls that are tied together (Figure 2.5.4-32). The area directly north of the structure was dredged to el 645 feet, with an average side slope of approximately 3.5:1. A simplified north-south section through the

intake structure is shown on Figure 2.5.4-66.

The onshore and offshore areas east and west of the intake structure, and the area to the south beneath the BVPS-1 river water lines and the

BVPS-2 service water lines were densified. The limits of densification are shown on Figure 2.5.4-16. The purpose of densifying the sands around the intake structure was to prevent the soils from liquefying during the SSE and blocking the intake channel. A detailed discussion of the densification program is presented in Section 2.5.4.12. The areas north of and below the intake structure were not

densified. No adverse effects to the structure, slopes, or wingwalls are anticipated. Stability of soils at the intake structure is considered in three parts: a. liquefaction analysis of soils around the intake structure, b. liquefaction analysis of soils below the intake structure and, c. stability of intake channel slopes. BVPS-2 UFSAR Rev. 0 2.5.4-17 a. Soils Around Intake Structure Liquefaction analysis of the soils around the intake structure considers three separate areas: 1. the offshore densified area, 2. the onshore densified area, and 3. the intake channel. The factor of safety against liquefaction is taken as the ratio of the shear stress required to cause liquefaction of the soil and the shear stress induced by the design earthquake. The minimum factor of safety is 1.1. Ohio River elevations are assumed coincident with normal river conditions at el 665 ft, and with the 25-year flood at el 690 ft.

The shear stress required to cause liquefaction is evaluated using the relation developed by Seed et al (1975a) that is shown on Figure 2.5.4-29. This curve is described as a lower bound envelope for sites where liquefaction has occurred during earthquakes with Richter magnitudes between 5 and 6, correlated with the corrected penetration resistance, N l , of the sand deposit involved. N l is the measured standard penetration test (SPT) resistance, N, corrected to an

overburden pressure of 1 ton/ft

2. The values of N l are computed using the computer program RELDEN (SWEC 1979). The measured SPT resistance, N, is corrected to a maximum N l value of 42 by RELDEN, although the actual value could be higher.

Since the resistance to liquefaction is related to N l , the computed factor of safety against liquefaction will be conservative for those samples with an N l value greater than 42. The applied shear stress is calculated from the equation presented by

Seed (1976): app vo d x gxaxr065.max (2.5.4-10)

BVPS-2 UFSAR Rev. 0 2.5.4-18 where : app = applied shear stress vo = total overburden pressure on sand layer under consideration

g = acceleration of gravity a max = maximum acceleration at the ground surface, 0.125g for SSE r d = a stress reduction factor varying from a value of 1 at the ground surface to a value of 0.9 at depth of about 30 feet (Seed and Idriss 1971) Although this equation was developed to predict applied shear stress for a horizontal ground surface, it is used for both horizontal and sloping ground conditions in this analysis. Since the intake channel side slopes are graded to a shallow slope of about 3.5:1, the use of this equation gives a reasonable approximation of the applied shear stresses.

Liquefaction analyses are performed on a sample-by-sample basis, using soil data obtained from the borings shown on Figures 2.5.4-13 and 2.5.4-32. Borings performed after the densification program was completed are used in the analysis of the onshore and offshore densified zones east and west of the intake structure. Borings were not drilled in the channel area immediately north of the structure and since this area was not densified, borings drilled offshore prior to densification are taken as representative of soil conditions in the

intake channel. In the analysis of the onshore areas, the entire soil profile is assumed to be saturated for cases with river level at or above el 665 feet. Therefore, changes in water level from normal to flood conditions do not change the results. Offshore, the total stress at a given sample is computed as the product of saturated weight of the soil and the depth below the river bottom to the soil sample. The total stress is computed neglecting the weight of the overlying water, since the water cannot transmit shear stress. As a result, the computed total stress and therefore the applied shear stress are unaffected by fluctuating river levels. Since the effective stress used to evaluate the allowable shear stress (Figure 2.5.4-29) is likewise not affected, the factor of safety against liquefaction

offshore does not change with changes in the Ohio River elevation.

Safety factors for the onshore densified areas and the offshore densified areas are shown on Figures 2.5.4-33 and 2.5.4-35 , respectively. The onshore densified areas south of the riverward sheetpile walls have satisfactory factors of safety against

liquefaction with all alues at or above 1.6. The offshore densified

BVPS-2 UFSAR Rev. 0 2.5.4-19 soils are not susceptible to liquefaction as shown by the preponderance of samples having factors of safety greater than 1.1. Two samples at a depth of less than 5 feet in two different borings have factors of safety less than 1.1, but this is neither significant

nor unusual due to low confining stress at shallow depths. Safety factors for the undensified intake channel area north of the

intake structure are shown on Figure 2.5.4-34. Ten samples between el 645 ft and el 634 ft had factors of safety less than 1.1. Most of these samples occur within the top 5 to 10 feet of the soil profile. One sample at approximately el 623 ft was unsatisfactory. A similar analysis performed for samples above el 645 ft along the intake channel slopes outside the densified area shows that the upper 10 feet

of soil is loose and may liquefy. Therefore, in the dynamic slope stability analysis of the intake channel described in Section c., the upper 10 feet along the slopes outside of the densified zone and below the dredge line in front of the intake structure were assumed to be liquefied at the end of the seismic event.

b. Analysis of Soils Beneath Intake Structure Examination of the soil conditions below the intake structure

indicates the possible presence of some low blow count granular soil with an average N l of about 7 blows/ft. The liquefaction potential of this granular soil and the underlying more dense soil are evaluated using a different approach than that used for the soils adjacent to the structure. The results indicate that the factor of safety against liquefaction within any low blow count material beneath the intake

structure is between 1.2 and 1.6, which is acceptable. A cross section through the intake structure showing soil conditions that existed prior to the Terra Probe densification program is given on Figure 2.5.4-67. It was developed using data from borings performed in 1954 and 1974 prior to the densification program. Examination of the corrected blow counts indicates that low blow count materials could have existed below and on either side of the intake structure location between about el 635 ft and 640 ft prior to construction and the subsequent insitu densification by Terra Probe and vibroflotation adjacent to the structure. N l values between 4 and 10, with an average N l of about 8 are indicated on Figure 2.5.4-67. In contrast, most of the soil has N l values between 11 and 50, and averaging about 21. The majority of samples are described as gravelly sand, and the presence of gravel could cause N l values to be high. The Report on the Soil Densification Program, BVPS-2 (DLC 1976) indicates

that a 13 percent reduction on average to N l is appropriate to account for gravel. Applying this correction reduces the average N l value for the low blow count material to 7, and to 18 for the deeper material. Using the Marcusson and Bieganouski (1976)

BVPS-2 UFSAR Rev. 0 2.5.4-20 data, N l values of 7 and 18 correspond to relative densities of about 40 percent and 60 percent, respectively. The low blow counts were eliminated on either side of the intake structure within the limits of the Terra Probe densification. Excavation for the intake structure mat was accomplished using a clamshell within the confines of a heavily braced steel sheetpile

cofferdam. There were three vertical layers of cross bracing placed in two orthogonal directions. Horizontal spacing of the bracing was at about 17 feet on center. Considering the difficulty involved with using a clamshell in this confined space, it is unlikely that the bottom of the excavation would have conformed to the shape of the mat indicated on Figure 2.5.4-66. It is more likely that the bottom was overexcavated to about el 634.5 feet, corresponding to the bottom of the gravel layer at the south end of the mat, and then backfilled to the required elevation. This would have effectively eliminated the

presence of the low blow count material below the structure. A liquefaction analysis for materials beneath the intake structure is described below for the SSE occurring coincident with the 25-year flood at el 690 ft. Applied shear stresses determined by the computer program SHAKE (Schnabel et al 1972) are compared to shear stresses required to cause liquefaction determined using the two relationships shown on Figure 2.5.4-29a and from cyclic triaxial tests performed on reconstituted samples. The procedure used to determine the applied shear stresses below the intake structure is shown schematically on Figure 2.5.4-68. It represents an extension of the method used by SWEC (1985) to compute site dependent ground surface response spectra.

A rock outcrop time history is input at the base of a BVPS-2 free field soil profile model. It is amplified through the profile by SHAKE to compute a ground surface time history which is scaled to the

SSE magnitude. The scaling procedure, described by SWEC (1985), does not consider the acceleration level of the earthquake; magnitude is the design parameter. The scaled time history is then deconvoluted by SHAKE through the free field profile to compute a site and magnitude consistent bedrock motion, which is input below the intake structure to compute applied shear stresses.

The three rock outcrop records listed in Table 2.5.4-7 are used in this analysis. They were selected from the 28 rock outcrop records used by SWEC (1985). The basis for their selection is that applied shear stresses generated in the free field by these three records approximate the average of the shear stresses from all 28 records.

Note, that for the purpose of earthquake record selection, the free field shear stresses are computed by scaling the rock outcrop time histories to the SSE magnitude prior to amplifying them through the

free field profile.

BVPS-2 UFSAR Rev. 0 2.5.4-20a The free field soil model is shown on Figure 2.5.4-69. Shear wave velocities are those suggested by Whitman (1968), and are based upon insitu measurements. Soil unit weights are taken from Section 2.5.4.2. The soil model below the intake structure is shown on Figure 2.5.4-70. The structure is represented as a pseudo-soil with a unit weight and shear wave velocity compatible with characteristics of the

structure. The shear wave velocity of the pseudo-soil layer is

computed from the equation for the first harmonic natural period of the structure as: V H T s e4 where : V s = equivalent shear wave velocity H e = height or thickness of equivalent soil layer T = natural period of structure The equivalent height of the pseudo-soil is taken as the ground surface elevation around the structure minus the founding elevation. The liquefaction analysis is performed for the 25-year flood at el 690 ft, which is higher than the ground surface at el 675ft. Since SHAKE cannot handle a free water surface, the ground water table in the model is input at the ground surface. The equivalent unit weight of the pseudo-soil layer is selected so that the effective stress at the bottom of the layer is the same as the effective contact pressure of the structure for a water level at el 690 ft. Shear wave velocities of the soil layers below the structure were calculated from low strain shear moduli determined using equation 2.5.4-3. The void ratio of the low blow count layer estimated to be 0.68, based on data from the loose zone in the main plant area (DLC 1976). The void ratio of the denser layer is taken as 0.4 from Section 2.5.4.2.

SHAKE iterates to compute modulus and damping values compatible with strain levels induced by earthquake ground motions. Strain dependent variations of shear modulus and damping used in the analysis are based on data presented by Seed and Idriss (1970), and are shown on Figure 2.5.4-71.

Using the procedure shown on Figure 2.5.4-68 , applied shear stresses are determined for each of the three selected rock outcrop motions and then averaged. Since SHAKE computes peak values of applied shear stress, an equivalent uniform shear stress is taken as 65 percent of the peak value (Seed and Idriss 1971). The results are shown in Table 2.5.4-8. The resistance to liquefaction of the soils below the intake structure

is evaluated using the two relationships shown on Figure 2.5.4-29A. One shows a corre lation with N l, developed by Seed et al (1975a). It is described as a lower bound envelope for sites where liquefaction has occurred during earthquake having magnitudes between 5 and 6. The BVPS-2 SSE is approximately equivalent to a

BVPS-2 UFSAR Rev. 0 2.5.4-20b magnitude 5.0 earthquake, and, therefore, the cyclic stress ratio required to cause liquefaction shown by the Seed (1975a) curve is somewhat low for BVPS. Seed et al (1983), considering more recent earthquake data, discuss a procedure which accounts for the effect of varying magnitude on the cyclic stress ratio. Using this procedure, a curve for a magnitude 5 earthquake was determined and is shown on Figure 2.5.4-29A. It shows a higher cyclic stress ratio required to cause liquefaction for the same value of N

l. The allowable shear stress at the center of the soil layers in the intake structure model, determined using the two relationships shown on Figure 2.5.4-29A , are given in Table 2.5.4-8.

The factor of safety against liquefaction, defined as the ratio of the allowable shear stress to the applied shear stress, is between 1.2 and 1.6 for the low blow count material, and between 3.3 and 4.6 for the higher blow count material. The minimum acceptable factor of safety

is 1.1. The resistance to liquefaction of the low blow count layer is also

found to be satisfactory, based on the results of cyclic triaxial testing. The evaluation is described below.

During a study of the liquefaction potential of the soils at BVPS-1, and at the request of the U.S. NRC, a laboratory testing program was conducted to estimate the cyclic shear strength of the soil samples recovered from the freeze hole excavated in the low blow count zone beneath the BVPS-2 containment (SWEC 1977).

Cyclic triaxial testing was performed on eight reconstituted samples that were prepared from material finer than the No. 10 sieve and compacted to dry densities approximating the insitu dry density. The grain size curve of the minus No. 10 fraction is parallel to the grain size curve of the complete sample, indicating that the materials should have essentially the same mechanical properties when compacted to the same dry densities. Samples were anistropically consolidated and tested isotropically at

two confining pressures, one corresponding to the average depth of the loose zone and the other to the deepest level of the loose zone below BVPS-2. From the test results, a cyclic stress ratio was selected to

define liquefaction as 2.5 percent double amplitude strain in 8 cycles as: (). 13 20155cy c where: ( 1 - 3 ) cy = cyclic deviator stress c = effective confining pressure

BVPS-2 UFSAR Rev. 0 2.5.4-20c Seed (1979) contends that the cyclic simple shear test is more representative of actual field stress conditions than the cyclic triaxial test. The results of the two tests are related by a factor, CR, as shown below:

c cy v hCRshearsimple 2)(31)( where: h = shear stress on horizontal plane v = vertical effective stress From the data presented by Seed (1979) and assuming a K o of 0.5 for the low blow count soil, CR is 0.74. Seed (1979) also recommends reducing laboratory simple shear test

results an additional 10 percent to account for multidirectional shaking in the field. Therefore, an allowable field shear stress ratio, based on the results of the cyclic triaxial tests is:

104.0)155.0()9.0()74.0()(field v h Based on this relation, the factor of safety of any low blow count material below the intake structure is 1.4.

In summary, low blow count soils may have been present below the intake structure location, but were probably removed during excavation and foundation preparation. Should they still be present, liquefaction analyses based on blow count data and cyclic triaxial test data give satisfactory factors of safety for the soil below the intake structure.

c. Main Intake Structure: Sliding and Slope Stability

Figure 2.5.4-65 presents the loading diagram used to calculate the factor of safety against sliding of the main intake structure. The water level within the intake structure is the same as the river level. During plant operation, a maximum of one bay can be dewatered which would reduce the frictional resisting force along the base of the structure. During a seismic event, undrained shear behavior will

govern sliding stability of the intake structure. Changes in vertical stresses at the soil structure interface will cause a

BVPS-2 UFSAR Rev. 0 2.5.4-20d corresponding change in pore pressure. Therefore, the effective contact pressure will remain constant and equal to the effective building weight (total building weight minus static buoyant force). Consequently, only the horizontal component of inertial force is considered in the sliding stability analysis. Under the conservative conditions of the SSE plus standard project flood and one intake bay empty, the factor of safety against sliding is 1.3, which is satisfactory. The dynamic sliding stability analysis of the intake structure was conservatively performed without taking into account the passive resistance of the soil.

Two cross-sections of the intake channel slope at the locations shown on Figure 2.5.4-32 were analyzed for dynamic slope stability using the computer program LEASE II (SWEC 1980). One section was taken adjacent to the intake structure through the densified zone while the other

section was taken approximately 100 feet from the intake structure

beyond the densified zone. The upper 10 feet of loose soil along the undensified slope and below

the dredge line is susceptible to liquefaction. The pore pressure buildup in the loose zone during the seismic event is accounted for by reducing the friction angle from 25 for the drained case to 17 for the undrained case. This is conservative and assumes the pore pressure parameter equals 1, which is appropriate for loose soils (Lambe & Whitman 1969). A static, post-earthquake slope stability analysis was performed assuming that the liquefied soil would have completely liquefied at the end of a seismic event of short duration and therefore would have weight but not strength (where: = 0, c = 0). The minimum acceptable factor of safety for the dynamic and post-earthquake cases is 1.1. This is considered adequate since the

liquefied soil will regain strength with time due to the dissipation of excess pore pressures generated by earthquake shaking.

The results of the dynamic slope stability analysis of the section through the densified portion of the intake channel slope presented on Figure 2.5.4-57 show satisfactory factors of safety of 1.4 for a failure circle passing behind the tied-back sheetpile wall under normal water conditions, and 1.1 for a shallow failure surface along the slope. The static, post-earthquake case with the water at the 25-year flood level and the upper 10 feet of the river bottom assumed to have liquefied ( = 0, c = 0) resulted in satisfactory factors of safety. Changing the water level from normal water at el 665 feet to the 25-year flood at el 690 feet has no significant effect on the results of the slope stability analysis since the slope is almost

totally submerged under normal conditions. Figure 2.5.4-37 presents the cross-section and soil properties assumed for the stability analysis of the intake channel slope in natural soil outside of the densified area. No borings were performed along the

slope outside of the densified area. Therefore, the borings performed before densification, as shown on Figure 2.5.4-32 , were used to develop the soil profile used in the analysis. The

BVPS-2 UFSAR Rev. 14 2.5.4-20e static analysis of the slope resulted in a satisfactory minimum factor of safety of 2. As discussed previously, the upper 10 feet of the river bottom to the north of the intake structure between el 645 feet and el 635 feet, as well as the upper 10 feet along the undensified channel slopes, may liquefy. The dynamic analysis, including earthquake forces, used a reduced friction angle for the loose silty sand of 17 to account for pore pressure buildup prior to liquefaction. The results of the dynamic analysis indicated a family of failure surfaces extending below the loose silty sand layer with factors of safety less than the minimum acceptable value of 1.1. It was hypothesized that the 10-foot layer of loose silty sand along the surface of the intake channel would liquefy and flow downslope until it stabilized at about a 10:1 to 15:1 slope. The denser soils underlying the liquefied soils will

remain stable as will the densified zone immediately adjacent to the intake structure, with perhaps some localized sloughing in areas directly adjacent to liquefied soils. These densified areas on either side of the intake structure will serve to prevent liquefied soil from moving directly towards the intake bays.

The intake structure draws water from 646 feet to el 659.5 feet; the pit floor at the pump intakes is at el 640 feet. The New Cumberland Lock and Dam maintains the Ohio River at a normal water elevation of

664.5 feet. A single failure of the dam during minimum river flow conditions would result in an extreme low water level at the intake bays of el 648.6 feet. Even at this water level, there is a water

depth of about 9 feet at the pump intakes. The minimum flow requirements for safe plant shutdown following the design basis accident were evaluated and found adequate for this extreme low water condition, (Sections 2.4.11 and 9.2). A proposed Technical Specification discussed in Section 2.4.14 limits the operation of

BVPS-2 to a minimum Ohio River level of el 654 feet.

Considering the geometry of the intake structure and adjacent densified areas, and the flow requirements which are adequate for safe

shutdown even under extreme low water conditions, it is unlikely that the volume of soil on the intake channel slopes which may flow until stabilized at a very shallow angle would be sufficient to block the intake channel such that the safe shutdown of the plant would be jeopardized.

2.5.4.8.2 Dynamic Settlement Ground vibrations during an earthquake tend to densify cohesionless soil and thereby cause settlement of structures founded upon them. The dynamic subsidence or settlement potential of the granular soil at the site was evaluated using concepts and data presented by Lee and

Albaisa (1974).

BVPS-2 UFSAR Rev. 0 2.5.4-20f The dynamic settlement of saturated sand results from volumetric strain following the dissipation of excess pore pressures developed during cyclic loading. The magnitude of the volumetric strain is a function of several variables, including the peak pore pressure ratio developed during cyclic loading, the grain size distribution, and the relative density of the soil. The peak pore pressure ratio is the ratio of the peak excess pore pressure, u, to the effective confining pressure, c. From the results of cyclic triaxial tests, it has been found that u/ c is primarily a function of the cycle ratio, N c/N L , which is the ratio of the number of significant applied cycles of

loading, N c, to the number of cycles required to cause liquefaction of the soil, N L. The steps used to compute dynamic settlement are outlined as follows:

1. The soil profile beneath the structures under consideration was divided into layers according to N 1 values, the standard penetration resistance corrected to an overburden pressure of 1 ton/ft 2. 2. An applied shear stress at the center of a given layer was determined from Figure 2.5.4-39 assuming a free field condition and the ratio of applied shear stress to total

vertical stress was computed.

3. The applied shear stress at the center of the layer beneath the structure was computed as the applied shear stress ratio determined above for the free field case multiplied by the total vertical stress beneath the structure. Applied shear stresses below the intake structure were taken from Table 2.5.4-8.

BVPS-2 UFSAR Rev. 0 2.5.4-21 4. The number of cycles to cause initial liquefaction, N , was estimated from Figure 2.5.4-38.

5. The volumetric strain for each layer was determined from Figure 2.5.4-40 which is based on test data reported by Lee and Albaisa (1974). A value of eight cycles was used for N for the site SSE as mentioned in Section 2.5.4.9 (DLC 1976).

6. Vertical strain was assumed equal to volumetric strain, implying that dynamic settlement is one-dimensional. The volumetric strain was multiplied by the layer thickness to determine the settlement of an individual layer, and the sum of these settlements for all layers beneath the structure was

taken as the total settlement due to earthquake vibration.

This method was applied to soils above and below the ground-water table. It was found that the ground-water table had little effect on the calculated settlements and for the purpose of calculating dynamic settlement, it was taken at el 665 feet, or normal water level.

Considering the free field case, the average applied cyclic stress ratio is approximately 0.07. If an N 1 value within compacted structural fill beneath a given structure was as low as 10, N 1 determined from Figure 2.5.4-38 would be greater than 1,000, resulting in a volumetric strain determined from Figure 2.5.4-40 that is negligibly small. Consequently, the compacted structural fill was not considered as contributing to the dynamic settlement.

A summary of predicted dynamic settlements is given in Table 2.5.4-3. 2.5.4.9 Earthquake Design Basis

The seismicity of the Appalachian Plateau Province, of which the site is a part, is discussed in Section 2.5.2. The maximum earthquake expected at the site is an Intensity VI (MM), with a horizontal ground acceleration of 0.07g. The body-wave magnitude, m b, of the SSE is 4.75 (SWEC 1985). The plant is designed for an SSE with a horizontal ground acceleration of 0.125g, which is slightly greater than the midpoint acceleration between Intensity VI-VII (MM). The horizontal acceleration for the OBE is 0.06g. Vertical accelerations are two-

thirds of the corresponding horizontal accelerations. The BVPS-2 response spectra for the SSE are shown on Figure 3.7B-1. Analyses described by SWEC (1984) and SWEC (1985) clearly demonstrate that the BVPS-2 design response spectra are appropriate when compared to site dependent response spectra determined by current state-of-the-

art methods. To facilitate the analysis of liquefaction potential and dynamic

settlement at the site, eight equivalent uniform stress cycles are used to represent the irregular acceleration-time history of the SSE.

BVPS-2 UFSAR Rev. 0 2.5.4-22 Seed et al (1975) describe a statistical analysis of western United States earthquake time histories that is used to develop a relationship between earthquake magnitude and number of cycles of uniform motion. The BVPS-2 SSE is shown by SWEC (1985) to be equivalent to a western United States earthquake with a local (Richter) magnitude of 4.95. Seed et al (1975) shows that three to four cycles on average are representative of a magnitude 5 earthquake.

2.5.4.10 Static Stability

Foundation analyses related to the static stability of Category I structures included evaluation of bearing capacity, estimate of settlement, and the development of design lateral earth pressure

parameters. 2.5.4.10.1 Bearing Capacity

All Category I structures are founded on mat foundations.

The design of mat foundations, particularly those on dense sands and gravels, is generally limited by a consideration of maximum tolerable settlements rather than by ultimate bearing capacity, since the factor

of safety against a bearing capacity type failure is typically quite high. Estimated static settlements of plant structures are presented in Section 2.5.4.10.2. However, for completeness, the bearing capacity of the foundations of Category I structures and the factors of safety against a bearing capacity type failure have been computed for both static and dynamic loading conditions and are presented in

Table 2.5.4-4. The ultimate bearing capacity of the supporting soil is a function of the soil properties, the size and shape of the foundation, the depth of embedment and the depth to the ground-water table. The equation used for computing ultimate static bearing capacity is:

Square or rectangular footings: BN DN L BcNq q c ult4.03.01)( Circular footings: radius = R qcNDNRNult cq1306.. (2.5.4-11)

BVPS-2 UFSAR Rev. 0 2.5.4-22a where: q ult = ultimate bearing capacity C = cohesion D = depth to base of mat foundation = unit weight of soil B = width of foundation L = length of foundation N c , N q , N = bearing capacity factors The following assumptions were made in computing the ultimate static bearing capacity:

BVPS-2 UFSAR Rev. 0 2.5.4-23 1. Each structure was considered individually, ignoring increases in confinement due to adjacent structures.

2. Each structure was assumed to be founded on the in situ sand and gravel with the following properties:

friction angle = 30 cohesion = 0 unit weight = 125 pcf above ground-water table = 136 pcf below ground water table

3. The ground-water table was taken as that corresponding to probable maximum flood conditions at el 730 feet.

As discussed in Section 2.5.4.7, a portion of the safeguards area and the RWST is underlain by a layer of stiff silty clay with a top

surface at approximately el 688 feet. Soil profiles depicting the conditions underlying these structures are shown on Figures 2.5.4-8 and 2.5.4-9. This stiff clay was not considered to be a concern to the stability of the structure insofar as a bearing capacity failure is concerned due to the thickness of the overlying compacted structural fill. The bearing capacities given in Table 2.5.4-4 for

the safeguards area and the RWST were computed for their respective foundations on compacted fill with the preceding assumptions.

The ultimate static bearing capacity was also used as the ultimate dynamic bearing capacity when computing the factor of safety against a bearing capacity failure for dynamic loading conditions. The ultimate

dynamic bearing capacity is conservatively represented by the computed ultimate static bearing capacity. Tests reported by Vesic et al (1965) for both dry and saturated dense sands, performed at various

loading rates, showed a slight drop in bearing capacity with increased loading rate, followed by a steady slow increase. The observed minimum dynamic bearing capacities were about 30 percent lower than the static bearing capacities, which corresponds to a 2 degree decrease in the angle of internal friction. The in situ sands and gravels at the BVPS-2 site have an internal friction angle which ranges between 33 and 40 degrees (Section 2.5.4.2), while a 30 degree value was conservatively chosen for design purposes. Since a 2-degree reduction in the actual minimum internal friction angle of the in situ soils would result in a friction angle still higher than that used for design, the actual dynamic bearing capacity is higher than the computed static bearing capacity shown in Table 2.5.4-4. Therefore, the ultimate dynamic bearing capacity is conservatively represented by the computed ultimate static bearing capacity.

BVPS-2 UFSAR Rev. 13 2.5.4-24 2.5.4.10.2 Settlement This section describes the calculation procedure used to estimate the static settlement of selected points on plant structures. The same

procedure is used to estimate a profile of settlement along buried, safety-related piping that extends from the structures out into the yard. The settlement profile is used to evaluate stresses imposed on the piping system using procedures described in Section 3.7B.3.12.3. This section also describes the calculation procedure used to estimate the differential settlements between the closely spaced main plant area structures that are used for pipe stress analysis. Dynamic settlements during a seismic event are discussed in Section 2.5.4.8.2.

A summary of the estimated total static settlements of the plant structures is provided on Figure 2.5.4-20. Observed settlements as of January 1, 1984 are shown on Figure 2.5.4-46. Foundation soils in the main plant area consist of compacted select granular fill and medium dense to dense in situ granular soils. The northern portions of the safeguards area and RWST are underlain by a layer of stiff silty clay as discussed in Section 2.5.4.7. Site subsurface profiles within the plant area are shown on Figures 2.5.4-2, 2.5.4-3, 2.5.4-4, 2.5.4-5, 2.5.4-6, 2.5.4-7, 2.5.4-8 and 2.5.4-9. The ground-water level was assumed to coincide with normal river level at el 665 feet.

Total static settlement of the plant structures founded on granular soils was assumed to consist of two components: an elastic component and a time-dependent component which was assumed to be equal in

magnitude to the elastic component (Swiger 1974). The elastic settlement of the structures in the main plant area was calculated using the computer program SETTLE II (Jubenville 1976). This program computes the elastically distributed stress with depth and computes the compression of each layer in the soil profile beneath a selected point on a given structure due to the load imposed on the soil by that structure along with any adjacent structures. The stresses induced by the loaded areas can be calculated using either Boussinesq or Westergaard solutions; the Boussinesq solution was used in this analysis. The foundation configurations, structural loads, and founding elevations of the plant structures are shown on Figure

2.5.4-41. Certain assumptions accompany the use of SETTLE II in determining settlement. These are: 1) the load imposed by a structure was placed instantaneously, 2) the loads on all structures were placed simultaneously, and 3) settlements occurred simultaneously with load

application.

BVPS-2 UFSAR Rev. 0 2.5.4-24a In calculating settlement, the program sums the vertical strains between the founding elevation and the top of the rock according to Equation 2.5.4-12: n i iii z o v Dzq dz 1 (2.5.4-12) where: = elastic settlement z = total thickness of soil v = vertical strain n = number of soil layers q i = stress increase at center of layer i due to foundation loading z i = thickness of layer i D i = constrained modulus of layer i The constrained modulus was calculated according to the equation: D E i i()()()1112 (2.5.4-13)

BVPS-2 UFSAR Rev. 0 2.5.4-25 where: E i = Young's modulus of layer i = Poisson's ratio = 0.3 To account for the change in constrained modulus that occurs with

changes in effective stress as construction continues and additional load is applied, an average value of constrained modulus was used to estimate the elastic settlement. Typically, an initial value of constrained modulus was computed based on the in situ stress conditions after excavation but before the structural loads were applied. SETTLE II was then used to determine the change in stresses at the center of each layer due to structural loads (including loads imposed by adjacent structures). Using these stress changes, values of the final constrained modulus were determined for each layer. Average values of the initial and final constrained moduli were then used in SETTLE II to calculate the settlement of the structures.

Young's modulus was determined by Equation 2.5.4-14: E = 2G(1 + ) (2.5.4-14) where: E = Young's modulus G = Shear modulus

  =   Poisson's ratio Low strain shear moduli were estimated using the following Hardin and Black equation (Hardin and Drenevich 1972):

G e e o1230297 1205,(.)()(). (2.5.4-15) where: G = shear modulus (psi) e = void ratio o = effective octahedral stress (psi) Shear moduli determined from in situ seismic velocity measurements compared quite favorably with those computed using the Hardin and Black equation as shown on Figure 2.5.4-12. Standard penetration test N values in the densified zone showed a marked increase after

densification as compared to before (DLC 1976). However, in situ

seismic velocity measurements that were made after densification do not show the same marked increase (Figure 2.5.4-18), suggesting that the elastic properties of the densified zone are similar to those of BVPS-2 UFSAR Rev. 0 2.5.4-26 the naturally dense in situ soil. Consequently, for the purpose of computing elastic properties for use in the analysis of settlement, no differentiation was made between soils within and outside the densified zone.

The value of low strain shear modulus was reduced by a factor of three to account for the reduction of shear modulus with strain (Swiger

1974). The settlement of isolated structures outside of the BVPS-2 main plant area were calculated manually using published elastic solutions generally of the form (Poulos and Davis 1974):

IpB E (2.5.4-16)

where: = elastic settlement I = influence factor which accounts for the shape of the loaded area and the position of the point for which settlement is calculated p = foundation loading B = characteristic dimension of structure E = Young's modulus As with the analysis of settlement using the computer program SETTLE II, the value of moduli used was the average of the moduli determined for the initial and final stress conditions.

The settlement of the clay layer underlying the northern portion of the safeguards and the RWST was analyzed using one-dimensional consolidation theory. The estimated total settlement included both the clay layer consolidation and the elastic settlement of the in situ sand and compacted fill computed using SETTLE II. The properties of the stiff silty clay layer for use in the settlement analysis were

developed from consolidation tests presented in Appendix 2.5D. The active and passive earth pressure coefficients were computed for

the case of a vertical wall, horizontal backfill, and no soil/wall friction according to the Rankine equations (Bowles 1977):

BVPS-2 UFSAR Rev. 0 2.5.4-27 K = tan 2 (45 - /2) K = tan 2 (45 + /2) where: K = coefficient of active earth pressure K = coefficient of passive earth pressure

  =   effective friction angle of soil The lateral earth pressure on a rigid wall, which experiences no 

appreciable deflections, is governed by t he at-rest earth pressure coefficient, K o , computed as (Bowles 1977): K1sin (2.5.4-17) For in situ sands and gravels with = 30 , K o is 0.5. For compacted select granular fill with = 36 , the computed value of K o is 0.41. From empirical correlations of strength characteristics such as that presented in U.S. Dept. of the Navy (1971), for a well-graded sand and gravel compacted to the density specified in Section 2.5.4.5.2, may be in excess of 40, which corresponds to a K o of 0.36 or less. A conservative K o of 0.6 was generally used; however, lateral pressures on the walls of the lower pump cubicles on the east side of reactor containment were evaluated for a K o of 0.36 ( = 40), and for the southwest wall of the control room extension and for the north and south walls of the adjoining electric cable tunnel, a K o of 0.45 ( = 33) was used. These values are consistent with the estimate of for the compacted select granular fill. The active, passive, and at-rest earth pressure coefficients for the in situ sands and the compacted select granular fill are given in Table 2.5.4-5. No safety factors have been applied to the

coefficients presented. Equations for determining the static and dynamic lateral earth and

groundwater pressure distributions against unyielding walls are shown on Figure 2.5.4-42. Walls are designed for the combination of static and dynamic lateral earth and groundwater pressures and, in some cases, for compaction-induced lateral earth pressures. Dynamic lateral earth pressures are those developed by Mononobe-Okabe and described by Seed and Whitman (1970). Hydrodynamic groundwater pressures are taken as 70 percent of the free water pressures determined by Westergaard (1933). Lateral loads on the reactor containment for seismic conditions are determined as described in Section 2.5.5.4 of the BVPS-2 PSAR (DLC 1972g).

BVPS-2 UFSAR Rev. 0 2.5.4-28 Compaction-induced lateral earth pressures are considered for the control room extension and the electrical cable tunnel. The earth pressure diagram shown on Figure 2.5.4-42 is computed using the procedure presented by Broms (1971) for the compaction equipment used at BVPS-2. The compaction-induced lateral earth pressure is added to the static lateral earth pressures computed for K o = 0.45. Design basis for structure hydrostatic loading is discussed in Section 2.4.13.5.

The differential settlements for safety-related piping that spans the shake spaces between adjacent main plant area structures are estimated by using the settlement data obtained from the settlement monitoring program described in Section 2.5.4.13. The observed settlement data is used to make a prediction of the total settlement of the two adjacent structures that are penetrated by the pipe. An average line is drawn through the log-time plots of observed settlement and extrapolated over an assumed 40-year plant life. The total settlement at the end of 40 years is reduced by the settlement that occurred prior to the date of the final weld connecting the pipe to the structures. Since settlement markers are typically not located at piping penetrations, it is necessary to interpolate between adjacent

markers to estimate the total settlement at the penetration. The differential settlement of the pipe is the difference between the total settlements of the two adjacent structures at the piping penetration points subsequent to the final weld. An analysis is made of the stresses imposed on the piping system by this differential movement. For the purpose of pipe stress analysis, a minimum differential settlement of 0.5 inch has been used for initial analysis. If this assumption proves to be too conservative, the predicted differential settlement is used instead.

2.5.4.11 Design Criteria

State-of-the-art methods were used in the analysis of foundation stability of Category I structures. Methods used to evaluate bearing capacity, settlement, and lateral earth pressure are discussed in

Section 2.5.4.10. The liquefaction potential and an estimate of the dynamic settlement of the granular soils at the site are discussed in Section 2.5.4.8. Soil properties used in the analyses are provided in

Sections 2.5.4.2 and 2.5.4.5. Minimum design factors of safety are as follows:

Bearing capacity 3.0 for all loading conditions. Slope stability 1.5 for all permanent loading conditions; 1.1 for SSE loading conditions and for construction slopes.

Hydrostatic uplift 1.1 for maximum water levels.

BVPS-2 UFSAR Rev. 0 2.5.4-28a Sliding 1.5 for all permanent loading conditions; 1.1 for SSE loading conditions. A discussion of loads and load combinations used in the design of

Category I structures is provided in Sections 3.8.1.3 and 3.8.4.3. 2.5.4.12 Techniques to Improve Subsurface Conditions

A zone of loose granular material from approximately el 640 to 660 feet was discovered in the BVPS-2 area during the excavation for the

containment foundation. The extent of the loose zone was conservatively defined from exploratory borings as a zone containing a significant number of samples having N 1 values less than 10, as determined by the Gibbs and Holtz (1957) relationship. A discussion of the criteria used to establish the limits of the densified zone is provided in Section 2.5.4.8. Subsequent investigation revealed that the loose zone was present under roughly the northern half of the containment and extended east and west beneath most of the Category I structures. The loose zone was successfully densified using the pressure injected footing technique. The densification program and its evaluation are fully described in the Report on Soil Densification Program (DLC 1976). Plots of N 1 values obtained during the verification program are presented on Figures 3-29, 3-30, and 3-31 of the report. These plots show that all samples of the loose sand and gravel zone have been densified to obtain N 1 values greater than 10. Figure 3-30 shows five data points with N 1 values that are less than 10; however, these samples are not sand.

The removal of uncontrolled fill that was placed during the construction of SAPS and BVPS-1 is discussed in Section 2.5.4.5. The removal of a lens of stiff silty clay found during the containment

excavation is also discussed in Section 2.5.4.5. The approximate limits of densification of the lower terrace sands and

gravels beneath the BVPS-1 circulating water lines and river water lines (WR) and the BVPS-2 service water lines (SWS) are shown on Figure 2.5.4-16. This densification program is described in responses to USAEC questions 2.26 and 2.27 in the BVPS-2 PSAR (DLC 1972e). Initially, BVPS-1 had been designed with a once-through cooling system

with an intake structure located near the present location of the BVPS-1 cooling tower. The Category I river water lines for BVPS-1 had been located directly adjacent to the 108-inch circulating water lines leading to this intake structure. Concern had been expressed that in the event of the liquefaction of soils along the circulating water lines leading to this intake structure. Concern had been expressed that in the event of the liquefaction of soils along the circulating water lines, erosion resulting from their possible rupture could disturb the adjacent river water lines and it was decided to densify the sands and gravels beneath the circulating water lines using vibroflotation to preclude this problem.

BVPS-2 UFSAR Rev. 0 2.5.4-28b After completion of the densification program, but before the installation of the circulating water lines, the decision was made to change from a once-through cooling system to closed-cycle cooling towers. Due to space limitations on the site, it was necessary that the intake structure be relocated to its present location as shown on Figure 2.5.4-16.

The soil conditions underlying the service water and river water lines from the point where they cross the circulating water lines to the present location of the intake structure are similar to the previous location and are typical of the low level terrace. The subsurface profile extending from the valve pit to the intake structure is provided on Figure 2.5.4-54. Although the results of a liquefaction analysis of the soils north of the circulating water lines to the intake indicated an adequate factor of safety against liquefaction (Appendix 2H, BVPS-1 PSAR), it was decided to densify the sands and gravels beneath the river water and service water system lines also. A typical section through the densified zone is shown on Figure 2.5.4-

58.

The granular soil to the south of the densified zone on the intermediate terrace will not be subject to liquefaction (DLC 1976).

If zones of granular material underlying the lower terrace outside of the densified zone were liquefied, flow slides are improbable since the rock surface does not slope toward the river appreciably but

remains relatively flat at el 620 feet. Although some surface subsidence of the soils outside of the densified

zone could occur, major movements affecting the support of the service water and river water lines are not likely. The densified area would be constrained against movement towards the river by the densified

area adjacent to the intake structure itself. The limits of densification of the lower terrace sands and gravels

beneath the Category II circulating water lines and the Category I service water lines to the intake structure are shown on Figure 2.5.4-16. As shown, the soil was densified to the top of rock using vibroflotation under two of the circulating water lines from just west of the service water lines eastward to near the cooling tower. The soil underlying the service water lines to the intake structure was

also densified. The subsurface profile extending from the valve pit to the intake structure is presented on Figure 2.5.4-54. The locations of verification borings 537 through 562 are shown on Figure 2.5.4-13. The results of the verification borings are presented on

Figure 2.5.4-56. The minimum allowable relative density for this area was 75 percent. Only two of 178 sand and gravel samples show relative densities less than 75 percent; therefore, the program was successful. The mean relative density indicated by the verification boring data was 97.7 percent and the mean-less-one-standard-deviation relative

density was 91.4 percent. The densification under the circulating water lines was done because the intake structure was originally planned for a different location,

BVPS-2 UFSAR Rev. 0 2.5.4-28c near the present BVPS-1 cooling tower, and the service water lines were to run parallel to the circulating water lines. This work is described in the BVPS-2 PSAR response to USNRC Questions 2.26 and 2.27 addressed in Appendix 2A of the BVPS-2 FSAR.

There was a concern that the nondensified granular soils adjacent to the main intake structure, should they liquefy during an SSE, could block the intake channel and/or clog the pumps. To prevent this from occurring, two areas approximately 75 feet by 90 feet on the east and the west side of the main intake structure were densified in 1974 by the L. B. Foster Company of Union, New Jersey using the Terra Probe method. The approximate limits of the densification program are shown on Figure 2.5.4-16.

BVPS-2 UFSAR Rev. 0 2.5.4-29 The Terra Probe consists of a vibratory pile driving hammer to which a 30-inch diameter open-ended tubular probe is attached. The unit is suspended from a crane and vibrated into the soil. Densification occurs as the vibrating probe is withdrawn from the soil.

Forty-six verification borings were performed to evaluate the effectiveness of the densification program, the locations of which are

shown on Figure 2.5.4-32. The median relative density at each boring location was required to be not less than 75 percent in the sands and gravels as determined using the Gibbs and Holtz relationship. In any one boring, not more than one sample point within the sands and gravels was allowed a relative density less than 70 percent and none were allowed to be less than 65 percent. If these criteria were not

met, the area around the failing boring was redensified. A test program was conducted to determine the optimum grid spacing for

the Terra Probe. Three borings, TH-1 through TH-3, were performed before the test densification and three borings, TH-4 through TH-6, were performed afterwards. It was decided that a 5-foot grid spacing

would be adequate to achieve the densification requirements. Prior to beginning the production densification program, 12 borings

were performed to allow a comparison of relative densities before and after densification. (Figure 2.5.4-32). A summary plot of relative densities before and after densification is given on Figure 2.5.4-43. Relative density plots of each individual verification boring are provided in Appendix 2.5C. Boring logs are provided in Appendix 2.5B.

Upon the completion of the initial series of borings, both of the areas were densified using the 5-foot grid spacing. Prior to densification, the material between the sheetpile walls was excavated to expose the tie rods at approximately el 663 feet to facilitate the insertion of the Terra Probe. After densification, backfill material was placed before performing the verification borings. Verification borings performed subsequent to the initial densification revealed that the desired densities were not being achieved in all cases. A second test panel was conducted in which a single Terra Probe was

inserted and withdrawn from the soil. Three verification borings were performed, one in the center of the probe location and two at increasing distances from the probe (Borings 559T, 560T, 561T). It was found that in this particular area, densification was occurring within the probe itself and for a distance of about 8 inches outside the probe.

Selected areas offshore were redensified using a 5-foot grid spacing which overlapped the original densification pattern. The onshore

areas were redensified using a 2.5-foot grid spacing. Figure 2.5.4-32 shows the approximate areas in which each of the densification patterns were performed.

BVPS-2 UFSAR Rev. 17 2.5.4-30 Eleven borings performed after the final densification program indicated that the densification requirements had been achieved. The boring locations are given on Figure 2.5.4-32 and summary plots of relative density before and after densification are given on Figure 2.5.4-43. The densification program required that the mean relative density at each boring location be not less than 75 percent for the sands and gravels as determined by the Gibbs and Holtz (1957) relationships. In any one boring, not more than one sample within the sands and gravels was allowed a relative density less than 70 percent and none were allowed to be less than 65 percent.

The results of the after-densification borings are summarized on Figure 2.5.4-43. Only three of 93 sand and gravel samples have relative densities less than 65 percent, and of these, two are very close to the soil surface. Thus, it is concluded that adequate densification of the sands and gravels was achieved with a mean

relative density of 92.3 percent and a mean-less-one-standard-deviation relative density of 79.8 percent.

2.5.4.13 Surface and Subsurface Instrumentation In 1977, a comprehensive settlement monitoring program was established for BVPS-2. The settlement of each BVPS-2 Category I structure was monitored during construction, and is monitored through the plant's life until the settlement of a particular structure has been determined to be stable as defined by the settlement monitoring program. For such structures, settlement monitoring is then discontinued. Differential settlements along buried, safety-related piping that extends from the structures out into the yard and differential

settlements of piping that spans the shake spaces between the closely spaced main plant area structures are not monitored as part of the settlement monitoring program. Section 2.5.4.10.2 describes the calculation procedures used to estimate the differential settlements that are used for pipe stress analysis.

During construction, settlement markers are monitored monthly, but, after construction when the structures are fully loaded and their settlement profiles begin to level out, the period between readings

will be increased. Permanent bench marks are installed at various locations around the site to provide reliable survey reference points. Several piezometers monitor changes in ground-water elevation to evaluate possible correlations between settlement data and changes in ground-water elevation. In each structure several settlement markers are installed during construction, and are located so that they can be

monitored during and after construction. The locations of the bench marks and piezometers are shown on Figure 2.5.4-14 and the locations of the settlement markers installed at present are shown on Figures 2.5.4-44 and 2.5.4-45. The observed settlements to date (Figure 2.5.4-46) can be compared with the predicted total static settlements shown on Figure 2.5.4-20.

BVPS-2 UFSAR Rev. 0 2.5.4-30a 2.5.4.13.1 Bench Marks Six permanent bench marks were installed at the locations shown on Figure 2.5.4-14. A typical bench mark installation detail is shown on Figure 2.5.4-47. It consists of a 2-inch diameter extra strong steel pipe anchored into bedrock inside of a 3 1/2-inch diameter casing extending to the top of rock. The bench marks are identified by a brass monument inscribed with the bench mark number, elevation, coordinates, and date of initial survey.

The elevations of the bench marks were checked at three-month intervals for the first year after installation and once per year thereafter. In addition, the elevations of bench marks in the

BVPS-2 UFSAR Rev. 0 2.5.4-31 immediate vicinity of construction activities are monitored monthly and any bench mark that is disturbed or is suspected of being disturbed is resurveyed.

Bench marks are checked by running one or a series of leveling loops within the established bench marks. If, by comparison with the elevation measured during the original survey, it has been determined that a bench mark has been disturbed, a new brass monument is installed and the bench mark resurveyed.

All survey work performed in conjunction with checking and reestablishing bench marks is done using first order vertical control.

2.5.4.13.2 Piezometers Six stand pipe piezometers were installed at the locations shown on

Figure 2.5.4-14. Typical piezometer installation details are shown on Figure 2.5.4-27 and specific installation data are given in Appendix 2.5A. Tip elevations range between el 646 and el 651 feet and all of

the piezometers are located within the in situ sand and gravel. Piezometer data and Ohio River elevation data are recorded weekly and are included in Appendix 2.5A. With the exception of one period during February 1979, the ground-water levels recorded in the piezometers show very good correlation with the Ohio River elevations. During February 1979, the river rose to el 681 feet and the piezometer data indicate an apparent time lag. However, the piezometers were only read weekly during the period of high water and in the interim

between readings the water level in the piezometers may have continued to rise, thereby reducing the apparent elevation difference between the ground-water levels and the Ohio River elevation.

2.5.4.13.3 Settlement Markers

The locations of the currently installed settlement markers are shown on Figures 2.5.4-44 and 2.5.4-45. Details of the several types of markers are shown on Figure 2.5.4-48. Construction activity in certain structures requires that settlement markers be relocated periodically in order to provide continuing access to the markers. In such structures, temporary markers have been installed instead of

permanent markers. Temporary settlement markers have been installed on the reactor containment building, the safeguards area, the fuel and decontamination building, and the cooling tower. When construction activity diminishes to the point that markers are no longer subject to periodic relocation, the temporary settlement markers are replaced with permanent ones.

BVPS-2 UFSAR Rev. 0 2.5.4-32 2.5.4.13.4 Data Processing Data processing is accomplished using a SWEC computerized data storage system entitled Settlement Monitoring System (IS-233). The settlement

marker elevations are input into the computer storage files and a computer printout providing the complete settlement record of each marker is produced. A specimen page of output is given on Figure

2.5.4-49. For each settlement marker, settlement versus log-time plots have been prepared. These plots are not included herein but are provided in the report on Settlement Monitoring Program (DLC 1980). A summary of the observed settlements to date is shown on Figure 2.5.4-46.

The Ohio River elevation and piezometer data are included in Appendix 2.5A. 2.5.4.14 Construction Notes

The removal of uncontrolled fill placed during the construction of SAPS and BVPS-1 is discussed in Section 2.5.4.5. The removal of a lens of stiff silty clay found during the reactor containment

excavation is also discussed in Section 2.5.4.5. A zone of loose granular material was discovered in the BVPS-2 area

during the excavation for the reactor containment excavation. It was densified using the pressure injected footing technique. The densification program and its evaluation are fully described in the

Report on Soil Densification Program, (DLC 1976). 2.5.4.15 References for Section 2.5.4

Audibert, J.M.E. and Nyman, K.J. 1977. Soil Restraint Against Horizontal Motion of Pipes. Journal of the Geotechnical Engineering

Division. ASCE October, 1977. Bowles, J. E. 1977. Foundation Analysis and Design. McGraw-Hill Book

Company, New York, N.Y. Broms, B. 1971. Lateral Earth Pressures Due to Compaction of Cohesionless Soils. Proceedings, 4th Conference on Soil Mechanics, Budapest.

Bullen, K. E. 1963. An Introduction to the Theory of Seismology. Cambridge University Press, Cambridge, England.

Christian, J. T. 1976. Relative Motion Between Two Points During an Earthquake. Journal of the Geotechnical Engineering Division, Vol. 102, No. GT11. November, ASCE.

Dravo Corporation 1974. Subsurface Investigation Routing of Sludge Transportation Pipes Around Beaver Valley Power Station, Little Blue

BVPS-2 UFSAR Rev. 0 2.5.4-33 Run Development Area. Prepared by General Analytics Inc., Monroeville, Pa. Duquesne Light Company (DLC) 1972a. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2, Appendix 2E. Prepared by Stone & Webster Engineering Corporation (SWEC), Boston, Mass.

Duquesne Light Company 1972b. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2, Appendix 2F. Prepared by SWEC, Boston, Mass. Duquesne Light Company 1972c. Final Safety Analysis Report - Beaver Valley Power Station - Unit 1, Appendix 2H. Prepared by SWEC, Boston, Mass. Duquesne Light Company 1972d. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2 response to USNRC question 2.24 (logs not published). Prepared by SWEC, Boston, Mass.

Duquesne Light Company 1972e. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2. Response to USNRC Questions 2.26 and 2.27. Prepared by SWEC, Boston, Mass.

Duquesne Light Company 1972f. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2, Appendix 2G. Prepared by SWEC, Boston, Mass. Duquesne Light Company 1972g. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2, Section 2.6.5.4. Prepared by SWEC, Boston, Mass.

Duquesne Light Company 1972h. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2. Volume 10 Appendix 2A, Response to Draft Questions Received January 21, 1976. Prepared by SWEC, Boston, Mass. Duquesne Light Company 1972i. Preliminary Safety Analysis Report - Beaver Valley Power Station - Unit 2. Appendix 2D. Prepared by SWEC, Boston, Mass.

Duquesne Light Company 1976. Report on the Soil Densification Program - Beaver Valley Power Station - Unit 2. Prepared by SWEC, Boston, Mass.

Duquesne Light Company 1979, Inspection Manual - Earthwork IP-6.1. Beaver Valley Power Station - Unit 2. Duquesne Light Company 1979. Soil Analysis of Turbine Building and Northern Yard Area. Prepared by SWEC, Boston, Mass.

BVPS-2 UFSAR Rev. 0 2.5.4-34 Duquesne Light Company 1980. Report on Settlement Monitoring Program - Beaver Valley Power Station - Unit 2. Prepared by SWEC, Boston, Mass.

Ewing, W.; Jardetsky, W.; and Press, F. 1957. Elastic Waves in Layered Media. McGraw-Hill Book Company, New York, N.Y. Gibbs, H.

J. and Holtz, W. H. 1957. Research on Determining the Density of Sands by Spoon Penetration Testing. Fourth International Conference on Soil Mechanics and Foundation Engineering. Volume 1. Butterworth, London. Hardin, B. O. and Drenevich, V. P. 1972. Shear Modulus and Damping in

Soils, Design Equations. Journal of the Soil Mechanics and Foundation Division, Vol. 98, SM-7, ASCE.

Housner, G.W. 1970. Strong Ground Motion. Contained in Weigel, R.L. Earthquake Engineering. Prentice Hall, Inc. Englewood Cliffs, N.J.

Jubenville, D. M. 1976. Settle II. A Computer Program to Calculate Settlements. Geotechnical Engineering Software Activity, University of Colorado Computing Center, Boulder, Colo.

Lambe, T.W. and Whitman, R.V. 1969. Soil Mechanics. John Wiley and Sons, New York, N.Y.

Lee, K. L. and Albasia, A. 1974. Earthquake Induced Settlements in Saturated Sands. Journal of the Geotechnical Engineering Division, Vol. 100, GT4, ASCE. Marcuson, W. F. and Bieganouski, W. A. 1977. SPT and Relative Density in Coarse Sands. Journal of the Geotechnical Engineering Division, Vol. 103, GT11, ASCE.

Poulos, H. G. and Davis, E. H. 1974. Elastic Solutions for Soil and Rock Mechanics. John Wiley and Sons, New York, N.Y.

Sampson, R. J. 1975. SURFACE II Graphics System. Kansas Geological Survey, Lawrence, Kansas.

Schnabel, P.B.; Lysmer, J.; and Seed, H.B. 1972. SHAKE: A Computer Program for Earthquake Response Analysis of Horizontally Layered Sites. Report EERC-72-12. University of California at Berkeley.

Seed, H. B. and Whitman, R. V. 1970. Design of Earth Retaining Structures for Dynamic Loading. Speciality Conference on Lateral

Stresses and Design of Earth Retaining Structures, ASCE, New York, N.Y. Seed, H.B. and Idriss, I.M. Soil Moduli and Damping Factors for Dynamic Response Analysis. Report EERC-70-10. College of Engineering, University of California at Berkeley, 1970.

BVPS-2 UFSAR Rev. 0 2.5.4-34a Stone & Webster Engineering Corporation 1979. Relden, Relative Density from Standard Penetration Tests. GT-004. Version 04, Level

01.

BVPS-2 UFSAR Rev. 0 2.5.4-35 Seed, H. B. and Idriss, I. M. 1971. A Simplified Procedure for Evaluation of Soil Liquefaction Potential. Journal of Soil Mechanics

and Foundations Division, ASCE, Vol. 97, No. SM9.

Seed, H. B.; Arango, I.; and Chan, C. K. 1975a. Evaluation of Soil Liquefaction Effects During Earthquakes. College of Engineering, University of California, Berkeley, Report No. EERC 7528. Seed, H.B.; Idriss, I.M.; Makdisi, F.; and Banerjee, N. 1975b. Representation Of Irregular Stress Time Histories by Equivalent Uniform Stress Series in Liquefaction Analyses. Report No. EERC 75-29. Earthquake Engineering Research Center, University of California

at Berkeley, October. Seed, H. B. 1976. Evaluation of Soil Liquefaction Effects on Level Ground During Earthquakes, Liquefaction Problems in Geotechnical Engineering. ASCE, New York, N.Y.

Stone & Webster Engineering Corporation (SWEC) 1977. Soils Study - Category I Structures (Response to NRC Letter - November 17, 1976), Beaver Valley Power Station - Unit 1. Supplement No. 2, February 14.

Stone & Webster Engineering Corporation (SWEC) 1978. Excavation and placement of Fill Under Structures and Final Backfilling Around

Structures. Specification No. 2BVS-928. Beaver Valley Power Station - Unit 2.

Stone & Webster Engineering Corporation (SWEC) 1979. Relden, Relative Density from Standard Penetration Tests. GT-004. Version 04, Level

01.

Stone & Webster Engineering Corporation (SWEC) 1980. Lease II Limiting Equilibrium Analysis in Soil Engineering. GT-018, Version

02, Level 00. Stone & Webster Engineering Corporation (SWEC) 1982. Calculation of Relative Displacement between Two Buildings during an Earthquake. GT-037. Stone & Webster Engineering Corporation (SWEC) June 1984. Seismic Design Response Spectra. Beaver Valley Power Station - Unit 2. Prepared for Duquesne Light Company, Pittsburgh, Pa.

Stone & Webster Engineering Corporation (SWEC) February 1985. Site Dependent Response Spectra, Beaver Valley Power Station - Unit 2.

Prepared for Duquesne Light Company, Pittsburgh, Pa. Swiger, W. F. 1974. Evaluation of Soil Moduli. Analysis and Design

in Geotechnical Engineering, ASCE, New York, N.Y. Terzaghi, K. and Peck, R. 1967. Soil Mechanics in Engineering

Practice. John Wiley and Sons, New York, N.Y.

BVPS-2 UFSAR Rev. 0 2.5.4-36 Trifunae, M.D. and Lee, V. 1973. Routine Computer Processing of Strong Motion Accelerograms, Volume II, Strong Motion Earthquake Accelerograms, Digitized and Plotted Data. Report EERL-73-03. California Institute of Technology, Earthquake Engineering Research

Laboratory. U. S. Department of the Navy 1971. Design Manual, Soil Mechanics, Foundations, and Earth Structures. NAUFAC DM-7. Vesic, A.B. 1961a. Beams on Elastic Subgrade and Winkler's Hypothesis. Proc. 5th International Conference on Soil Mechanics and Foundation Engineering, Paris pp. 845-850.

Vesic, A.B. 1961b. Bending of Beams Resting on Isotropic Elastic Solid. Journal of the Engineering Mechanics Division. ASCE Vol. 87, No. EM2 April, pp 35-53.

Vesic, A.B.; Banks, D.C.; and Woodward, J.M. 1965. An Experimental Study of Dynamic Bearing Capacity of Footings on Sand, Proceedings, Sixth International Conference on Soil Mechanics and Foundation Engineering, Montreal, Canada, Vol. II, pp 209-213.

Westergaard, H.M. 1933. Water Pressures on Dams during Earthquakes. Transactions of ASCE. Vol. 98.

Whitman, R.V. 1968. Effect of Local Soil Conditions on Seismic Threat to Beaver Valley Power Station. Contained in Stone & Webster Engineering Corporation 1968. Preliminary Safety Analysis Report, Beaver Valley Power Station - Unit 1. Docket No. 50-334.

BVPS-2 UFSAR Tables for Section 2.5.4

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-1 BORING LOG INDEX Project Boring Number

Date Drilled

Purpose Boring Log Reference Shippingport 1 - 23 July 1954 General Site 1 Atomic Power 29 - 33 April 1955 Investigation 1 Station A - H April 1955 1 J - N & P April 1955 1 Beaver Valley 101 - 117 March/April 1968 General Site Investigation 2 Power Station - 301 - 310 July 1969 General Site Investigation 3 Unit 1 401 - 404 Nov./Dec. 1969 General Site Investigation 3 501 - 518 June 1970 Vibroflotation Program 4 519 - 536 Nov./Dec. 1970 Vibroflotation Verification 2 537 - 562 Jan./Feb. 1973 Vibroflotation Verification 2 537T - 577T March/April 1974 Terra Probe Verification 5 TH1 - TH6 March/April 1974 Terra Probe Verification 5 601, 602 May 1971 Cooling Tower Location Study 4 608 - 613 May 1971 Cooling Tower Location Study 2 650 - 652 May 1971 Cooling Tower Location Study 4 701 - 718 May 1971 Cooling Tower Location Study 4 H1 - H5 August 1971 Highway Embankment Stability 6 AB1 - AB12 Feb./March 1974 Turbine Building Stability 7 Beaver Valley 801 - 843 Nov. 1971 - April 1972 General Site Investigation 2 Power Station - 854, 855 July 1974 General Site Investigation 5 Unit 2 901 - 916 March 1974 Auxiliary Intake Structure 5 918 - 980 July - Sept. 1976 Loose Zone - Plant Area 8 1000 - 1030 May - June 1976 Loose Zone - Containment 8 OF1 - OF6 July 1976 Office Building 8 RH1 August 1976 General Site Investigation 8 Z1 November 1976 General Site Investigation 8 PL1 - PL3 Feb. 1977 Parking Lot 8 CT1 - CT3 July 1977 Cooling Tower 8 SWS 1 - SWS 5 August 1977 Service Water System 8 Figure 2.5.4-15 May 1976 - July 1977 Soil Verification Borings 8 SEO SEO-5 October 1981 Office Building 5 EOS EOS-10 May - June 1982 Emergency Outfall Structure 5 TH TH-13 May - June 1982 Emergency Response Facility 6 Bruce Mansfield Power Plant PL1 - PL66 May - July 1974 Slurry Pipelines 9 NOTES: 1. Duquesne Light Company 1972a 6. Not published 2. Duquesne Light Company 1972b. 7. Duquesne Light Company 1979. 3. Duquesne Light Company 1972c. 8. Duquesne Light Company 1976. 4. Duquesne Light Company 1972d. 9. Dravo Corporation 1974. 5. Appendix 2.5B.

BVPS-2 UFSAR Rev. 0 1 of 2 TABLE 2.5.4-2 MATERIALS TESTING REQUIREMENTS AND FREQUENCY Materials Type Of Test

Test Designation

Minimum Frequency Of Testing Remarks

Excavated material In-place density Washington densometer ASTM D2167 and/or Nuclear densometer ASTM D2922 One per 5 ft of depth Testing to be on exca-vated material which is to be stockpiled for later use. Moisture density ASTM D1557 Method D Whenever visual inspection indicates a significant change in material gradation. Sieve analysis ASTM D422 and ASTM D1140 One per moisture density test. Founding elevation

material In-place density Washington densometer ASTM D2167 and/or Nuclear densometer ASTM D2922 As directed by the Geotechnical Engineer. Select granular/ structural fill In-place density Washington densometer ASTM D2167 and/or Nuclear densometer ASTM D2922 1. Areas greater than 1,000 ft 2, one per 1,000 yd 3 placed or one per alternate lift, whichever results in a greater frequency.

2. Areas less than 1,000 ft 2, one for every 2.5 ft of compacted fill.

3. For each 200 linear ft of trench, one per alternate lift of compacted fill, or as directed by the Geotechnical Engineer.

Moisture density ASTM D1557 Method D 1. One per new source. Material for moisture 2. One per 5,000 yd 3 placed density test shall be 3. Whenever visual inspection indicates a significant change in material gradation. taken adjacent to an in-place density test. Sieve analysis ASTM D422 and ASTM D1140 One for each moisture density test Material for sieve analysis shall be taken from material sampled for the moisture den- sity test BVPS-2 UFSAR Rev. 0 2 of 2 TABLE 2.5.4-2 MATERIALS TESTING REQUIREMENTS AND FREQUENCY Materials Type Of Test

Test Designation

Minimum Frequency Of Testing Remarks Specific gravity ASTM C127 1. One per new source.

2. One per every 50 moisture density tests.

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-3

SUMMARY

OF PREDICTED DYNAMIC SETTLEMENTS Structure Dynamic Settlement

     (in)

Auxiliary building 0.12 Control room extension 0.11 Demineralized water tank 0.16 Diesel generator building 0.13 Fuel building 0.14 Main steam and cable vault 0.14 Reactor containment 0.09 Refueling water tank 0.16 Safeguards area 0.14 Service building 0.16 Valve pit 0.14 Emergency outfall structure 0.03 Main intake structure 0.10

BVPS-2 UFSAR Rev. 20 1 of 1 TABLE 2.5.4-4 BEARING CAPACITY - CATEGORY I STRUCTURES Approximate Dimensions of

Contact Area (ft) Approximate Foundation Depth (ft) Ultimate Bearing Capacity (ksf) Static Approximate*

Load (ksf) Factor of Safety Dynamic Approximate*

Load (ksf) Factor of Safety Auxiliary building 120 x 146 32 129 5.7 32 10.6 15 Control room extension 65 x 81 32 97 3.5 54 5.6 25 Decontamination building 33 x 33 5.5 33 6.3 5 11.5 3 Demineralized water tank 38 x 38 4.7 35 3.4 10 10.9 3 Diesel generator building 81 x 83 22 90 3.1 45 5.9 19 Emergency outfall structure 25 x 30 25 60 3.2 10 8.0 9 Fuel building 44 x 110 17.7 61 6.8 10 11.9 5 Main intake structure 84 x 89 39.5 115 8.9 19 6.7** 24** Main steam and cable vault 90 x 135 22.5 74 3.7 28 7.1 12 Reactor containment 142 dia. 54 157 7.5 36 12.4 17 Refueling water storage tank 57 x 58 4.7 45 3.5 13 8.8 5 Safeguards area 60 x 98 20.5 76 3.2 35 4.7 21 Service building 55 x 186 9.5 54 4.0 15 4.6 13 Valve pit 25 x 37 18.8 50 1.6 31 3.8 17

NOTES:

• Foundation load does not include buoyant effect of water. Bearing capacity calculated assuming ground-water level at el 730 feet corresponding to PMF conditions. ** Dynamic load evaluated for groundwater level at el 665 feet, corresponding to normal water conditions.

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-5

SUMMARY

OF LATERAL EARTH PRESSURE COEFFICIENTS

Coefficient of Earth Pressure In Situ Soil Compacted Select Granular Fill Active, K a 0.33 0.26 Passive, K p 3.0 3.85 At rest, K o 0.50 0.6 0.45* 0.36** NOTES:

• For control room extension and electric cable tunnel only.
  • For lower pump cubicles of the reactor containment only.

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-6 STRUCTURAL FILL SUPPLIER AND QUANTITIES PROVIDED

Supplier Quanity (cu yds) X & L Sand & Gravel

Midland, Pennsyvania 287,695 X & L Sand & Gravel

Negley, Pennsylvania 192,557 Mahoning Sand & Gravel 306 Georgetown Sand & Gravel Georgetown, Pennsylvania 175,745 Dravo Corporation Georgetown, Pennysylvania 24,855 Dravo/Kabuta Kabuta, Pennsylvania 62,835 743,993 BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-7 LIQUEFACTION ANALYSIS AT INTAKE STRUCTURE EARTHQUAKE RECORDS Year Mo. Day Earthquake Name Local Magnitude Scaling Factor Recording

Station Component Record No. 1935 10 31 Helena, MT 6.0 0.271 Carroll College Helena, MT EW B-025 1975 09 27 Oroville, CA Aftershock 4.6 1.452 Oroville, CA CDMG No. 8 SOOE 8-234 1979 08 06 Coyote Lake, CA 5.9 0.307 Coyote Creek San Martin, CA 160 SM-879 BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-8 MAIN INTAKE STRUCTURE LIQUEFACTION ANALYSIS Shear Stress (psf) Applied Allowable** Safety Factor Soil Layer* N 1 ()psf v A B C B/A C/A 3 7 4,210 309 380 491 1.2 1.6 4 18 4,740 339 1,101 1,422 3.3 4.2 5 18 5,280 346 1,226 1,584 3.5 4.6

NOTES:

• Soil model shown on Figure 2.5.4-70

 ** Allowable shear stress on Figure 2.5.4-29 

B allow = 0.0129N 1 v (Seed et al 1975) C allow = 0.01667N 1 v (Seed et al 1983)

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-9 SITE MATCHED GROUND SURFACE EARTHQUAKE RECORDS* Date Epicentral

Recording

CIT Record Year Month Day Location Station Component No. ** 1954 12 21 Eureka, CA Federal Bldg. N79E A-008 Eureka, CA S11E 1957 03 22 San Francisco, State Bldg. N09E A-016 CA San Francisco, S81W CA Alexander Bldg. N09W A-104 San Francisco, N81E CA 1957 03 22 San Francisco, Alexander

Bldg. N09W V-323 CA San Francisco, N81E CA City Hall, N26E A-017 Oakland, CA S64E 1962 09 04 Northern CA Federal Bldg. N79E V-330 Eureka, CA S11E 1965 07 15 Southern CA Old Ridge Rte. E V-331 Castaic, CA S 1970 09 12 Lytle Creek, 6074 Park Dr. S65E W-334 CA Wrightwood, CA S25W 1971 02 09 San Fernando, Old Ridge Rte. N21E D-056 CA Castaic, CA N69W

NOTES: *Per SWEC (1985)

**California Institute of Technology reference number, Trifunae  

and Lee (1973) BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5.4-10 RELATIVE DISPLACEMENT OF SELECTED STRUCTURES USING THE EARTHQUAKE TIME-HISTORY METHOD Structures Centroid Relative Displacement (in.)From To Distance (ft) Horizontal Vertical Main Steam & Cable Vault Auxiliary Building 115 0.29 0.19 Main Steam &

Cable Vault Safeguards Area 150 0.32 0.21

110 S 0 U T H 860 840 820 800 780 760 I 740 z 0 720 > w .J w 700 680 660 640 620 600 0 500 UPPER PLEISTOCENE TERRACE INTERMEDIATE TERRACE N 0 R T H 810 860 840 820 800 PRESENT FLOODPLAIN 780 ALLUVIUM 1000 1500 2000 DISTANCE-FEET 760 720 700 680 OHIO RIVER "'-.. -==-=:c---? 660 640 620 600 2500 FIGURE 2.5.4-1 TYPICAL TERRACE SECTION BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT w w LL. z 0 f-<! > w _j w NORTH / EACTOR CONTAINMENT MAIN STEAM fA CABLE VAULT SERVICE BUILDING SOUTH TURBINE BUILDING 780 760 rTJ r rTJ < _, 740 720 700 680 660 640 620 0 z I .., rTJ rTJ _, LEGEND --GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND APPROXIMATE LIMITS OF DENSIFIED ZONE SILTY CLAY-SANDY CLAY SELECT GRANULAR BACKFILL UNCONTROLLED FILL: SILTY CLAY-GRAVELLY CLAY SANDY CLAY, CLAYEY SAND tt=J BEDROCK -!;:--NORMAL GROUNDWATER LEVEL NOTE: LOCATION OF SECTION IS SHOWN ON FIGURES 2.5.4-10, 2.5.4-15 AND 2.5.4-19 0 20 40 FIGURE 2.5.4-2 60 SUBSURFACE PROFILE A-A' BEAVER VALLEY POWER STATION-UN IT 2 FINAL SAFETY ANALYSIS REPORT ..... IIJ IIJ II. I z 0 ..... ct > IIJ _J IIJ 72 WEST GASEOUS WASTE STORAGE TANKS A-13 REACTOR CONTAINMENT DEC ON. BUILDING SERVICE WATER VALVE PIT EAST 1'1 r 1'1 < l> ..... 0 z I , 1'1 1'1 ..... LEGEND -Ill GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND APPROXIMATE LIMITS OF DENSIFIED ZONE SILTY SAND-SANDY SILT SILTY CLAY-SANDY CLAY firW#Mi).;\.\1 SELECT GRANULAR BACKFILL UNCONTROLLED FILL' SILTY CLAY-GRAVELLY CLAY SANDY CLAY, CLAYEY SAND NORMAL GROUNDWATER LEVEL NOTE: LOCATION OF SECTION IS SHOWN ON FIGURES 2.5.4-10, 2.5.4-15 AND 2.5.4-19 0 20 40 60 FIGURE 2.5.4-3 SUB SURFACE PROFILE B-8' BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT WEST 1-AU X I L I RY B U I L D N G L&J L&J LJ... I. z 0 1-;; L&J _J L&J REACTOR C AINMENT MAIN STEAM I & CABLE VAULT PIPE TRENCH S FEGUAR AREA REFUEL lNG WATER STORAGE TANK EAST 20 fTl r fTl -l 0 z I ., fTl ,., -l LEGEND - APPROXIMATE LIMITS OF DENSIFI ED ZONE SELECT GRANULAR BACKFILL BEDROCK -L-NORMAL GROUNDWATER LEVEL -= NOTE: LOCATION OF SECTION IS SHOWN ON FIGURES 2.5.4-10, 2.5.4-15 AND 2.5.4-19 0 20 40 SCALE-FEET FIGURE 2.5.4-4 SUBSURFACE PROFILE C-c* BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT z 0 UJ ..J UJ NORTH PIPE TRENC C-46 UEL BUILDING AUXILIARY ILDING SOUTH 860 840 LEGEND TURBINE BUILDING APPROXIMATE LIMITS OF , r , < 0 z I ..., , , -i DENSIFIED ZONE Vi/ c)j SELECT GRANULAR BACKFILL e===9 BEDROCK ___I._ NORMAL GROUNDWATER LEVEL NOTE: LOCATION OF SECTION IS SHOWN ON FIGURES 2.5.4-10, 2.5.4-15 AND 2.5.4-19 0 20 40 60 I Fl G U RE 2..5.4-5 SUBSURFACE PROFILE D-0 BEAVER VALLEY POWER STATION-UNIT

2. Fl NAL SAFETY ANALYSIS REPORT NORTH AUXILIARY BUILDING I-w w / "-z PIPE TRENCH 0 I-<( > w ...J w WASTE HANDLING LDING CONDENSATE POLISHING BUILDING SOUTH 860 840 820 f'TI r f'TI 760 < 700 0 z I , f'TI f'TI -1 LEGEND 11li

- APPROXIMATE Ll MITS OF DENSIFIED ZONE SELECT GRANULAR BACKFILL BED ROCK .......%__ NORMAL GROUNDWATER LEVEL NOTE: LOCATION OF SECTION IS SHOWN ON FIGURES 2.5.4-10, 2.5.4-15 AND 2.5.4-19 0 20 40 FIGURE 2.5.4-6 60 SUBSURFACE PROFILE E-E' BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT PROJECTED NORTH 740 720 700 .... w w lL I z 0 680 .... <( > w ...J w 660 640 620 LEGEND GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND E 9 .Y SELECT GRANULAR BACKFILL BEDROCK NORMAL GROUNDWATER LEVEL 0 20 40 SCALE-FEET SOUTH 740 720 700 .... w w lL I z 680 0 .... <( > w ...J w 660 640 620 FIGURE 2.5.4-7 SUBSURFACE PROFILE F-F' BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT NORTH LIJ LIJ II.. PIPE TRENCH I z 0 LIJ ...1 LIJ DIESEL GENERATOR BUILDING TU INE BUILDING SOUTH ITI ..... '" 0 z I ,.. "' 1"1 -1 LEGEND -g APPROXIMATE LIMITS OF DENSIFIED ZONE SILTY CLAY-SANDY CLAY SELECT GRANULAR BACKFILL UNCONTROLLED FILL' SILTY CLAY-GRAVELLY CLAY SANDY CLAY, CLAYEY SAND BEDROCK NORMAL GROUNDWATER LEVEL NOTE: LOCATION OF SECTION IS SHOWN ON FIGURES 2.5.4-10, 2.5.4-15 AND 2.5.4-19 0 20 40 FIGURE 2..5.4-8 60 SUBSURFACE PROFILE G -G 1 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 1-LIJ LIJ u. I z Q 1-<t > LIJ ...J LIJ NORTH R UELING WATER STORAGE TANK DEMINERALIZED WATER STORAGE TANK I I I . I , I I I I I I I I , I I . Dl EL ERATOR BUI LDI '------------------------------------

• ----*------------**---***---

.. *-------------** SOUTH 780 720 fT1 r fT1 < l> -1 0 z I , fT1 fT1 ..., LEGEND -Mill GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND APPROXIMATE LIMITS OF DENSIFIED ZONE SILTY CLAY-SANDY CLAY SELECT GRANULAR BACKFILL UNCONTROLLED FILL: SILTY CLAY-GRAVELLY CLAY SANDY CLAY, CLAYEY SAND BEDROCK GROUNDWATER LEVEL NOTE

• LOCATION OF SECTION IS SHOWN ON FIGURES 2.5.4-10, 2.5.4-15 AND 2.5.4-19 0 20 40 60 FIGURE 2.5.4-9 SUBSURFACE PROFILE H-H* BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT s944 S96o Jll I I 953 s931 s 930 s 954 950 s s 947 955 s s 966 s s959 PIPE TUNNEL 933 934 s s 938 s @ @ S803 L .. S81o 951 s 0 0 ci 0 0 CD LtJ @ s943 948 s 926 s@ 932\ s \ \ s 952 \ s \ ' ' 949 s 935 811 s 1013 s SI015 1026 s 1021 s ' s 804 1006 s 1004 S s1o14 SSI007 SI016 s1011 1018 s 1019 s 1027 s 1023 s REACTOR CONTAINMENT

................ ....... -.......--- _. ---....... 0 0 0 0 co LtJ 936 941 s 0 0 ci 0 N CD LtJ 0 0 g N CD LtJ s942 lL .. 906-.. (J) ____ L, -----,, ,, It ,, ' S912L 0 0 ci 0 "" CD LtJ H' 0 0 0 0 "" CD LtJ = NljiTE: N4000.00 PLANT NORTH LEGEND: CD VALVE PIT-BVPS-2 GASEOUS WASTE STORAGE TANKS @DECONTAMINATION BUILDING @FUEL BUILDING AUXILIARY BUILDING SAFEGUARDS AREA REFUELING WATER STORAGE TANK . --C' -PRIMARY DEMINERALIZED WATER TANK N3900 . .Q.Q_ t __j MAIN STEAM AND CABLE VAULT @SERVICE BUILDING 0 20 N3800.00 DIESEL GENERATOR BUILDING CONDENSATE POLISHING BUILDING @WASTE HANDLING BUILDING 8 TURBINE BUILDING (@) SERVICE WATER VALVE PIT 40 60 80 100 SCALE -FEET SOIL PROFILES INDICATED ARE PRESENTED IN FIGURES 2.5.4*2 THROUGH 2.5.4 *9, 2.5.4-51 THROUGH 2.5.4-53 AND 2.5_4-55. FIGURE 2.5.4-10 BORING AND CROSS SECTION LOCATION PLAN-PLANT AREA BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT LL C/) ::.:: I 2 4 C/) 6 C/) LLI a:: .... C/) LLI > B LLI u.. u.. IJJ 10 12 \ \ \ \ \ \ \ \ \ \ \ 20 ' \(!) \ \ \ \ \ \ \ \ \ \ \ N-BLOWS PER FOOT 40 60 * (!) (!) (!) (!) (!) (!) (!) (!) BO 100 * (!) * * * (!) *** * * (!) (!) I!J * (!) s e I!J (!) * ' ' ' (!)' 1!1 ' ' (!) ' ' (!) (!) (!)' . ', '(!] ' (!)

• I!J ' (!) ' I!J (!) ' ' 'I (!) I!J (!) I!J (!)

so 60 70 RELATIVE DENSITY-PERCENT LEGEND 0 SAND 0 SAND/N > 100 0 OTHER NOTES 1. RELATIONSHIP BETWEEN RELATIVE DENSITY AND SPT N VALUES ACCORDING TO GIBBS AND HOLTZ. (1957) 2. BASED ON BORINGS 803,806,807,810,811, 813,816,935-942,949,1019,1020,1022-1025.

3. BORING LOCATIONS ARE SHOWN ON FIGURE 2.5.4 -10. FIGURE 2.5.4-11 BORINGS OUTSIDE DENSIFIED ZONE-MAIN PLANT AREA RELATIVE DENSITY PLOT BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

-...I (/) w LLI 720 700 ': 680 z 0 t-SITU MEASUREMENTS (LOW STRAIN) HARDIN t. BLACK EQUATION \ (LOW STRAIN) w .,2.. ....J .... LLI 660 640 \ \ 0 2 4 6 8 10 SHEAR MODULUS,(x10 3 ksf) ASSUMED IN SITU SOIL PROPERTIES UNIT WEIGHT: 125pcf ABOVE GWT 136 pcf BELOW GWT VOID RATIO: 0.4 REFERENCE' DLC 1976 FIGURE 2.5.4-12 SHEAR MODULUS VS. DEPTH BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT ()"" ()" () .. 0 ()'"'()" ()" ().., ()*n SCALE-FEET eTERRA-PR08E DEHSIFICATION VERIFICATION BOFIINGS ()VIBROfl.OTATIOH OENSifiCATlON VERIFICATION BORINGS FIGURE 2.5.4-13 LEGEND OF BORINGS, 0 SHIPPINGPORT ATOMIC POWER STATION () VALLEY POWER STATION-() s BEAVER VALLEY POWER STATION* UNIT 2 CONTOUR INTERVAL * !5 FEET 0 100 SCALE-FEET BORING LOCATION PLAN BEAVER VALLEY PONER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT H 4!500 N4000 N 3!500 LEGEND B -SHARED FACILITIES

• PIEZOMETER
• BENCHMARK D *BENCHMARK B-6 REMOVED SEPTEMBER,I980 N3000 0 RIVER -----SWITCHYARD 100 200 300 400 500 SCALE-FEET BVPS-1 31 BVPS-2 31 § .. ... PLANT CK / I N4!500 LEGEND A 1. DISCHARGE STRUCTURE

2. OIL SEPARATOR

3. SEWAGE TREATMENT PLANT 4. INTAKE STRUCTURE

5. OFFICE BUILDING 6. COOLING TOWER PUMPHOOSE

7. TEMPORARY BARGE SLIP 8. FUEL OIL TANK 9. PIPE TUNNEL N4000 10. PIPE TRENCH 11. GUARD HOUSE 12. CONTROL ROOM 13. FUEL BUILDING 14. AUXILIARY BUILDING 15. REACTOR CONTAINMENT BUILDING 16. MAIN STEAM AND CABLE VAULT AREA 17. SERVICE BUILDING 18. REFUELING WATER STORAGE TANK 19. CHEMICAL ADDITION TANK 20. PRIMARY DEMIN. WATER STORAGE TANK 21. DIESEL GENERATOR BUILDING 22. CONDENSATE POLISHING BUILDING 23. WASTE HANDLING BUILDING 24. TURBINE BUILDING 25. PIPE TRENCH 26. PRIM. HYDROGEN & NITROGEN STORAGE AREA 27. TURBINE PLANT DEMIN. WATER STORAGE TANK 28. MAIN&. UNIT STATION SVCE XFMRS AREA 29. PRIMARY &. TURB. PLANT HYDROGEN STORAGE TANK PAD 3Q RELAY HOUSE 31. COOLING TOWER 32. SAFEGUARDS AREA 33. DECONTAMINATION BUILDING 34. CASK STORAGE AREA 35. PERSONNEL ACCESS BRIDGE 36. ALTERNATE INTAKE STRUCTURE

37. CABLE TUNNEL N3000 38. VALVE PIT AREA 39. COOLING TOWER DISCHARGE FLUME STRUCTURE

40. 600,000 GAL. DEMINERALIZED WATER STORAGE TANKS 41. HEALTH PHYSICS LAB FIGURE 2.5.4-14 BENCHMARK AND PIEZOMETER LOCATION PLAN BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT F ELEC. UNNEL. LE' REACTOR CON 0 0 c:i 0 (X) w REACTOR CONTAINMENT

@ u_ .. N4000.00 PLANT NORTH LEGEND: Q) VALVE PIT-UNIT 2 GASEOUS WASTE STORAGE TANKS DECONTAMINATION BUILDING @FUEL BUILDING AUXILIARY BUILDING SAFEGUARDS AREA <1) REFUELING WATER STORAGE TANK PRIMARY DEMINERALIZED WATER c't _ MAIN STEAM AND CABLE VAULT 0 20 N3800.00 @SERVICE BUILDING DIESEL GENERATOR BUILDING CONDENSATE POLISHING BUILDING @WASTE HANDLING BUILDING @TURBINE BUILDING @ SERVICE WATER VALVE PIT 40 60 BO 100 SCALE -FEET SOIL PROFILES INDICATED ARE PRESENTED IN FIGURES 2.5.4-2 THROUGH 2.5. 4-9, 2 5.4-51 THROUGH 2.5.4-53 AND 2.5.4-55. rA"WAREA DENSIFIED BY PRESSURE INJECTED FOOTINGS FIGURE 2.5.4-15 IN SITU DENS I FICATION PROGRAM BORING AND CROSS-SECTION LOCATION PLAN BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT E7700 EBIOO NOTES 0 0 .,. z DUCT 965 30" SWS OF-2 30' sws B-979 I. VIBROFLDTATION DENSIFICATION PERFORMED FROM BOTTOM OF EXCAVATION FOR SERVICE WATER LINES DOWN TO MAX OF-1 EL 620 FT OR TO REASONABLE RESISTANCE TO PENETRATION.

2. TERRA-PROBE DENSIFICATION PERFORMED FROM AN ELEVATION 2 FT ABOVE THE SHEET PILE TIE RODS DOWN TO 0 I WEST LIMIT OF DENSIFICATION (VIBROFLOTATION)

OF-9 OF-5 ::.J 36 1 TYP LIMITS OF DENSIFICATION (VIBROFLOTATION) TOP OF ROCK OR TO A REASONABLE RESISTANCE TO PENETRATION.

3. SECTION A-A ALSO PRESENTED IN REPORT ON SOIL DENSIFICATION PROGRAM, DUQUESNE LIGHT COMPANY, 1976. 4. REFER TO FIG. 2.5.4-54 FOR SECTION L-L"' 5. REFER TO FIG. 2.5.4-57 FOR SLOPE STABILITY SECTION A-A 6. REFER TO FIG. 2.5.4-60 FOR SECTION N-N' 0 Q z 0 0 "' .,. z i .,. z 36' TYP LIMITS OF DENSIFICATION ( VIBROFLDTATION)

SHORELINE 30"WR(BV-I) 24"WR(BV-1) 30" sws 108" CIRCULATING ......... .----WATER LINES ( BV-1) COOLING TOWER PUMPHOUSEI (BV-1) 1 I DENSIFIED ZONE TURNS TOWARD RIVER AT E8266 0 0 II) .,. z ... ....____. MAIN INTAKE STRUCTURE t DUCT 982 8 z E7700 PLANT '""1:=___,-+,._-c:::- c!J(' NORTH 0 LIMITS OF DENSIFICATION BY TERRA-PROBE 30 60 SCALE-FEET OHIO Rl VER 90 FIGURE 2.5.4-16 LIMITS OF DENSIFICATION TERRA PROBE AND VIBROFLOTATION , BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT E7900 EIIOO 1968 SURVEY 1977 SURVEY UNDISTURBED IN SITU SOIL DENSIFIED IN SITU SOIL "p" WAVE "s" WAVE "p" WAVE "s" WAVE VELOCITY(FPS) VELOCITY(FPS) VELOCITY(FPS) VELOCITY(FPS) EL. 740'-APPROX. GROUND SURFACE 1,500 900-EL. 720'-(SOME I, 000) (SOME 600) 2,000 900-1,200-EL. 700'-2,000-1,050+/- EL. 680'-APPROX. WATER TABLE EL.665 FT. -...... ---EL. 660'-6,000 6,000 EL. 640'-EL. 620'-12,000 EL. 600'-NOTE: 1. DLC 1976 2. REFER TO DISCUSSION IN SECTION 2.5.4-4 ---1,300-6,000--EL. 740' -EL. 720' APPROX. GROUND SURFACE -EL. 700' NOTE: I NO SEISMIC MEASUREMENTS TAKEN ABOVE EL.685 IN SURVEY 2,000-2,500 700-BOO? ? --? r--? --? -EL. 680' 2,400-2,500 1,000 3,000 1,000-1,200 -EL660' !2 APPROX. WATER TABLE EL. 652FT " -----1---....:Ji__ 6,300-6,500 1,500-1,800 12,000 4, 400-5,800? FIGURE 2.5.4-17 GENERALIZED "p" AND 11 S 11 WAVE VELOCITY VALUES, 1968 AND 1977 SURVEYS -EL. 640' -EL. 620' -EL. 600' BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT -en :IE 1-LIJ LIJ LL -z 0 1-730 720 710 700 690 680 LIJ 670 -l LIJ 660 650 640 630 -1 1977 SURVEY AFTER DENSIFICATION (DASHED LINE) I 1968 SURVEY BEFORE DENSIFICATION (SOLID LINE) 670 DENSIFIED ZONE IN AREA OF SURVEY 640 620 0 400 800 1200 1600 2000 2400 SHEAR WAVE VELOCITY, FEET /SEC NOTE: GROUND SURFACE AT EL. 735FT. FOR 1968 SURVEY AND AT EL. 715 FT. FOR 1977 SURVEY. DLC 1976 FIGURE 2.5.4-18 COMPARISON OF IN SITU SHEAR WAVE VELOCITIES BEFORE AND AFTER DENSIFICATION REAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT N4100 ELECTRIC CABLE TUNNEL N3900 N3700 EL. 735.0' 0 0 C7l ... ... EL. 715.0 EL. 715.0' EL. 703.0 1 EL. 719.0' 0 0 0 0 N "' CD CD ... ... EL. 700.0' EL. 715.0' 0 0 .. CD ... c* EL. 730.0' PLANT NORTH CK NOTES: I. EXCAVATION SLOPES ARE 1.5H: IV UNLESS SHOWN OTHERWISE . 2.CROSS SECTIONS INDICATED ARE GIVEN IN FIGURES 2.5.4.1-2 THROUGH 2.5.4.1-9 0 30 60 90 120 SCALE-FEET ,FIGURE 2.5.4-19 GENERAL EXCAVATION-PLANT AREA 1 BEAVER VALLEY POWER STATION-UNIT 2 SAFETY ANALYSIS REPORT CONTROL ROOM EXTENSION 1.0 0.9 /!VALVE PIT .,... r ELECTRICAL CABLE TUNNEL

• 0.8 ..J 1&.1 z z ::) t-LIJ a.. a..
• 1.4 *o.a .1.5
• 1.4 I GASEOUS WASTE STORAGE TANKS \ r 1 DECONTAMjNATION I BUILDING I PIPE TRENCH ,...;...:.:...::....:..:.:.=:.:.:.:..:....._--J---

-- e1.4 FUEL BUILDING *2.2 1.8* 1.8e 2.o* *1.9

• 1.7 1.5 1.7 REACTOR CONTAINMENT
• 2.6 AUXILIARY BUILDING 1.4
• 2.3 *
• 1.4 1.5 MAIN STEAM & CABLE VAULT le1.4 1.6 ** 1.4 SERVICE BUfLDING *1.6
• 1.6 SAFEGUARDS AREA 1.0 ..-----REFUELING WATER u* $TORAGE TANK I .o.a 0.5. *1.0 PLANT NORTH c!K * -DEMINERALIZED WATER *1.2 0.9. -e -STORAGE TANK PIPE TUN ... N_EL _

1.1 .o.a o.6e DIESEL GENERATOR BUILDING

• 1.3 NOTES: I I I.
• 1.5-SETTLEMENT AT GIVEN POINT (INCHES) ' 1.5-AVERAGE SETTLEMENT (INCHES) 2. Pf.EDICTED SETTLEMENTS OF STRUCTURES NOT SrOWN (INCHES) I AUXILIARY INTAKE STRUCTURE:

0.4 COOLING

TOWER SHELL FOUNDATION:

1.0 COOLING

TOWER PUMPHOUSE: I. 4 TURBINE BUILDING (!) z CONDENSATE ..J(!) POLISHING Oz z-BUILDING etC z..J

• wS 2.0 l-ID tJ) <t 3! .1.4 1.4 * .o.7

\. / ---.1.3 _j .1.2 SOUTH OFFICE/SHOP BUILDING I 0 40 80 120 SCALE -FEET FIGURE 2.5.4-20 PREDICTED TOTAL STATIC SETTLEMENT BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH U.S. STANDARD I !l: N * ::::: 9 N 0 188! o* .. 9 "'N N --;:; ::::: .... !2 !! 2 i i ! ... 9 .. 1\. " ' " ' "' 10 \ ' 20 " ' " " 30 ' ' ., "' " ::0 ' n " " "' 40 ' " z ' -i . ::0 I' ' "' -i .. 10 ' z I' "' ' D ' ' Ill -< 60 ' ' * " ' G) " % -i 10 ' I' " "-' """'\.: ' 10 "-"-' "-.... "" 110 ...... "'-. ...... """""' -*o-.... * .... 9 ... 0 2. N --"! . --: N qq GRAIN SIZE IN MILLIMETERS COBBLES I COARSE I FINE lCOARSE I MEDIUM GRAVEL SAND NOTES: I. FIGURE DEPICTS UPPER AND LOWER LIMITS OF GRAIN SIZE ANALYSES PERFORMED ON 115 SAMPLES TESTED BETWEEN JUNE 1977 AND APRIL,1980(TESTS BF41-BF 189) I 2. DENSITY TESTS (ASTM 01557 METHOD D) PERFORMED ON MEAN SAMPLES REVEALED THE FOLLOWING: MAXIMUMDRYUNITWEIGHTIPCI'l 1 3 6.e OPTIMUM WATER CONTENT 7. 0 FINE STANDARD DEVIATION 1.6 1.4 T HYDROMETER ANALYSIS .. q GRAIN SIZE IN MILLIMETfRS Q § §18 .. N N 8 8 Q --1-*----i 'I ... q 0 0 0 *q q SILT OR CLAY FINES FIGURE 2.5.4-21 GRADATION STRUCTURAL FILL tO 10 10 ., 60 "' ::0 n "' z -i 10 ... i "' ::0 40 Ill -<

• C) 30 % -i 20 10 -!P BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT N3910.00 OBSERVATION WELL DETAIL SCALE: NONE ... :: --CAP I---PIPE CONCRETE --l":'!tr--

1 Yz" cp, SCHEDULE 40 PVC RISER PIPE 54"1D PUMP CASING REACTOR CONTAINMENT COFFERDAM PLAN NOTE: OBSERVATION WELLS INSTALLED APPROXIMATELY 2FT. FROM OUTSIDE OF PUMP CASING FIGURE 2.5.4-22 OBSERVATION WELL LOCATION PLAN BEAVER VALLEY POWER STATION-UNIT2 FINAL SAFETY ANALYSIS REPORT 690 -685 ... 680 -675 1-lLI lLI l1.. z 0 <t 670 1-> lLI ...J lLI 665 -660 1-655 1-650 ._ -: .. .. : .. : .* .... : *: . :. :: ** I I I I I I I I 20 25 MARCH 1976 I I I I I I I 5 10 15 20 25 APRIL 1976 LEGEND: A OHIO RIVER ELEVATION e GROUNDWATER ELEVATION

• BENTONITE SEAL p.::::J SAND l:::..::.J i WELL SCrEEN ; I I I I I I 5 10 MAY 1976 15 FIGURE 2. 5. 4-23 OBSERVATION WELL DATA OW-l 20 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 685 680 675 ..... IJJ 670 IJJ LL I z 0 ..... IJJ 665 ...J IJJ 660 655 650 20 I I I I I I 25 MARCH 1976 30 5 I I I I I I 10 15 20 APRIL 1976 25 30 LEGEND: A OHIO RIVER. ELEVATION

', e ELEVATION NOTE: 1 NO INSTALLATION DATA AVAILABLE 5 I I I I I I I I 1P 15 20 MAY 1976 FIGURE 2. 5. 4-24 OBSERVATION WELL DATA OW-2 . BEAVER VALLEY POWER STATION-UNIT 2 . FINAL SAFETY ANALYSIS REPORT 1-tJ.I tJJ u.. I 690 685 680 675 670 1-<t > tJJ ...J tJJ 665 660 655 650 .* . . *.* I I I I I I 25 MARCH 1976 30 5 10 I I I I I I 15 APRIL 1976 20 25 30 LEGEND: 8 OHIO RIVER ELEVATION e GROUNDWATER ELEVATION

• BENTONITE SEAL IJ] SAND I WELL SCREEN I I I I I 5 10 MAY 1976 15 FIGURE 2. 5. 4-25 20 OBSERVATION WELL DATA OW-3 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

.... w w LL. I z 0 .... <t > w ...J w 690 r--685 680 1-; . 675 1-: 670 1-665 660 : 655 0. ** 0 *: .. .. *. 650 '-20 I I I I I I 25 MARCH 1976 5 10 I I I I I I 15 APRIL 1976 20 25 LEGEND: 8 OHIO RIVER 1 ELEVATION e GROUNDWATER ELEVATION

• BENTONITE SEAL f.:*:::.:j SAND I WELL SCREEN 5 I I I 10 15 20 MAY 1976 I FIGURE 2. 5. 4-26 OBSERVATION WELL DATA OW-4 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

-r-*.' .. *' * ,_. ., .. . .. 4 *4 LOCKING .. CAP s"f I .J Y ' ' -' ' -,.__ 4 PIPE-' SCHEDULE 40 ' -6' ' , -"A: ' '*( .*. ' =;-:* , ' ' .',4. -' -:I! CAP w/1 4" VENT HOLE -7 "'T 5' ,_....._ 7: .:. .. ** :_,., . ' .*. . .. *;; . ... --3 EQUALLY CONCRETE GUARD PIP -............. SPACED Fl LLED ES .'_4 '-:.-. {-+/-::. GROUTED TO GROUND SURFACE ____ ......,, 1 PRESATURATED CONCRETE SAND -----.t.t BENTONITE SEAL-------- .... 1 1/2"PVC RISER PIPE ---------1.-t .. PRESATURATED CONCRETE SAND----'t"J .. 1o'oF IY 2"SLOTTED PVC PIPE 0.01" SLOT 3'(min) FIGURE 2.5.4-27 PIEZOMETER INSTALLATION DETAIL BEAVER VALLEY POWER STATION -UNIT Z FINAL SAFETY ANALYSIS REPORT

0 10 After Seed for Sacramento River Sand DR= Relative Density 100 NUMBER OF CYCLES 1000 FIGURE 2.5.4-28 DYNAMIC TRIAXIAL TEST DATA BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT rJ ** I z

• I 0 0 I i=
• I 0 I 0 L&J * :J
• a ..J LOWER BOUND (!) FOR SITES z LIQUEFACTION u; OCCURRED WITH :J cl M= 5 TO 6 0 Q I .... cl IIGATA 1964 a:: M=7.5 (I) (I) 0.1 L&J
• a:: .... (I) ..J 0 > 0 10 20 30 40 N 1-BLOWS PER FOOT e LIQUEFACTION, 't/r.,. BASED ON ESTIMATED ACCELERATION
• LIQUEFACTION, "11-.,. BASED ON GOOD ACCELERATION DATA 0 NO LIQUEFACTION, 'til'_,. BASED ON ESTIMATED ACCELERATION 0 NO LIQUEFACTION, "til'.,. BASED ON GOOD ACCELERATION DATA NOTE: I. SEED, ARANGO AND CHAN

2. T: SHEAR STRESS f'vo=VERTICAL EFFECTIVE OVERBURDEN PRESSURE FIGURE 2.5.4-29 CORRELATION BETWEEN Tlfrvo CAUSING LIQUEFACTION AND Nr BEAVER VALLEY PO.VER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 1t5" 0.4 I ........ ... I z 0 LIQUEFACTION I 1-I u I I ILl 0.3 ::::> 0 M=5 _I (SEED et ol 1983) (.!) z c;; ::::> ct 0.2 u 0 a:: (J) CJ) 0.1 ILl a:: NO LIQUEFACTION 1-CJ) u ..J u >-u 0 10 20 30 40 N 1-BLOWS PER FOOT LEGEND: T : SHEAR STRESS CTy : VERTICAL EFFECTIVE STRESS M : MAGNITUDE FIGURE 2.5.4-29A CORRELATION BETWEEN T'/a-v CAUSING LIQUEFACTION AND Ns BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT PARALLEL WAVES 1.2 // 1.0 / / / , y / en l&J '%: , u z 0.8 / .... / z / l&J :E l&J u 0.6 ...J Q. en c l&J 0.4 > .... ...J l&J Q:: 0.2 CENTROIDAL DISTANCE, b (FEET) LEGEND Rx = PUSH-PULL DISPLACEMENT R y :: TRANSVERSE DISPLACEMENT R z = VERTICAL DISPLACEMENT SSE = 0.1250 b : CENTROIDAL DISTANCE AB R Rx 'F / / / ., A "/' OBLIQUE WAVES I 1.2 / / ./ 1.0 jY 0.8 0.6 I I 0.4 0.2 0 B OBLIQUE WAVES 100 PARALLEL WAVES 200 300 I 400 500 600 CENTROIDAL DISTANtE, b (FEET) FIGURE 2. 5.4-30 RELATIVE DISPLACEMENTS FOR SSE :BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 2.6 2.5 2.4 2.3 2.2 2.1 2.0 1.9 u 1 .8 ....... .... (.) 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0 ) I I ) I I !J '/ If, I v / J h 7 A

_,-i 0.9 0 2 3 4 / v I v / / , v / v v ....,-'r --II' / )v I I.J"' -I --""'-r-* I I C2/C1 = 2.2 C 2/C 1 = 1.2 C 2/C 1 = 1.1 C2/C 1 = 1.0 5 6 7 8 9 10 'A/H LEGEND: Cr : RAYLEIGH WAVE VELOCITY C 1 : SHEAR WAVE VELOCITY OF UPPER LAYER C 1 = SHEAR WAVE VELOCITY OF LOWER DEN'SER LAYER H = THICKNESS OF UPPER LAYER = WAVELENGTH NOTE: EWING ET ALI 1957. FIGURE 2.5.4-31 RELATIONSHIP BETWEEN RAYLEIGH WAVE VELOCITY AND SOIL PARAMETERS BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS. REPORT N4700 650 N4600 610 675 ()TH-6 0 0 1'-w g ,.---:8 w ..,..____-DREDGE TO ELEV 1 (SEE FIGURE 2. 5. 4-37) li 42" STORM TH-2 () () TH-4 OHIO RIVER \ (SEE FIGURE 1----MAIN INTAKE STRUCTURE 0 0 0 00 w 650 () TH-3 () TH-5 ()TH -I OVERHANG PLAN () BORINGS PERFORMED PRIOR TO DENSIFICATION () BORINGS PERFORMED AFTER INITIAL DENSIFICATION e BORINGS PERFORMED AFTER REDENSIFICATION OFFSHORE --BORINGS PERFORMED AFTER REDENSIFICATION ONSHORE NOTES: 1. DENSIFICATION TO WITHIN 5 FT. OF SHEETPILE WALLS AND STORM DRAIN AND TO WITHIN 2 FT. OF OVERHANG.

2. STORM DRAIN NOT IN PLACE AT TIME OF INITIAL COVERAGE 0 20 40 60 80 100 SCALE-FEET MAIN INTAKE STRUCTURE I I TERRA PROBE DENS I FICATION PATTERNS s'-J-1-t 0000 0000 0 0 0 0 0 0 0 0 -L{) 5' .. , ,_ ***** INITIAL DENSIFICATION

• 0*0*0* t REDENSIFICATION OFFSHORE *0*0*0 o o o* **** -L{)
• INITIAL DENSIFICATION 0 REDENSIFICATION REDENSIFICATION ONSHORE FIGURE 2.5.4 -32 TERRA PROBE DENS I FICATION MAIN INTAKE STRUCTURE BEAVER VALLEY POWER STATION-UNIT 2 Fl NAL SAFETY ANALYSIS REPORT

0 0 6501-0

• 0 0
• 6451--" cP 0 0 ** t-640 0 l&J
• l&J j.-F.S. : 1.1 ** z 0
• 0 t-63S 1-** < > l&J _J o* l&J 0
• 6301-0 *
• 0 8 625 0 *
• 8
• 620 I I I 1.0 2.0 3.0 4.0 5.0 FACTOR OF SAFETY . 0 WEST OF STRUCTURE 0 EAST OF STRUCTURE SOLID SYMBOLS INDICATE N?42 SOIL DATA FROM BORINGS AFTER DENSIFICATION:

572T-577T N 1 DETERMINED USING GIBBS *. HOLTZ (1957) DATA F I G U R E 2.5.4-33 LIQUEFACTION ANALYSIS AT MAIN INTAKE STRUCTURE-ON SHORE DENSIFIED AREAs* BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT 64!5 0 e> CD G)G (D (D G G 640 1-(D e) G) (!) (!) (!) l&.l 63!5 G l&.l (!) (!) I.L. G -z CD (!) 0 1-CD ct > 630 1-G l&.l (!) (!) (!) _J l&.l e) 1--F.S.= 1.1 e) 62!5 1-e) G CD 620 I I e) I 1.0 2.0 3.0 4.0 FACTOR OF SAFETY SOIL DATA FROM BORINGS PRIOR TO DENSIFICATION: !537T-!542T N 1 DETERMINED USING MARCUSSON & BIEGANOUSKI (1977) DATA FIGURE 2.5.4-34 LIQUEfACTION ANALYSIS AT MAIN INTAKE STRUCTURE-INTAKE CHANNEL BEAVER VALLEY POWER STATION-uNIT 2 FINAL SAFETY ANALYSIS REPORT

• 0 WEST OF STRUCTURE

[J EAST OF STRUCTURE SOLID SYMBOLS INDICATE N 1>42 SOIL DATA FROM BORINGS AFTER DENSIFICATION: 549T, 550T, 553T, S54T,565T-567T, 570T,571T N 1 DETERMINED USING GIBBS E:. HOLTZ ( 1957) DATA FIGURE 2.5.4-35 LIQUEFACTION ANALYSIS AT MAIN INTAKE OFFSHORE DENS I FlED AREAS BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT 700 i=' 680 1.&.1 w ll.. z 0 ..... > w _J w LEGEND SILTY SAND/SANDY SILT ORGANIC SILT, CLAY SAND, GRAVELLY SAND ZONE SUBJECT TO LIQUEFACTION BEDROCK / \ NOTE {I) FAILURE CIRCLES WITH RADII LESS THAN THOSE SHOWN HAVE DYNAMIC FACTORS OF SAFETY LESS THAN 1.1. SOIL PROPERTIES SOIL TOTAL UNIT COHESION FRICTION ANGLE WEIGHT UNDRAINED DRAINED UNIT YT.PCf C, psf ¢ DEGREES ¢ DEGREES I 120 0 17 25 2 110 350 0 0 3 136 0 30 30 4 120 0 17 25 \ OHIO RIVER SOIL DESCRIPTION SILTY SAND CLAY SAND AND GRAVEL LOOSE SILTY SAND 700 680 I \7 WATER ..... 1.&.1 w ll.. --:-E!L. 665 0 20 660 6 ..... > w _J 640 w 40 SCALE-FEET FIGURE 2.5.4-37 MAIN INTAKE CHANNEL SLOPE STABILITY SECTION 1-I BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 0 lb> ...... ..... 0 ti cr: (/) (/) "" cr: (/) 0 ::i 0 0 lLI ...J a.. a.. c:r 0.16 0.12 0.10 0.08 0.06 004 0.02 3 ------N, :;20 ----------------N,:;l5 ----------N,;IO -----------N 1=5 ---------- --5 10 300 500 1000 10,000 50,000 NUMBER OF CYCLES NECESSARY FOR LIQUEFACTION LEGEND * -DATA FROM LOWER BOUND ENVELOPE, Q-REDUCED STRESS RATIOS BASED UPON LABORATORY TEST DATA ( SEED, ARANGO, CHAN ) N 1-STANDARD PENETRATION RESISTANCE CORRECTED TO cTvo: I TsF FIGURE 2.5.4-38 NUMBER OF CYCLES NECESSARY FOR LIQUEFACTION, Nt VS CYCLIC STRESS RATIO

• BEAVER VALLEY POWER STATION-UNIT 2 Fl NAL SAFETY ANALYSIS REPORT APPLIED SEISMIC SHEAR STRESS (PSF) zoo !00 400 500 600 OUTSIDE REACTOR CONTAINMENT-FREE FIELD-a:,.;: 7425 PSF 120--------------------------------------------------------

STRESSES REPRESENT .AVERAGE OF 10 LARGEST PEAKS, BASED ON PSAR FIGURE 2.6-6, MODIFIED AS DESCRIBED I.N DLC 1976. EFFECTIVE OVERBURDEN PRESSURE. FIGURE 2.5.4-39 SHEAR STRESS IN SOIL FOR DESIGN EARTHQUAKE 730 720 710 700 690-.... w w 680 z 0 670 > w .J w 660 6!50 640 630 620 BEAVER VALLEY POWER STATIOI\-UNIT 2 FINAL SAFETY ANALYSIS REPORT APPLIED SEISMIC SHEAR STRESS (PSF) 300 400 500 600 20 -30 ..... LLJ LLJ LL -4o LLJ u a:: 50 ::::> (/) 0 z 60 ::::> 0 a:: (!) 3: 70 0 ....J LLJ (]J 80 I ..... a.. 100 110

---

FREE FIELD STRESSES FROM FIG. 2.5.4-39 GWT AT EL.70!5 --FREE FJELD STRESSES FROM SHAKE GWT AT EL. 690 FIGURE 2.5.4-39 a, SHEAR STRESS IN SOIL FOR DESIGN EARTHQUAKE BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 730 720 710 700 690 -..... LLJ LLJ LL 680-z Q 670 ..... LLJ ....J LLJ 660 6!50 640 630 620

-> * . z c Cll: .... ., (.) Cll: .... 1&1 ..J 0 > 0.7 0.1 0.5 0.4 0.! 0.2 0.1 0.2 0.! o.4 o.e o.e CYCLE RATIO Nc/ NJ Nc= NUMBER OF LOADING CYCLES N,p NUMBER OF LOADING CYCLES NECESSARY FOR INITIAL LIQUEFACTION. CURVES lASED UPON LABORATORY TESTS BY LEE AND ALBAISA i974 Fl GURE 2.5.4-40 0.1 VOLUMETRIC STRAIN VS CYCLE RATIO BEAVER VALLEY POWER STATION-UN 1 T2 FINAL SAFETY ANALYSIS REPORT 1.0 ..,A--VALVE PIT PLAHT t<<lRTH c!K I -1 (716.o,l.e> GASEOUS WASTE STORAGE TANKS CONTROL ROOM EXTENSION \ (720.5, 1.5) £DECONTAMINATION BUILDING r-----1........ ( 729.5,6.3) I ,...:..:.:. __ -* I I FUEL BUILDING (723.5,6.3> 1 <71 1.3 , 6.3> I I ! REACTOR CONTAINMENT I -+-SAFEGUARDS AREA -'L.-1---R-nEFUELING WATER __.) !STORAGE TANK (703.0, 3.5) ELECTRICAL CABLE TUNNEL I 1 (714.5,3.2) (730.25,3.5 (680.9,7.5) CONDENSATE POLISHING BUILDING ...J "" z z ::;:) .... "" Q.. Q.. (718.0,5.8) AUXILIARY BUILDING (703.0,5.7) (719.0,3.3) (!>> z -...JC>> -oz -z_ .q: C(Q 10 MAIN STEAM & CABLE VAULT (712.5,3.7) ' - WATER STORAGE TANK PIPE TUNNEL r (730.25,3.4) .----..A 1-------------.&..-----'--l DIESEL GENERATOR BUILDING \. i SERVICE BUILDING ( 725.5, 4.0) TURBINE BUILDING (715.3,3.0) / (713.0,3.1) NOTE I. (719.0,1.9)- FOUNDATION ELEVATION IN FEET, LOAD IN KSF (710.5,5.8) ""::;:) CD .,_m -,._ TURBINE MAT 1 (722.5, 5.o> d 40 80 120 I (717.0, 5.0) (I) -; I (718.0, 5.8) I ( 710. 5,5.8) I ! I ! (711.0,3./ l (718.5, 2.8) I (719.0,1.9) --(719.0,2.1) -I SOUTH OFFICE/SHOP BUILDING I I SCALE-FEET FIGURE 2.5.4*-41 PLANT FOUNDATION ELEVATION AND LOAD DATA BEAVER VALLEY POWER STATION-UNIT 2 FINAL-SAFETY ANALYSIS* REPORT

L----** ... ... *,...._---GROUNDWATER COMPACTION

• ----.1 Zw . .. . . . . :. .. . *. q v ::

_j:_ *.:* .

• 0 * .. . 4 *.: .... . . J;. * ** ....

+--.-......

. * . . *.*. p. .... * * ** *** 0 LOAD/UN.FT SOIL OF WALL STATIC 2 2 ) Ko (H 1 Yt-H2 Yw T DYNAMIC (H1 2 Yt-Hl Yw)(1;2 H 3/4 a h) COMBINED 1/2 ( H 12 yt -H 22 y w )( K o + 3/4 a h ) v --SURCHARGE GROUNDWATER K 0 q H 1 1 2 '/2 H2 Yw Ko a v q H1 a h YwH2 2] y, H 2 Koq(l+av)H 1 w 2 2 (It 0.82 a h) z 1. 3 ft. LEGEND K : COEFFICIENT OF LATERAL EARTH PRESSURE AT REST 0 rt = TOTAL UNIT OF SOIL Yw = UNIT WEIGHT OF ah : HORIZONTAL SEISMIC COEFFICIENT:

0.1250 (SSE) av = VERTICAL SEISMIC COEFFICIENT = 2;3 ah q = UNIFORM SURCHARGE LOAD

• ONLY FOR CONTROL ROOM EXTENSION AND CABLE TUNNEL FIGURE 2.5.4-42 I LATERAL EARTH PRESSURES ON RIGID WALLS BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 0 -2 LL en -en en3 w 0::: b; w >4 I-u w LL u.. w5 6 7 N (BLOWS PER FOOT) N (BLOWS PER FOOT) 0 20 30 60 80 100 0 20 40 60 80 0 0 0 0 0 0 0 0 0 a 0 0 0 8 a 0 0 0 0 -2 00 a u.. 0 en 0 0 00 0 en en3 w 0 en w >4 I-u w u.. BEFORE DENSIFICATION u.. BORINGS 537T-548T

\ w 5 ***n I \ \ \ I ' ' \ \ \ 6 I ' ' \ \ \ \ ' ' ' \ \ \ ' ' ' \ \ ' ' ' \ \ \ ' ' ' \ \ \ 7 40 50 60 70 80 90 100 RELATIVE DENSITY(0/0) 0 LEGEND: 0 SAND a SAND IN> 100 6 OTHER NOTE: INDIVIDUAL PLOTS CONTAINED IN APPENDIX 2.5C ' ' ' ' ' ' ' ' ' \ ' ' ' ' ' ' ' 40 50 60 ' \ \ \ \ \ \ \ \ \ \ \ 70 80 90 100 RELATIVE DENSITY(%) FIGURE 2.5.4-43

SUMMARY

PLOTS-TERRA PROBE DENSIFICATION AT MAIN INTAKE STRUCTURE BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

@ CP-2 CP*3 PH-NE1 PH-SE'I FIGURE 2.5.4-44 1. VALVE PIT 2. ALTERNATE INTAKE STRUCTURE 

3. COOLING TOWER PUMPHOUSE

4. CONTROL ROOM EXTENSION

5. ELECTRIC CABLE TUNNEL 6. FUEL & DECONTAMINATION BUILDING 7. REACTOR CONTAINMENT

8. SAFEGUARDS AREA 9. AUXILIARY BUILDING 10. MAIN STEAM AND CABLE VAULT 11. SERVICE BUILDING 12. DIESEL GENERATOR BUILDING 13. PIPE TUNNEL 14. CONDENSATE POLISHING BUILDING 15. WASTE HANDLING BUILDING 16. TURBINE BUILDING 17. REFUELING WATER TANK 18. DEMINERALIZED WATER TANK VERTICAL INSTALLATION

[> VERTICAL INSTALLATION (TEMPORARY) 0 SLEEVE TYPE INSTALLATION 0 HORIZONTAL INSTALLATION

SUMMARY

OF OBSERVED SETTLEMENTS SHOWN IN FIGURE 2.5.4-46 INSTALLATION DETAILS SHOWN IN FIGURE 2.5.4-48 SETTLEMENT MARKER LOCATION PLAN BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT <}VERTICAL MARKER (TEMPORARY) N 3150 C-5 FIGURE 2.5.4-45 1-z j Q. SETTLEMENT MARKER LOCATION PLAN COOLING TOWER BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT C-3 ... "' z ... IIC .J 0 ... z 0-0.12 -0.100 0.20 @ 0.24 o.so 0.34 0 0 0.23 0.10 NOTES I. OBSERVED DATA SHOWN REPRESENTS THE SETTLEMENT (HEAVE) OF A GIVEN SETTLEMENT MARKER ESTIMATED BY AN AVERAGE LINE THROUGH THE SURVEY DATA AS OF JAN. I, 1984, IF NO DATA IS GIVEN, INSUFFICIENT SURVEY DATA WAS AVAILABLE WITH WHICH TO ESTIMATE SETTLEMENT (HEAVE) OF THE MARKER. 2. LETTERED DESIGNATION OF SETTLEMENT MARKERS GIVEN IN FIGURE 2.54-44 AND 2.5.4-45.

3. 0.024, SETTLEMENT, INCHES; -0.024, HEAVE, INCHES. -*

---

---

*-

---

0.14 0.14 00.70 @ 0.17 00.72 0.740 00.78 0.280 @ @ 0.580 00.50 0.240 00.33 00.28 00.41 0.320 0.19 0 00.27 00.44 00.42 0 <4)0.48 00.32 00.48 0.150 0.24 4. APPROXIMATE PERCENTAGE OF TOTAL STRUCTURAL LOAD, INCLUDING MAJOR PIECES OF EQUIPMENT, AS OF JAN. 1, 1'384. DOES NOT INCLUDE WEIGHT OF WATER FOR STRUCTURES 17, lA AND 21. @ 0.17<) 0.14 <J OHIO RIVER 0.50 0.54 0.46 0.54 0.17 0.15 0.1700.13 CONSTRUCTION (4) PROGRESS {%) 95 99 94 92 93 95 95 98 97 98 93 93 95 97 95 91 80 80 100 100 99 VALVE PIT 2 ALTERNATE INTAKE STRUCTURE 3 COOLING TOWER PUMPHOUSE 4 CONTROL ROOM EXTENSION 5 ELEC. CABLE TUNNEL 6 FUEL f. DECON. BUILDING 7 REACTOR CONTAINMENT B SAFEGUARDS AREA 9 AUXILIARY BUILDING 10 MAIN STEAM f. CABLE VAULT II SERVICE BUILDING 12 DIESEL GENERATOR 13 PIPE TUNNEL 14 CONDENSATE POLISHING BUILDING 15 WASTE HANDLING BUILDING 16 TURBINE BUILDING 17 REFUELING WATER TANK 18 DEMINERALIZED WATER TANK 19 SANITARY TREATMENT BUILDING (B\IPS-1) 20 ALTERNATE ACCESS FACILITY (BVPS-1) 21 COOLING TOWER VERTICAL MARKER I> VERTICAL MARKER (TEMPORARY) 0 HORIZONTAL MARKER 0 SLEEVE TYPE MARKER FIGURE 2.5.4-46

SUMMARY

OF OBSERVED SETTLEMENTS BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

0 I = . 0 N ID SCHEDULE 40 4" PIPE, GROUT FILLED, FOUR EQUALLY SPACED AROUND BENCHMARK.

STEEL SPIDERS TO CENTER 2" PIPE AT 2'-o" -0 I 20'-0" TOP OF ROCK GALVANIZED COVER WITH HASP AND LDCK MONUMENT GRANULAR BACKFILL CONCRETE 2" DIA. EXTRA STRONG STEEL PIPE 3 1/2" DIA. EXTRA STRONG STEEL PIPE ANNULAR SPACE FILLED WITH BENTONITE MUD. TOP 5' OF ANNULAR SPACE TO BE FILLED WITH HEAVY GREASE "CASING SET FIRMLY ON ROCK SPLIT BOTTOM 3'-o" OF PIPE WITH HACKSAW 1 1NSERT STEEL WEDGE. DRIVE 2' PIPE UNTIL BOTTOM SPREADS AND GRIPS H<l..E TIGHTLY. FIGURE 2.5.4-47 BENCHMARK INSTALLATION DETAIL BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 1/4' STAINLESS STEEL PLATE --+-* A L FACE OF CONCRETE I 1 6" ELEVATION 2" *I r 4

• HILTI TYPE 3/8 "x 2 1/8" REGULAR CARBON STEEL ANCHORS a" A _j 1 /z" SQ. BAR STAINLESS STEEL -_/ / NON-CONDUCTING WASHER . . ***: :f; NON-CONDUCTING FERULE SECTION A-A VERTICAL INSTALLATION SETTLEMENT POINT x 1" DEEP LEAD PLUG WITH SCUTCHING PIN 1---LEVEL ROO REPLACEMENT FACE EPOXIED TO VERTICAL CONCRETE SURFACE e. SEAL COATED --L INDENTED LINE VERTICAL INSTALLATION (TEMPORARY) 9 L HILTI ANCHOR c L PLAN 1/*" x6" x6" STAINLESS STEEL PLATE: I 3/8" ZINC COATED REG. CARBON/STEEL HIL Tl ANCHOR IN EXISTING CONCRETE ... r STD. HIL Tl WASHER I/ NON-CONDUCTING WASHER NON* CONDUCTING FERRULE SECTION B-B IN EXISTING CONCRETE PLAN IN NEW CONCRETE '/4 11 x6" x6" STAINLESS V STEEL c _j X 4 II STAINLESS STEEL HEADED STUD SECTION C*C FIGURE 2.5. 4-48 IN NEW CONCRETE ' SETTLEMENT MARKER ' INSTALLATION DETAILS HORIZONTAL INSTALLATION BEAVER VALLEY POWER STATION-UN IT 2 FINAL SAFETY ANALYSIS REPORT JAN 28, 1980 GT-030-100 DETAILED SETn.EtiENT REPORT BEAVER VALLEY 2: 12241 PAGE 1 -------------------------------------------------------------------------------------------------------------------------------

HARKER NO. X-COORD Y-COORO REFERENCE BASE SURVEYED DATE OF TOTAL BENCH HARK ELEV. ELEV. SURVEY SETTLEHENT I FEET! I FEET! I INCHES I ------------------------------------------------------------------------------------------------------------------------------- Tl .000 .000 B2 T2 .000 .000 B2 730.561 730.561 07/06/77 .000 730.561 08/02/77 .ooo 730.559 09/01/77 .024 730.565 10/01/77 -.048 730.565 11/01/77 -.048 730.567 121C6/77 -.072 730.569 01/05/78 -.096 730.572 02101/78 -.132 730.570 03/01/78 -.108 730.556 04/04/78 .060 730.551 05/04/78 .120 730.543 06/03/78 .216 730.540 07/06/78 .Z52 730.532 08/03/78 .348 730.535 o*9/05178

• .312 730.536 10/02/78 .300 730.541 11/07/78 .Z40 730.537 12108/78 .288 730.537 01/08/79 .488 730.541 02101/79 .240 730.548 03/09/79 .156 730.546 04/03/79 .180 730.540 05/03/79 .252 730.538 06106179 .476 730.516 07/09/79 .540 730.531 08/08/79 .360 730.528 09/05/79 .396 730.532 10/02/79 .348 730.536 11/07/79 .300 730.531 12116/79 .360 730.537 01/02180 .288 725.728 725.728 08/02/77 .000 n5. 729 09/01/77 -.012 725.726 10/01/77 .024 725.727 11/01/77 .012 725.719 12106/77 .108 725.724 01/05/78 .048 725.716 04/04/78 .144 725.710 05/04/78 .216 725.709 06/03/78 .228 725.708 07/06/78 .440 725.699 08/03/78 .348 725.700 09/05/78 .336 FIGURE 2.5.4-49 TYPICAL SETTLEMENT MONITORING DATA REPORT BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

()559 ()""()'" zp &J SCAl.f.-FF.i-:T eTfll:Rf,*PF1:06( 'i(f<!Fi(.A'!':CJ.O ()V<AI'IOf\.01"1\"fiOP.i ¥£F<IF:CA'!'K ..... FIGURE 2.5.4-50 LEGEND OF BORINGS SHIPPINGPORT ATOMIC POWER STATION () s VALLEY POWER STATION-$ LINES EMERGENCY RESPONSE FACILITY CONTOUR INTERVAL GROUND SURFACE

• 5 FEET TOP OF ROCK
• 25 FEET 0 100 200 SCALE-FEET TOP OF ROCK CONTOURS BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT f."' 1-w w u. I z 0 1-<t > w ..:.J w SOUTH 740 720 700 680 660 640 620 LEGEND fill001 r=----1 GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND SELECT GRANULAR BACKFILL SILTY CLAY-SOME SILTY SAND, SANDY CLAY ELECTRICAL CABLE TUNNEL UNCON rROLLED FILL -SILTY CLAY-GRAVELLY CLAY, SANDY CLAY,CLAYEY SAND BEDROCK NORMAL GROUNDWATER LEVEL PROJECTED PROJECH D NOTES 1. LOCATION OF SECTION IS SHOWN ON FIGURE 2.5.4 -10. 2. N -STANDARD PENETRATION TEST BLOW COUNT (BLOWS/FT

). 3 PROFILE CONTINUED TO THE NORTH ON SECTION L-L",' FIGURE 2.5.4-54 4 PROFILE CONTINUED TO EMERGENCY OUTFALL STRUCTURE ON SECTION M-M"': FIGURE 2.54-55. PROJECTED PIPE TRENCH VALVE PIT N 0 20 40 SCALE-FEET PROJECTED NORTH 740 3 720 " 11 62 30 25 28 700 47 ---------------

---

---

680 ------------- 660 640 620 FIGURE 2..5.4-51 SUBSURFACE PROFILE I-I" BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 1-w w lL.. z 0 1-<( > w _J w 740 720 700 1-w w LL ' z 0 1-680 <( > w ...J w 660 640 620 LEGEND GRAVELLY SAND -SANDY GRAVEL SOME Sl LTY SAND-SAND APPROXIMATE LIMITS OF DENS IF lED ZONE SELECT GRANULAR BACKFILL UNCONTROLLED FILL-SILTY CLAY, GRAVELLY CLAY, SANOY CLAY, CLAYEY SAND BEDROCK I NORMAL GROUNDWATER LEVEL PROJECTED NOTES 1. LOCATION OF SECTION IS SHOWN ON FIGURE 2.5.4 -10. 2. N-STANDARD PENETRATION TEST BLOW* COUNT (BLOWS/FT.). PROJ ECTE 0 0 20 40 SCALE-FEET SERVICE WATER VALVE PIT FIGURE 2. 5. 4-52 SUBSURFACE PROFILE J -J" 740 720 700 680 660 640 620 1-w w LL z 0 1-<( > w ...J w BEAVER VALLEY POWER STATION -UN IT 2 FINAL SAFETY ANALYSIS REPORT 740 740 720 720 700 700 1-1-w w w w lJ... lJ... I z z 0 680 680 0 1-1-<( <[ > > w w _J _J w w 660 660 640 640 620 620 LEGEND a GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND APPROXIMATE LIMITS OF DENSIFIED ZONE SELECT GRANULAR BACKFILL SILTY CLAY-SOME SILTY SAND, SANDY CLAY BEDROCK ! NORMAL GROUNDWATER LEVEL NOTES 1. LOCATION OF SECTION IS SHOWN ON FIGURE 2.5.4 -10. 2. N-STANDARD PENETRATION TEST BLOW COUNT (BLOWS/FT.}. 0 20 40 SCALE -FEET FIGURE 2.5.4-53 SUBSURFACE PROFILE K-K 11 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT ,, 720 700 1-680 1J_ I z 0 1-<:[ > w _J w 660 640 620 919 PROJECTED 0 ROJECTED OF-I T =l ------------- ---=------=-=-

---

, LEGEND GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND

'*_bQ_, *j A P P R OX I MAT E L1 M I T S 0 F DENSIFIED ZONE SELECT GRANULAR BACKFILL 31LTY CLAY-SOME SILTY SAND, SANDY CLAY PROJECTED T L' UNCONTROLLED FILL-SILTY CLAY-GRAVELLY CLAY, SANDY CLAY, CLAYEY SAND NORMAL GROUNDWATER LEVEL PROJECTED 310 L" NOTES \. LOCATION OF SECTION IS SHOWN ON FIGURE 2.5 4-16 2. N-STANDARD PENETRATION TEST BLOW COUNT (BLOWS/FT.).

3. ')(-INDICATES USE OF 300LB. HAMMER. 4 CIRCULATING WATER LINES IN CONCRETE ENCASEMENT AT THIS LOCATION ONLY 538 e 542 I 0 20 SCALE-FEET 544 40 550 720 700 680 w a: ::::l 1-u ::::l a: 1-Cl) 660 w :>:: <:[ 1-:!: 640 620 FIGURE 2.5.4-54 SUBSURFACE PROFILE L-L'11 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 1-w w 1J_ I z 0 1-<:[ > w _J w 740 720 700 1-w w u.. I z 0 680 1-<l: > w ..J w 660 640 620 EOS-2 EMERGENCY OUTFALL STRUCTURE I SWS*2 PROJECTED 13 LEGEND -PROJECTED GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND SELECT GRANULAR BACKFILL BEDROCK NORMAL GROUNDWATER LEVEL PROJECTED cp Mil I I I. I NOTES LOCATION OF SECTION IS SHOWN ON FIGURE 2.5.4-13 2 N-STANDARD PENETRATION TEST BLOW COUNT (BLOWS/FT)

3. FOR A CONTINUATION OF PROFILE ALONG SWS PIPELINES, SEE SECTION I-1, FIGURE 2.5.4-51.

PROJECTED PROJECTED r T T M'll M'" I I 0 100 200 HORIZONTAL SCALE-FEET PROJECTED PROJECTED 803 965 M" M"' I 740 SEE NOTE 3 720 700 680 660 640 640 FIGURE 2.5.4-55 SUBSURFACE PROFILE M-M VII BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 1-w w u.. z 0 1-<l: > w ..J w N (BLOWS PER FOOT) 0 20 40 60 80 100 0 (!)(!) (!) (!) #) C!)f/J [!] C!)"lc!, (!) (!)(!) " * (!) (!) (!) (!) " (!) (!) (!)(!) ; (I) " (!) 11!1 2 (!) (!) (!)(!) ." (!) (!) I r!P (!)(!) "(!) (!)(I) (!) Ill LL.. en (!) I (!) (!) (!) (!) en 3 (!) (!) [!] en (!) (!) (!) LL.J 0::: en LL.J > 4 -(.) LL.J LL.. LL.. LL.J 5 6 I ' ' \ \ \ \ ' ' ' \ \ \ \ ' ' ' \ \ \ \ \ \ \ ' ' ' \ \ \ ' ' ' \ \ \ \ \ \ \ ' ' ' \ ' I ' \ \ \ 7 40 50 60 70 80 90 100 RELATIVE DENSITY 1. LEGEND: <!> SAND [!] SAND/N>IOO NOTE: FOR LOCATION OF BORINGS REFER TO FIG. 2.5.4-13 FIGURE 2.5.4-56

SUMMARY

PLOT V 18 ROFLOTATION-RIVER WATER INTAKE PIPELINE TRENCH BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

N4100 OF-2 (66'EAST) I i N4200 B-979 OF-1 (61'EAST) I 0 N4300 B-310 (lOO'WEST) I I I 20 40 SCALE-FEET NOTES I. VIBROFLOTATION HAS ALSO BEEN PERFORMED NORTH OF THE CIRCULATING WATER LINES UNDER THE SWS LINES 50 FT WEST OF THIS SECTION. 2. THE CIRCULATING WATER LINES ARE ENCASED BENEATH THE SWS AND WR LINES. 3. THE PRESENCE OF THE CIRCULATING WATER LINES HAS BEEN IGNORED IN THESE ANALYSES.

4. FOR LOCATION OF SECTION REFER TO FIGURE 2.5.4-16 .083g PSEUDO-STATIC EARTHQUAKE FORCES ...__ ___ .125g N4400 --,l!'l;...--+----

---800 780 760 740 720 1-w w lL. I z 0 700 w _.J w FIGURE 2.5.4-57 SLOPE STABILITY SECTION A-A RIVERWARD SLOPE ANALYSIS BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 680 680 670 670 660 660 ..... w w LL.. I z 0 650 ..... w w LL.. I z 650 Q ..... .:t > w _J w ..... .:t > w _J w 640 640 630 630 620 620 LEGEND - APPROXIMATE LIMITS OF DENSIFIED ZONE SELECT GRANULAR BACKFILL BACKFILL .. * ..... ,*. SILTY CLAY-SOME SILTY SAND, CLAY BEDROCK NORMAL GROUNDWATER LEVEL NOTES I. EXTENT OF DENSIFIED ZONE IN PLAN IS SHOWN ON FIGURE 2.5.4*16.

2. VERIFICATION BORINGS PERFORMED ARE SHOWN ON FIGURE 2.5.4 -13. 3. LOCATION OF SECTION SHOWN ON FIGURE 2.5.4 -16. 0 10 SCALE-FEET FIGURE 2.5.4-58 20 TYPICAL SECTION-VIBROFLOTATION DENS IF ICAT10N FOR SERVICE WATER SYSTEM PIPELINES BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT N 1-CORRECTED BLOW COUNT 0 10 20 30 40 u.. (/) I 4-(/) 6 (/) lLI 0:: ._ (/) lLI > ._ U. lLI u.. u.. lLI 10 12 1-(!) (!) (!) (!) (!) (!) (!) * * (!) (!) (!) (!) (!) (!) (!) I (!) I I I I * ' (!) (!) (!) 14L__ ____________________________________________________________

__ LEGEND 0 SAND 0 OTHER NOTES 1. BASED ON GIBBS AND HOLTZ.(1957)

2. BASED ON BORINGS 803,806,807,810, 811,813,816,935-942,949,1019,1020, 1022-1025.

3. BORING LOCATIONS ARE SHOWN ON FIGURE 2.5.4 -10. T N\>42 FIGURE 2.5.4-59 BORINGS OUTSIDE DENS IF lED ZONE-MAIN PLANT AREA N1 VERSUS EFFECTIVE STRESS BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT w w LL z 0 < > 670 w ..J w 660 w w LL I z 0 --------------------------------------------------------------=------------=----< > w ..J LLJ --------------------------------------------------------------------------------------------

---

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

---

=?£=: ----LEGEND: E-=1 GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND-SAND SELECT GRANULAR BACKFILL SILTY CLAY -SOME SILTY SAND, SANDY CLAY UNCONTROLLED FILL-SILTY CLAY-GRAVELLY CLAY, SANDY CLAY, CLAYEY SAND BEDROCK y NORMAL GROUNDWATER LEVEL NOTE LOCATION OF SECTION IS SHOWN ON FIGURE 2.5.4-16 0 20 40 SCALE-FEET FIGURE 2.5. 4-60 SUBSURFACE PROFILE N -N 1 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT LEGEND F ..... w w LL z 700 680 0

..... <t > w _J w SILTY SAND/SANDY SILT COMPACTED FILL SOIL TOTAL UNIT WEIGHT UNIT y ,pcf SAND, GRAVELLY SAND I 120 2 140 3 136 ZONE SUBJECT TO LIQUEFACTION 4 140 BEDROCK 5 120 'V NORMAL WATER EL. 665' OHIO RIVER SOIL PROPERTIES COHESION FRICTION ANGLE UNDRAINED DRAINED SOIL DESCRIPTION C, psf cp DEGREES <PDEGREES 0 17 25 SILTY SAND-SANDY SILT 0 36 36 COMPACTED FILL 0 30 30 SAND AND GRAVEL 0 36 36 DENSIFIED SAND AND GRAVEL 0 17. 25 LOOSE SILTY SAND

• cp EQUALS 0° FOR POST EARTHQUAKE CASE 700 680 ..... w w LL 660 z 0 ..... <t > w _J 640 w 0 20 40 SCALE-FEET FIGURE 2.5.4-61 MAl N INTAKE CHANNEL SLOPE STABILITY SECTION 2-2 BEAVER VALLEY POWER STATIOt'J -UNIT 2 FINAL SAFETY ANALYSIS REPORT

, 1-u.. ..... en z 0 1-I z 0 1-u ct LaJ D:: LaJ 0 ct D:: (!) m :::::> en u.. 0 1-z LLI (,) u.. u.. LLI 0 (,) 2000 1000 500 200 M;!K<.W>> f @J 15 1 30 1 PIPE DIAMETER -INCHES FIGURE 2.5.4-62 VERTICAL COEFFICIENT OF SUBGRADE REACT ION FOR BURIED PIPE BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 4 6 8 c ....... 10 N 14 Nq a) BEARING CAPACITY FACTOR, Nq 2 LEGEND 0 LOOSE SAND 0 DENSE SAND !:::. IN-SITU TEST .... -_-_-::::1: 2% 1.5°/o 3 4 5 6 7 8 9 10 BURIED CONDUIT DIAMETER D IN. b) ULTIMATE DISPLACEMENT, Yu FIGURE 2.5.4-63 HORIZONTAL BEARING CAPACITY FACTOR AND ULTIMATE DISPLACEMENT FOR BURIED PIPE BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSI-S REPORT U> 0.. u. I, >-1-() 0 ...J UJ > UJ > <l 31: J: C) UJ ...J >-<l a: 3000 2000 1000 2 ,,X<<<. I H: 115FT 1 5 FREQUENCY (HZ) >>>X<'W>>> C 1 = 1100 FPS (AVG.) C2= 5000FPS 10 C: SHEAR WAVE VELOCITY FIGURE 2.5.4-64 RAYLEIGH WAVE VELOCITY BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT 1-w w LL I z 0 1-<{ > w ...J w SOUTH 700 680 660 640 DYNAMIC STATIC DYN. STATIC WATER WATER SOIL SOIL 620 MAIN INTAKE STRUCTURE FH = WTAH2 = HORIZONTAL INERTIAL FORCE . f F 8 BUOYANT FORCE I W =WEIGHT OF T STRUCTURE AND ENCLOSED WATER FRICTIONAL RESISTANCE= S= (WT -F 8)TAN cp s NORTH 25-YR FLOOD STATIC WATER EL.690' DREDGE LINE DYNAMIC WATER FSsuDING = FH + L LATERAL SOIL FORCES+ L LATERAL WATER FORCES .

REFERENCE:

FIGURE 2.5.4-42 FOR METHOD OF CALCULATION OF LATERAL FORCES. FIGURE 2.5.4-65 MAIN INTAKE STRUCTURE DYNAMIC SLIDING STABILITY BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT SOUTH LEGEND: ..,_.,..-:..;.....w.:.: .... GRAVELLY SAND-SANDY GRAVEL SOME SILTY SAND -SAND APPROXIMATE LIMITS OF DENSIFIED ZONE it BEDROCK NORMAL GROUNDWATER LEVEL EL 705' NORTH OHIO RIVER NORMAL WATER EL 665' DREDGE LINE FIGURE 2.5.4-66 MAIN INTAKE STRUCTURE TYPICAL SECTION BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 680 ...J (/) -660 1-IJJ IJJ u.. z 0 A t WEST LIMITS OF DENSIFICATION 548 547 t t '"""" 'U" :--; *'-"' , .. , 3.8 25.8 2.3 2.2 13.9 35.0 63.7 33.6 12.9 17.1 14.9 -9.0 10.5 16.4 19.6 20.0 39.9 47.0 5421 5401 5391 5311 0 0 0 0 541t 0 0 mt 5481 548t o543t o 5451 0 0 547t 0 INTAKE STRUCTURE 0S44t 0 50 100 150 I I I I SCALE-FEET A t . ** .. .. .. ,. .. lt IJ :.: .. ....... * ...... * ... o, ....... ... ,.. w : ..... *

• v* .;. . LIMITS OF *. *: INTAKE STRUCTURE

  . 546 543 t 60.1 12.6 10.5 17.5 14.7 13.7 7.8 24.6 21.1 t 4 "" 27 7.6 ( ML) 3.5 (ML) .. -35.1 .. 17.9 t> 15.7 .*.

.-: e>: ....... ..... * .. :.b '* 15.2 : . *:. .. :

• 1>:*.: 10.1 r---sHEET PILE KEY COFFERDAM 0 I BORING No. 8.4 N 1 VALUE 8.5 8.4 14.4 1-15.0 17.9 23.9 7.5 1-23.7 L APPROXIMATE TOP OF ROCK SECTION A-A 10 I 20 30 I 40 I SCALE-FEET NOTES: '1. ALL SAMPLES ARE SANDS, SANOY GRAVELS OR GRAVELLY SANDS UNLESS OTHERWISE NOTED. 2. N, DETERMINED USING MARCUSSON

e. BIEGANOUSKI ( 1977). EAST DENSIFICATION 544 545 ---t t 680 I *-*-* "' .v,. ! -I ...J (/) 660 1-IJJ 1-5.2 1.2.(0L) 1.2 (OL) IJJ u.. 63.7 42.3 I z 9.7; 19.8 4.3 0 640 1-ct 5.4 9.2 -13.2 > IJJ ...J IJJ l-14.f 9.7 1-15.(> 19.8 27.0 ' 24.8 ' FIGURE 2.5.4-67 MAIN INTAKE STRUCTURE-SOIL PROFILE BEFORE TERRA-PROBE DENSIFICATION BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 0 SCALE FACTOR FREE FIELD PROFILE 0 AMPLIFY UNSCALED ROCK OUTCROP RECORD EL 620' y EL 690' SITE CONSISTENT ROCK MOTION EL 675' INTAKE STRUCTURE FIGURE 2.5.4-68 LIQUEFACTION ANALYSIS MAIN INTAKE STRUCTURE BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT LAYER LAYER UNIT* SHEAR WAVE THICKNESS WEIGHT VELOCITY ** No. (FT) (PCF) (FT./SEC) 735 r--o 10 125 600 725 -10 2 10 125 800 715 f--20 3 10 125 950 705 f--30 4 10 125 950 695 f-. -40 5 5 125 1100 2 6 5 136 1100 w w 685 f-. -50 SAND LL 7 10 136 1100 0 & 1"'1 GRAVEL z 675 f--60 " 0 8 10 136 1100 -i :%: I <r 665 f--70 > 9 7.5 136 1200 'TI w 1"'1 ...J 657.5 f--77.5 1"'1 w 10 7.5 136 1200 650 I-II 10 136 1200 640 12 10 136 1200 630 I-13 10 136 1200 62b '-14 HALF 160 5000 SPACE NOTES

• UNIT WEIGHT FROM BVPS-2 FSAR SECTION 2.5.4 **SHEAR WAVE VELOCITY FROM FIGURE 6-2 (SWEC 1984) IN SITU: NATURAL FREQUENCY=

2..3 Hz FIGURE 2.5.4-69 -i 95 -105 -115 SOIL MODEL-FREE FIELD ROCK BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 658.25 LLI LL. I z 0 635 LLI ...J 627 LLI 620 LAYER No. I 2 3 4 5 6 --7 18 18 -LAYER UNIT THICKNESS WEIGHT (FT) ( PCF) 16.75 I 81 16.75 I 81 6.5 136 8 136 7 136 HALF 160 SPACE SHEAR WAVE VELOCITY (FT/SEC) 670 670 675 879 915 5000 FIGURE 2.5.4-70 0 7 I 16.75 PSEUDO-0 SOIL fTI ---+--1 I 33.5 I 40 ., SAND fTI fTI & 48 -1 GRAVEL 55 ROCK SOIL MODEL -INTAKE STRUCTURE BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 0.8 1.0 -............__ \ X 0.6 cs: (!) ........ (!) 0.4 0.2 \ \ \ \. " loo... 10-3 10-2 10 -l 1 10 SHEAR STRAIN (PERCENT) G = SHEAR MODULUS AT SHEAR STRAIN y GMAX = SHEAR STRAIN AT y = 10-4 PERCENT a. VARIATION OF SHEAR MODULUS OF SAND WITH STRAIN 30 Q t-20 <( a:: (!) z a.. 10 <( 0 -/ ""' -I J r-l/ / 10-3 10-2 10-1 10 SHEAR STRAIN (PERCENT)

b. VARIATION OF DAMPING RATIO OF SAND WITH STRAIN FIGURE 2.5.4-71 STRAIN DEPENDENT SOIL PARAMETERS BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT BVPS-2 UFSAR Rev. 0 2.5.5-1 2.5.5 Slope Stability Both static and dynamic stability analyses of the riverward slope involving the service water pipelines leading to the intake structure were performed and are described in DLC (1976).

The factors of safety were found to be acceptable.

The dynamic stability analysis of this slope was supplemented using more conservative seismic coefficients as indicated below. Additional failure surfaces through the silty clay layer in the

soil profile were also considered. The results are presented in Figure 2.5.4-57 and were acceptable. (Refer to Figure 2.5.4-16 for location of section.) Two methods of analysis were employed: the Simplified Bishop method and the Morgenstern-Price method. The Simplied Bishop method assumes a circular arc failure surface while the Morgenstern-Price method allows for an arbitrary shaped failure mass, which, in this case, was assumed to be a sliding wedge

with straight line failure surfaces. The stability analyses were performed using the computer program LEASE II (SWEC 1980). LEASE II uses a pseudo-static approach to dynamic stability analysis in which a constant force is applied to each slice and is computed as the weight of the slice multiplied by a seismic coefficient. The horizontal seismic coefficient was taken as 0.125, corresponding to the ground surface acceleration for the SSE; the vertical seismic coefficient was taken as 0.083. This analysis was considered conservative since the applied pseudo-

static force was constant and no consideration was given to the variation of acceleration with time, direction, or with depth in the soil profile.

The analysis of the intake channel slopes is discussed in Section 2.5.4.8.

The analysis of the stability of the slopes in the vicinity of the emergency outfall structure is fully described in Appendix 2.5E. 2.5.5.1 Reference for Section 2.5.5

Duquesne Light Company 1976. Report on the Soil Densification Program. Beaver Valley Power Station - Unit 2. Prepared by

SWEC, Boston, Mass. Stone & Webster Engineering Corporation (SWEC) 1980. Slope

Stability Analysis (LEASE II), GT-108.

BVPS-2 UFSAR Rev. 0 2.5.6-1 2.5.6 Embankments and Dams Seismic Category I embankments and dams are not utilized at Beaver Valley Power Station - Unit 2.

BVPS-2 UFSAR Rev. 15 2.5A-i

APPENDIX 2.5A

OHIO RIVER ELEVATIONS

AND PIEZOMETER DATA

BEAVER VALLEY POWER STATION

BVPS-2 UFSAR Rev. 0 2.5A-iii APPENDIX 2.5A-1 LIST OF FIGURES Figure No. Title 2.5A-1 OHIO RIVER ELEVATION, 1977 2.5A-2 OHIO RIVER ELEVATION, 1978 2.5A-3 OHIO RIVER ELEVATION, 1979 2.5A-4 OHIO RIVER ELEVATION, 1980 2.5A-5 OHIO RIVER ELEVATION, 1981 2.5A-6 PIEZOMETER DATA, 19 , AND P- AND P-2.5A-7 PIEZOMETER DATA, 1978, AND P-1 AND P-2 2.5A-8 PIEZOMETER DATA, 1979, AND P-1 AND P-2 2.5A-9 PIEZOMETER DATA, 1980, AND P-1 AND P-2 2.5A-10 PIEZOMETER DATA, 1981, AND P-1 AND P-2 2.5A-11 PIEZOMETER DATA, 1977, AND P-3 AND P-4 2.5A-12 PIEZOMETER DATA, 1978, AND P-3 AND P-4 2.5A-13 PIEZOMETER DATA, 1979, AND P-3 AND P-4 2.5A-14 PIEZOMETER DATA, 1980, AND P-3 AND P-4 2.5A-15 PIEZOMETER DATA, 1981, AND P-3 AND P-4 2.5A-16 PIEZOMETER DATA, 1977, AND P-6 AND P-7 2.5A-17 PIEZOMETER DATA, 1978, AND P-6 AND P-7 2.5A-18 PIEZOMETER DATA, 1979, AND P-6 AND P-7 2.5A-19 PIEZOMETER DATA, 1980, AND P-6 AND P-7 2.5A-20 PIEZOMETER DATA, 1980, AND P-6 AND P-7

BVPS-2 UFSAR Tables for Appendix 2.5A

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5A-1 PIEZOMETER INSTALLATION DATA

Piezometer Ground Surface Tip a b No. Elevation (ft) Elevation (ft) (ft) (ft) P-1 730.9 646.4 85.5 68.0 P-2 729.6 646.9 83.7 68.7 P-3 728.2 645.2 84.0 70.0 P-4 731.7 651.2 81.5 67.5 P-6 705.8 647.1 59.7 44.2 P-7 733.0 650.0 84.0 71.0

..... w w 672 670 z 0 ..... w _J w 666 66 662 .. 660 JANUARY 5 10 15 20 25 5 10 15 20 25 JANUARY FEBRUARY 5 10 15 20 25 5 10 15 20 25 FEBRUARY MARCH 5 10 15 20 25 5 10 15 20 25 MARCH APRIL 5 10 15 20 25 5 10 15 20 25 APRIL MAY 5 10 15 20 25 *m 5 10 15 20 25 MAY JUNE 5 10 15 20 25 5 10 15 20 25 JUNE JULY AUGUST SEPTEMBER 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 -rtt . 'T'" -* ++ * --r---: --.* .

::::-:-*:-:-:-:

-*: *:**

..

""' -::: ::::..fT:-c . *r-:=* ::: ::: ...,." ., 5 10 15 20 25 JULY 5 10 15 20 25 AUGUST 5 10 15 20 25 SEPTEMBER 1977 OCTOBER 5 10 15 0 25 5 10 15 20 25 OCTOBER NOVEMBER 5 10 15 20 25 5 10 15 20 25 NCMM8ER FIGURE 2.5A-I DECEMBER 5 10 15 20 25 5 10 15 20 25 DECEMBER OHIO RIVER ELEVATION, 1977 BEAVER VALLEY POWER STATION-UNIT2 FINAL SAFETY ANALYSIS REPORT w w 672 670 !t. 668 z 0 1-:; w ...J w 666 664 662 660 JANUARY 5 10 15 20 25 5 10 15 20 25 JN<<JNr( FEBRUARY 5 10 15 20 25 '_.;....... + 5 10 15 20 25 FEBRUARY 5 10 15 20 25 MARCH 5 10 15 20 25 APRIL 5 10 15 20 25 MAY 5 10 15 20 25 JUNE 5 10 15 20 25 JULY 1978 5 10 15 20 25 AUGUST 5 10 15 20 25 5 10 15 20 25 OCT08ER NOVEMBER 5 10 15 20 25 5 10 15 20 25 NCMJoaR FIGURE 2. 5A-2 't DECEMBER 5 10 15 20 25 *:-t=-::J::= -** ....... .. ""--* -*::; 5 10 15 20 25 llfCDall OHIO RIVER ELEVATION, 1978 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT -f-LLI LLI LL 668 z 0 <t > LLI ....J LLI 666 664 662 660 JANUARY 5 10 15 20 25 5 10 15 20 25 JN<<JARY CD ID FEBRUARY t 10 15 20 25 5 10 15 20 25 FEBRUARY 5 10 15 20 25 MARCH 5 10 15 20 25 APRIL 5 10 15 20 25 MAY 5 10 15 20 25 JUNE .. .. 5 10 15 20 25 JULY 1979 5 10 15 20 25 AUGUST ..t-i-5 10 15 20 25 SEPTEMBER 5 10 15 2 25 OCTOBER NOVEMBER 5 10 15 20 25 5 10 15 20 25 NOYEMIIER FIGURE 2.5A-3 DECEMBER 5 10 15 20 25 5 10 15 20 25 DECEMBER OHIO RIVER ELEVATION, 1979 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT w w lL -z 0 I-<[ > w ...J w 672 670 668 666 664 662 660 JANUARY 5 10 15 20 25 5 10 15 20 25 JNfUARY FEBRUARY 5 10 15 20 25 5 10 15 20 25 FEBRUARY MARCH 5 10 15 20 25 5 10 15 20 25 MARCH APRIL 5 10 15 20 25 0 15 20 25 APRIL MAY 5 10 15 20 25 ':: 5 10 15 l() 2 MAY JUNE 5 10 15 20 25 *t 5 10 15 20 25 JUNE JULY 5 10 15 20 25 5 10 15 20 25 JULY 1980 AUGUST 5 10 15 20 25 5 10 15 20 25 AUGUST SEPTEMBER 5 10 15 20 25 5 10 15 20 25 SEPTEMBER OCTOBER I NOVEMBER DECEMBER 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 OCTOBER 5 10 15 20 25 NCMMIIER FIGURE 2.5A-4 5 10 15 20 25 DECEMBER OHIO RIVER ELEVATION, 1980 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT w w u. -z 0 1-<t > w ...J w 674 672 670 668 666 664 662 660 JN<<JA1fY S 10 IS 20 25 5 10 15 20 25 JMUARY FEBRUARY 5 10 IS 20 25 5 10 15 20 25 FEBRUARY MARCH 5 10 IS 20 25 5 10 15 20 25 MARCH APRIL 5 10 15 20 25 5 10 15 20 25 APRIL MAY 5 10 15 20 25 5 10 15 20 25 MAY JUNE 5 10 15 20 25 5 10 15 20 25 JUNE 1981 JULY 5 10 15 20 25 5 10 15 20 25 JULY AUGUST 5 10 15 20 25 5 10 15 20 25 AUGUST SEPTIMBER 5 10 IS 20 25 5 10 15 20 25 SEPTIMBER I OCTOBER I NOVEMKR 5 10 IS 20 2S S 10 IS 20 2s 5 10 IS 20 25 5 10 15 20 25 OCTOBER 5 10 IS 20 25 NOVEMBER FIGURE 2.5A-5 5 10 15 20 25 OECEM8ER OHIO RIVER ELEVATION, 1981 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT -..... LLJ *s LLJ LL. -z 0 ..... LLJ t:.t:.t:. ...J LLJ 664 67'"' -668 LL. z 0 ..... ...,..., 5 10 25 JMUARY LEGEND: e P-1 A P-2 5 10 15 20 25 FEBRUARY 5 10 15 20 25 MARCH Af'RIL 5 lO 15 20 25 APRIL IMY 5 10 15 20 25 MAY l5 20 25 JUNE JULY 5 .0 r-*+'-5 10 15 20 25 JULY 1977 AUGUST

!" :;::, ,;... *.

**'* 5 10 15 20 25 AUGUST ' .. SEPTEMBER 15 5 10 15 20 25 SEPTEMBER 5 10 15 20 5 OCTOBER . 5 )I 20 25 NOYEMBER 5 10 15 20 25 DECEMIIER FIGURE 2. 5A-6 PIEZOMETER DATA, 1977 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT I= w w lL.. z 0 1-w .....J w w w lL.. z 0 1-w .....J w 668 666 664 670 668 666 664 JANUARY 5 10 15 20 25 5 10 15 20 25 JANUARY LEGEND

e P-1 A P-2 FEBRUARY 5 10 15 20 25 S 10 IS 20 2S FEBRUARY MARCH s 10 1S 20 2S S 10 IS 20 2S MARCH APRIL S 10 IS 20 2S M' S 10 IS 20 2S APRIL MAY S 10 IS 20 2S f f-r* ... ' . S 10 IS 20 2S MAY JUNE S 10 IS 20 25 S 10 IS 20 25 JUNE JULY AUGUST S 10 IS 20 2S S 10 IS 20 2S

= * +t-o'-+ + .. +-T :: S 10 IS 20 2S JULY 5 10 15 20 25 AUGUST 1978 SEPTEMBER S 10 IS 20 2S 5 10 15 20 2S SEPTEMBER OCTOBER NOVEMBER ;::: ID I FCFMII£R S 10 IS 20 2S s 10 1s 20 2s S f IS 20 2S s 10 1S 20 2S OCTOBER 5 10 1S 20 25 NOVEMBER 5 10 1S 20 2S DECEMBER FIGURE 2. 5A-7 PIEZOMETER DATA, 1978 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT w 668 w LL.. -z 0 1-g w 666 .....I w 664 670 1-w 668 w LL.. -z 0 1-g w 666 .....I w 664 JANUARY 5 10 15 20 25 5 10 15 20 25 JANUARY LEGEND:

• P-1 6 P-2 <D ,.; ..... <D FEBRUARY f 5 10 15 20 25 <-+, ';+ 5 10 15 20 25 FEBRUARY ..., ,.; N ..... ..... <D <D t t MARCH 5 10 15 20 25 5 10 15 20 25 MARCH APRIL MAY 5 10 15 20 25 5 10 15 20 25 i+l-t h -"' . ' ;t-t +-+t+-t'-+ +
• *+ b:!:+/-

'-'*-+t* .............. ' + 5 10 15 20 25 APRIL 5 10 15 20 25 MAY JUNE JULY AUGUST SEPTEMBER OCTOBER! NOVEMBER DECEMBER 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 25 5 10 15 20 25 5 10 15 20 25 ... 5 10 15 20 25 JUNE r+ + ;.--.---.- .. *-_._._..,.' H-"'":: .. -... ..... ,._,... ... ... +-+ *H-.._.L-+ ..... ++ +-t +-+f. t t:! :;:;-+/- ;;7 t-++t _,. ... t tt++ !-+r+ + ..-t-tt-* '+-.... '-

-. -* ---r It-"'

,;:* * *-* *-...... +;!" .,., ....,.. --., ... ;+< *+ 5 10 15 20 25 JULY 5 10 15 20 25 AUGUST 5 10 15 20 25 SEPTEMBER

• *t-+ ........ o.+ 5 10 15 20 25 OCTOBER 1979 5 10 15 20 25 NOVEMBER 5 10 15 20 25 DECEMBER FIGURE 2.5A-8 PIEZOMETER DATA, 1979 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 1-w 668 w lL -z 0 1-w 666 ...J w 664 670 w 668 w lL -z 0 1-w 666 ...J w 664 JANUARY 5 10 15 20 25 510152025 JllfJJM'( LEGEND:
• P-1 A P-2 FEBRUARY 5 10 15 20 25 5 10 15 20 25 FUIIUARY MARCH APRil 5 10 15 20 25 5 10 IS 20 25 --r:---* *:+*--*--f--: 5 10 15 20 25 MAROt 5 10 15 20 25 APRIL MAY 5 10 15 20 25 JUNE 5 10 15 20 25 **t-:-:: , * . t---1---,.,.....f-::

1----**f-= .:-.. ..-+ * *

• .. * ..

........... ,,, t:-:* ,.....

• r
• 5 10 15 20 25 MAY 5 10 15 20 25 JUNE JULY AUGUST SEPTEMBER 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 f

:::: ;:::. + '

*::: ::::

• • .* :* **-+ *::: .::..

_: .. *:_:: :: .. :::.: ::: .. ,_ 5 10 15 20 25 JIA.Y : .. f=-:--:-:-::-:::::

_:::::: :::: ::-*: ... * *::-:-* .. ;.,. .. f--:-....,..... --;...

f::::::.b+

-* . .....,... .....:: ' ::=:-:-*......J-b*=

• -5 10 15 20 25 AUGUST 5 10 15 20 25 SEPTEM8ER 1980 OCTOBER NOVEMBER DECEMBER 5 10 15 25 5 10 15 20 25 5 10 IS 20 2S ,..... *..,..CH-< . -= ::"-+/- ::: --*-* ...... _ .. ::::.:::F=

-::: :::: :.::: *::: =::: ;:* .... -** :*: ::::: >+; :::::

. ... :::: .--

5 10 15 20 25 OCTOIIER -** =::::

.:::. t-F .:-.............

• ....... .._ t 1-T 5 10 15 20 25 NOYEM8ER 5 10 15 20 25 llfCOaJI FIGURE 2.5A-9 PIEZOMETER DATA, l980 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT 670 ..... IJ..I 668 IJ..I LL. z 0 ..... 666 IJ..I 664 670 -..... IJ..I 668 IJ..I LL. -z 0 ..... j 666 IJ..I 664 5 10 15 20 25 JNC4JARY LEGEND: e P-1
• P-2 5 10 15 .., ,.._ CD t 20 25 ., I 5 10 15 20 25 FEBRUARY 5 10 15 20 25 5 10 15 20 25 MARCH 5 10 15 20 25 5 10 15 20 25 APRIL IMY 5 10 15 20 25 5 10 15 20 25 MAY 5 10 15 20 25 5 10 15 20 25 JUNE 1981 JULY 5 10 15 20 25 5 10 15 20 25 JULY -* 5 10 15 20 25 . +T 5 10 15 20 25 AUGUST -5 10 15 20 25 . .. . -5
• 10 15 20 25 SEPTEMBER

..... OCTOIIER' 5 10 15 25 5 10 15 20 25 5 10 15 20 25 -.. 5 10 15 20. 25 OCTOBER , .. .f+::: *.* -5 10 15 20 25 NOVEMBER . ..... .. H+ H .. . --... 5 10 15 20 25 DECEMBER FIGURE 2.5A-IO PIEZOMETER DATA, 1981 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT z 0 ..... w 666 ....J w 670 w 668 w LL -z 0 ..... w 666 ....J w 664 JANUARY 10 15 20 25 . *-* S 10 IS 20 2S JANUARY LEGEND:

• P-3 e P-4 FEBRUARY MARCH 5 10 15 20 25 5 10 15 20 25 *:++ ht
• '::;+

r::;:-*

• +itt -i-t+ ..... 5 10 15 20 25 FEBRUARY s 10 15 20 25 MARCH 5 10 IS 20 25 APRIL S 10 IS 20 25 MAY 5 10 15 20 25 JUNE S 10 IS 20 2S JULY 1977 S 10 IS 20 25 AUGUST 5 10 IS 20 2S SEPTEMBER 5 10 15 20 25 OCT08ER NOVEMBER 5 10 15 20 25 5 10 IS 20 2S NOYEMIIER DECEMBER 5 10 IS 20 2S S 10 IS 20 2!; DECEMBER FIGURE 2. 5A-II PIEZOMETER DATA, 1977 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

-._. w w LL.. -z 0 ._. w ...J w -._. w w LL.. -z 0 ._. 668 666 664 670 668 666 w 664 JANUARY 5 10 15 20 25 5 10 IS 20 25 JANUARY LEGEND:

• P-3 e P-4 FEBRUARY 5 10 15 20 25 .+-tt-+ * . t 5 10 IS 20 25 FEBRUARY MARCH APRIL MAY 5 10 15 20 25 5 10 15 20 25 5 10 IS 20 25 r+t" . :.;.;._, -

.... .::: =::= .. ;::

'+ *tf.i-;..

.J * ._, !

:+

l+/-.:+ -l--r . H +C..+ J.;..;.;. 5 10 15 20 25 MARCH t++ t-:t 5 10 IS 20 25 APRIL 5 10 IS 20 25 MAY JUNE 5 10 IS 20 25 tH 5 10 15 20 25 JUNE JULY 5 10 15 20 25 5 10 15 20 25 JULY 1978 AUGUST 5 10 15 20 25 ........ ---*-:. t ;.....,_f-4+. .::. *;--5 10 15 20 25 AUGUST SEPTEMBER 5 10 15 20 2S '+ . .. .. 5 10 15 20 25 SEPTEMBER t+ I OCTOBER 5 10 15 2D 25 ... ;..;.;..; ++:... 5 10 15 20 25 OCTOBER NOYEMBER 5 10 15 20 25 ' 5 10 15 20 25 NOVEMBER DECEMBER 5 10 15 20 25 5 10 15 20 25 DECEMBER FIGURE 2.5A-12 PIEZOMETER DATA, 1978 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT -f-w w lL. -z 0 f-w _J w -f-w w lL. z 0 f-w _J w 668 666 664 670 668 666 664 JNfOAifY S 10 IS 2S 5 10 15 20 25 JANUARY LEGEND:

• P-3 e P-4 FiiiiiUARY 5 10 15 20 ,. 5 10 15 20 25 FEBRUARY C\i tD t; s 10 15 20 2S 5 10 15 20 25 MARCH APRIL s 10 15 20 25 5 10 15 20 25 APRIL W.Y s 10 1S 20 2S 5 10 15 20 25 MAY JUNE S 10 IS 20 2S t 5 10 15 20 25 JUNE JULY s 10 15 20 2S 4 ,_..., ++ 5 10 15 20 25 JULY 1979 AUGUST SEPTEMBER S 10 IS 20 25 S 10 IS 20 2S + '

.... -** .;:::* ::X '":r ' ' f44 itt .. _,__::;::;:: +-, ,_,..;L

• t+ ... 'tt4 1-.,.*fr+-l-i
• + 5 10 15 20 25 5 10 15 20 25 AUGUST SEPTEMBER OCTOIIER s 10 15 25 5 10 15 20 25 OCT08ER, 5 10 15 20 2s 5 10 IS 20 25 NOVEMBER 5 10 15 20 25 s 10 15 20 25 DECEMBER FIGURE 2.5A-13 PIEZOMETER DATA, 1979 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT

-I-w 668 w LL z 0 I-w 666 ...J w 664 670 -I-w 668 w LL z 0 I-w 666 ...J w 664 JANUARY 5 10 15 20 25 5 10 15 20 25 JANUARY LEGEND:

• P-3 e P-4 FEBRUARY 5 10 15 20 25 5 10 IS 20 25 FEBRUARY MARCH 5 10 15 20 25 5 10 I; 20 25 MARCH APRIL 5 10 15 20 25 '++ 5 10 IS 20 25 APRIL MAY 5 10 15 20 25 S 10 IS 20 25 MAY JUNE 5 10 15 20 25 5 10 15 20 25 JUNE 5 10 15 20 25 JULY 1980 5 10 IS 20 25 AUGUST 5 10 15 20 25 SEPTEMBER OCTOBER 5 10 15 20 25 5 10 IS 20 25 OCTOBER, NOYEMBER 5 10 15 20 25 5 10 IS 20 25 NOVEMIIER FIGURE 2 .5A-14 DECEMIIfR 5 10 15 20 25 s 10 15 20 25 DECO&R PIEZOMETER DATA, 1980 BEAVER VALLEY POWER STATION-UN IT 2 FINAL SAFETY ANALYSIS REPORT

-.... w 668 w u.. -z 0 1-j 666 w 664 670 .... w 668 w u.. -z 0 .... j 666 w 664 JNCUARY S 10 IS 2S 5 10 IS 20 25 JNC4JARY LEGEND:

• P-3 e P-4 tD FURUARY t S 10 IS 20 2S S 10 IS 20 25 f[IIRUMY MARCH S 10 IS 20 2S S 10 IS 20 2S MARCH APRIL 5 10 IS 20 25 S 10 IS 20 25 APRIL MAY JUNE JULY AUGUST SEPTEMBER 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25

--* :: : .,. ... . **. -*.* ::::11' .. 1'1:** -*-*-'---+*-...... **-.... . ... -** .. . . ::: :* f-*-+--* .. ; :---f-* ::; .... 5 10 15 20 2S MAY **-f-::\ ::= --:* -:.:--'?-t::*. :: ::::: . ** .........

• . . ::c *:;: 5 10 1S 20 25 JUNE 1981 .... r--* -** . . .,........_
• ---* .... ... . 5 10 15 20 25 JULY ::: :::: :::. -

5 10 15 20 25 AUGUST s 10 15 20 2S SEPTEMIIER OCTOIIt:R NOYEMIIER 5 10 IS 20 2S 5 10 15 20 25 5 10 15 20 25 s 10 1S 20 25 OCTOI[II 5 10 15 20 25 5 10 15 20 25 FIGURE 2.5A-15 DATA, 1981 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT w w lL z 0 1-<{ > w ....J w 1-w w lL z 0 1-w ....J w 668 666 664 670 668 666 664 JN<<JARY 5 10 15 25 5 10 15 20 25 JANUARY LEGEND: A P-6

• P-7 FEBRUARY 5 10 15 20 25 5 10 15 20 25 FEBRUARY MARCH 5 10 15 20 25 5 10 15 20 25 MARCH APRIL MAY 5 10 15 20 25 5 10 15 20 25 +'-+,;-......

.... r-:.rr;r *** 10 15 20 25 APRIL ++ 5 10 15 20 25 MAY JUNE JULY 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 JUNE 1977 . .,. --' f4+; +,' . + AUGUST 5 10 15 20 25 --t ,_ ++ _,_,... rrcr -.,.. .;_,'+++ + ' SEPTEMBER 5 10 15 20 25 OCTOBER NOYEM8ER DECDotiJEII 5 10 15 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 OCTOBER 5 10 15 20 25 NOVEMBER 5 10 15 20 25 DECEMBER FIGURE 2.5A-16 PIEZOMETER DATA, 1977 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS -..... w 668 w LL.. z 0 ..... g j 666 w 664 670 -..... w *668 w LL.. -z 0 ..... g j 666 w 664 JANUARY 5 10 15 20 25 5 10 15 20 25 LEGEND: A P-6

• P-7 FEBRUARY 5 10 15 20 25 +' 5 10 15 20 25 FEBRUARY MARCH 5 10 15 20 25 ..... 5 10 5 20 25 MARCH APRIL 5 10 15 20 25 5 10 15 20 25 APRIL MAY 5 10 IS 20 25 5 10 15 20 25 MAY JUNE 5 10 15 20 25 5 10 15 20 25 JUNE '+-JULY 5 10 15 20 25 +--+' 5 10 15 20 25 JULY 1978 AUGUST SEPTEMBER I NOVEMBER DECEMIIVI 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 :*

... '"-f4': ::: '--"*' 5 10 15 20 25 AUGUST 5 10 15 20 25 SEPTEMBER 5 10 15 20 25 OCTOBER 5 10 15 20 25 NOVEMBER 5 10 15 20 25 DECEMBER FIGURE 2.5A-17 PIEZOMETER DATA, 1978 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT I ..... w w lL z 0 ..... <t > w _J w -..... w w lL z 0 ..... w _J w 668 666 664 670 668 666 664 JANUARY 5 10 15 20 25 5 10 15 20 25 JANUARY LEGEND: A P-6

• P-7 FEBRUARY MARCH 5 10 15 20 25 5 10 15 20 25

.::: --* t+-7: -* 5 10 15 20 25 FEBRUARY 5 10 15 20 25 MARCH APRIL 5 10 15 20 25 5 10 15 20 25 APRIL MAY 5 10 15 20 25 . + 5 10 15 20 25 MAY JUNE JULY 5 10 15 20 25 5 10 15 20 25 ++ 1979 AUGUST SEPTEMBER 5 10 15 20 25 5 10 15 20 25 **-*"'-. ... .. ... :*. f-'----* -:-.-+-+ OCTOBER NCMMBER DECEMIIfll 5 10 15 20 25 5 10 15 20 25 5 10 IS 20 25 -* . + ,_, ... 5 10 15 20 25 DECEMBER FIGURE 2.5A-18 PIEZOMETER DATA, 1979 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT w 668 w z 0 1-<t > w 666 _J w 664 670 w 668 w lL -z 0 1-w 666 _J w 664 JANUARY s 10 15 20 25 S 10 IS 20 2S JNfUARY LEGEND: A P-6

• P-7 FEBRUARY s 10 15 20 25 S 10 IS 20 25 FEBRUARY MARCH 5 10 15 20 25 S 10 IS 20 25 MARCH APRIL 5 10 15 20 25 ... *-5 10 15 20 25 APRIL MAY 5 10 15 20 25 5 10 15 20 25 MAY JUNE 5 10 15 20 25 5 10 15 20 25 JUNE JULY AUGUST SEPTEMBER 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 --*r-* .. ::::r---,-*
• --: ::; ...

. ...... :: =:*F-....::f:--:t:

.: .. ::::-.:--:--:::::-..... --.... ---.. :: .. : .... :--: ...... ., *-* ._

• :=::

?r-:. .-,,:. .... ::::

:::: ::::

....... ::::

• ._.,.., ::::=: ::::

-::: ... ---S 10 IS 20 2S JULY S 10 IS 20 25 AUGUST s 10 15 20 2S SEPTEMBER 1980 *i ! OCTOBEII NOIIEM8ER DECEMIIEII 5 10 15 0 25 5 10 IS 20 25 S 10 IS 20 25 5 10 IS 20 2S OCTOBER 5 10 IS 20 2S NCNEMIIER s 10 15 20 25 DECEMIIEII FIGURE 2.5A-19 PIEZOMETER DATA, 1980 BEAVER VALLEY POWER STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT -.... w w s z 0 .... <t > w _J w -.... w w lJ.. z 0 .... <t > w ...J w 668 666 664 670 668 666 664 JN<<JARY 5 10 15 25 5 10 15 20 25 JN4UARY LEGEND: A P-6

• P-7 C\1 .0 ..... ID FEBRUARY f 5 10 15 20 25 5 10 15 20 25 FEBRUARY MARCH 5 10 15 20 25 5 10 15 20 25 MARCH APRIL 5 10 15 20 25 5 10 15 20 25 APRIL MAY 5 10 15 20 25 5 10 15 20 25 MAY JUNE 5 10 15 20 25 5 10 15 20 25 1 JUNE 1981 JULY AUGUST 5 10 15 20 25 5 10 15 20 25 -*-:: --* ,__. . .. ----:-:-:

r-* =cc: -*

• • .

_:: :::::::== . ... :*-:::: :-::::t::-

=-: 5 10 15 20 25 JULY . r--:::-r: 5 10 15 20 25 AUGUST SEPTEMBER 5 10 15 20 25 5 10 15 20 25 SEPTEMBER OCT08EJ! NCMM8ER DECD&R 5 10 15 25 5 10 15 20 25 5 10 15 20 25 5 10 15 b 25 OCT'OIERI

': 5 10 15 20 25 NCMMII[R 5 10 15 20 25 FIGURE 2.5A-20 PIEZOMETER DATA 1981 BEAVER VALLEY POWEh STATION-UNIT 2 FINAL SAFETY ANALYSIS REPORT BVPS-2 UFSAR Rev. 15 2.5B-i

APPENDIX 2.5B

BORING LOGS

BEAVER VALLEY POWER STATION

BVPS-2 UFSAR Tables for Appendix 2.5B

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5B-1 LIST OF BORING LOGS Boring No. Boring No. Boring No. Boring No. Boring No. 854 TH-1 537T SEO-1 EOS-1 855 TH-2 538T SEO-1A EOS-1A 901 TH-3 539T SEO-2 EOS-2 902 TH-4 540T SEO-3 EOS-3 903 TH-5 541T SEO-4 EOS-4 904 TH-6 542T SEO-5 EOS-4A 905 543T EOS-5 906 543AT EOS-6 907 544T EOS-7 907 545T EOS-7A 908 546T EOS-9 908 547T EOS-10 909 548T 910 549T 911 550T 912 551T 913 552T 914 553T 915 554T 916 555T 556T 557T 558T 559T 560T 561T 562T 563T 564T 565T 566T 567T 568T 569T 570T 571T 572T 573T 574T 575T 576T 577T ) DUQUEmiE LICHT CCMP ANY S H ...1.. (.tf' ..l... Sl T £ ___ ... .t . J.O. No. l224l _BORING No. __ 8_54 __ TYPE Of BORING 3PI,IT SPOON LOCATION----------------- GRO:UNO --* OAT£ OAILLED Jtn'J 23, 1m 2-.JJ*-.!J OfULLEO BY AMJtiftiCAH LOGGED

• ._.r * ..._ ___ _

SUMMARY

OF BORING-------------------------------- 3:1-OVERALL SAMPlE SOIL OR ROCK DESCRIPTION > )-W£ATHERING 1.1.1 w 1-w #t.NQ :> .... ::t:u Q.I.&J U) 0 .J LIJ £L RQD :t 0 w b. UJLI.. 31 .... ,.. fiELO '-NO lEI'!' 'OIL STRATA E:JaCftii'TION; LITHOLOGY 0 0 U SO liiOO 0: Cll\ ANO f'"Ul.TING '-ND T E:lt TUI\E I J I t I dl 0: C) QtiCRJpoT*O --; ..,,.; A -19 1 CLJE MCDERATELI TO BIGHLY PLASTIC ,J-7% VERY FINE SAHD, WITH --ROU!'S, DARK lftGIN. --710-700--r-5 -----10--:. -.. -.. u----.,. -2()-§_AND, UliiFm.M, FIB/VERI FlliE, 2-,3%, MEDillM SAND, 4-8:' S!lam'Ll '1'0 H!.VUIATELI Pt..lB'J.'IC FINES; DARK n:LLCWISH W!'rH S<<1L L.AIEB.S OF CLAlEY SII:r CONI' .AI Hllii OOME ROarS. §l!J.ill., UNI.Vauc, ,J:IINE S--8% Kcm:RATELI PL&Sl'IC FIXES, LIGHT BRM, LESS TlWf 1% QR!VEL TO 0.9 INCH MAXIMW:. SAIID. 0HIPCIU(, FINE, 2-J.% F!HES, LIClHT BR<NN. ---':' -------* --------POO:U.Y llUD:W, FINE TO COARSE, 5-lO% J.!EDIUM AND COARSE SJ..ND -'(t-i:lf. GiUWL TO 1.5 IOOH MUIMIK, 3-6% SUGH'l'LI PLA.S'riC FINES, LIGHl' _ -J{ --,... gs--690--POCIU.I GRADED, FINE TO COARSE, MOSTLY FIHE AKD MEJJill(1 :5-1.0%--PRAViL TO I.O INCR MAXIMtt!, 4-8% SLIGaTLY TO MOOERA.TELI PLAS'l'IC --;.)} *----.JS----------... -------.,;. -.... ----------------_-. i'I NES. LI can Bftam. NO RECOVERY OF BCIUIO .lf 36.5 1 l. FIGURES IN BLOW or. RECOVERY COL!IHN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30,. REQUIREi:l TO DRIV! ----------------------------_, ---------------A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN FIGl1RES SHOWN OPPOSITE ROCK CO-R!:<:: m ... THE PERCENT OF CORE 2

• I 2 INDICATES LOCATION OF UNDI ST:JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-+--4 OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY. . S SlJBSCRIPT NEXT TO SYMBOL I-NDICATES SAMPLE NUI(BER. 3* + INDICATES LOCATION OF NATURAL GRO:JND WATEf t TABLE. . . 4. -ROCK QUALITY DESIGNATION.

5. U INuiCATES DEPTH &: LENGTII OF NX COlUNG RUN 1 Adl 6. DAT tJM 1 S MEAN SEA LEVEL /4(d _ BEAVER VALLEY POtiER STI.TIOH -UHr 'I' NO. 1 P,i)liqtV.AIIiL Lie&r1 COMPANY STONE & WEBSTER ENGINEE:ftiNG CQIIPORAYION A 1.2241 -GSK -11

) ) .; *' SH....l. oFJ._ SITE VALlEy PQ,Jf'B S'J'ATTON J.O. NO. 12241 DORING NO. 8,$5 TVPE Qf BORING JlfLlt S?Oillf LOCATION--------------- ELE 'Y. __ _ DATE ORILLEO JULY as, 1m DRILLED BY ____ LOGGE l ev-u.,..?..-

• ..._F.L..-

____ _

SUMMARY

OF BORING----------------------------------

c ... OVERALL S-AMPLE SOIL OR ROCK DESCRIPTION

> .... WEATH£RING J:u w lU 1-w AND >' w _j LLI Cl.w RQD 0 11.. IJJ 1.&.. "-'u.. oru >-F"II:LD AIIIO I..ABOI'IATOI\'1' TEST I'IE.SULTS; $011. SHIATA DE.I<:I'IIf'TION; 1.1 THOI..OG,V ,1\l'oiO TE:XTV,_E 0 0 t.l 50 T5 100 -' w .... I I I I I Ill a:. 694.4 -,' ---.., 690-5-----10------15-----20-----i --670 25 ---.30-----t#J --35----------------------... -----------.;... 0:: (!) .J0ti'OITifoiG,5EOOING AlolO f'AUL.TING TJONI I§__ANDt tmFOOM, FINE 2-3% ME:>ItlH AND COARSE SAND, SLIGHTLY FINES, DARK BRCWN Wll'H J-5$ GRAVEL TO 1. 2 IM::H MAXIMtJ.i. (SP) SILTY ctA!t HCDmATEl.Y PLASTIC, 2-J% VERY FINE SAND, MCII'TLED, itJ GaT GRAY AND DARK BRaiN, CONTAINING A 'llulCE OF MICA. (CH) LAR TO ABOVE. (CH) . SIMILAR TO $ #2 (GH) TO SS#2 {GH) TO s.'il2 .en) ----------------.. -----------------... Ir,TY CJ,AY. MmmAl'ELY PI.Asrrc 3-5% VERY FINE SAND..t.. DARK ]!iCUN. -CH} -END OF BORING AT 36.5' --------------------------------

1. FIGURES IN BLOW OR RECOVERY OPPOSITE SOIL SAMPLE DENOTE THE OF BLOWS OF A 140 LB HAMHE.R FALLING J0'1 REQ!JtREJ TO DRIVE A 2" 00 SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPf'OSITE ROCK CORES DENOTE THE PERCENT OF

2. 12INDICATES LOCATION OF SAMPLE. 4 ,6 HWICATES LOCATION OF SAMPLE.

OVIHDICATES LOCATION OF SAMPLING '" ,t----t WI TH NO RECOVERY. ,. NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* .,i,. INDICATES LOCATION OF NATURAL GROJND WATEf Z " TABLE. 4. ,fi9D

• ROCK QUALITY DESIGNATION, 1\ Ni!N 5. U lNiliCATES OEP'l'H & LENGTH OF NX COdiNG RUN 1 . jh 6. DAT!JM IS MEAN SEA LEVEL CJ;J BEAVER VALLEY PCWER STATION -UNIT NO., SIITPPINGPCRT, PENNSUVANIA DtQUESNE U GH'l' COW ANY ----, ITOHE 6. WEBSTER' ENGiiiiEEiltiHG COftPORATIOH 12241 -G8K-12 L I f :! h I l. I + :.r 1! -1: *_:! !, i 'i r I I. I "i i i D1JSliiiSlll LIGHT QCitPA.II SH.L OF_!_ SITE BBlDI YAI*I.J! PQWJiR STATION J.O. NO. 11700 BORtNG NO. --:;...90_1__,....._

TYPE OF BOR lNG SPLIT SPOON lOCATION GROUND E LEV. 677 .2' DATE DRILLED MARCH 13. 1974 DRILLED BY 1MJ!illiCAH Dl\n.LIE LOGGED IY_,;:F;..;::*.;..P*;...;V:..;.. ____ _

SUMMARY

OF BORING---------------------------------- > 1-LIJL&J ..JUJ l&JL&. 677.2 uvt.nALL WEATHERING AND RQD 0 u 10 la 100 I I I I I SOIL OR ROCK DESCRIPTION FIELD AND L.A&OftATOR't TEIT Rf.&ULTS* Oft .JOINTINCI.IEDDING AND Tl NO ' DEIC .. II"'TIOtil SOIL STRATA 0E5CRIPT ION; LITHOl-OGY o\NO T ElCTlJ"£ ..

,:-'VEl

• -*-n.t.u* BltOWN, CONTAINS ROOT OR TWIG FRAQoiEH'l'S 1 DAMP. -1 1 --(OL) "" --5 --670----10 -----15 ---660 --Sn.TI SUD, UNIFORM, FINE TO VDtY FINE, SLIGHTLY PLAM'IC ORGANIC FINES, DAMP, MEDIUM TO DARK BllOWN. (SM) SU.'l'Y SA.RD, MOSTLY UNIFORM, FIRE TO VPllY FINE, SLIGHTLY PLlSTIC nwf'.nn:c FINES, MOIST, MmitM TO D.ARK Bft.OWN, OCCASIORAL J>li:RRr.ttCI:

'I'O O. 75 INCHES. (::M) SILT!' SAND UNIFORM, P'INE TO VIRY FINE, 15-20,( SLIGHTLY PLlSTIC iFINES. TO WET, MEDIUM BftOWN. (SM) --...... --..., -----------WOH 20--qm.zr SllfD, UNIFORM, FINE TO VEftY FIRE, WET, MmiUM GRAY. 10-15% :NOIIPLASTIC FilES, -: --(S:M) ----25---SlNDY CLAY, SLIGHTLY PLASTIC, 20-.30'.C-VDtY FINE SAtm, FIRM, MPiliUM _ -650---12 [/; .30-----35 --33 ,.; ---40-G!tAY, SOO SMALL PEBm;JS;:JVET. (CL) SIL'l'I SAND, MOSTLY UNIFORM, FINE, NONPLASTIC FIRES, WET, MBDI'IM mtOWH, OBE 1 INCH PEBBLE. (SM) ---------------14 ,; SAND, UWIFOIIM, COAltS.E TO FINE, 1-.3% NOHPL1STIC FIRES, MOIST, MJ:DIUJ(., ---(SP) ---45--..., _, -1 32 MOSTLYlilJHJli'ORM, VD.Y COUSX '1'0 FINE, 3-5% ll)JPIAS'l'IG FINES, -6JO - MFDIUM MOWN TO KED IOM GIU.Y. -(SPJ --50-----55 --620---l.n ----------§l!m, UlfiFO!IM, VE1tY OOIPtSE '1'0 P'INE, NORPUSTIC FilES, SA.'l'DRA'l'E:D, KIDitH TO IWlK GRAY. (SP) . SlME AS ABOVE. GJU! SH&.LI 1ND OF OOltiRG AT 60.0' l. FIGURES IR BLOW OR RECOVERY OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVI --------------------A 2" OD SAMPLE SPOON 12" Oft THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE: n--,--------------------1 THE PERCENT OF CORE RECOVERED. 2

• I 2 INDICAT,ES LOCATION OF \JNDI ST URBED SAMPLE. 14 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

0VINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. J SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* -.J-INDICATES LOCATION OF NATURAL GROJND TABLE. 4-. -ROCK QUALITY DES! GNAT ION. ,41 :ll:l'm*'

5. 1J. INDICATES DEPTH &: LENGTH OF NX COiliNG Rl.JN 1 -iJBi 6. DATUM *rs MElN SU. LEVEL 1;/tH!) BOltiiG LOG 901 BKl VIJl VALLI! POVR Sft.TIOif

-On" ** 1 SIIIPPIIGPOI'r, PDNS!L VllfiA DtJQUISB LIGHT C<IIPAII STONE 6 wtiST[R ENGINEERING CORPORATION A, 11700 -asx -152 I I I .J I I f I' I i f l I I i I ) ) R'9!IPP LWfl' CCICP.liX SH_!_ o,_!_ SITE Bllml VALLI! POWD J.O. NO. 11700 lORING NO. --:.902;;.;;... __ TYPE OF' BORING SPLIT SPOOl LOCATION SBIPPIIGPOllT, PDtmL'V.lBU. GROUND ELEV. 678.3' DATE DRILLED IWtOII 15, 1971. DRILLED IY AMpir.f.! p!n.t.DG LOGGED BY --.r .....

• ...__ __ ____;,......__

SUMMAR'( Of lORING---------------------------------- %1-OVERALL SAMPLE > .... WEATHERING l&J 1&.1 t-1&.1 AND :> w a. ..... co 0 ..J "" RQD .. "" 1&.. L&JI&. )-0 o n 10 u. *oo ...J ld ..... Jllll liD a:. ---5 ---670 ---10-----15 -----3)-----25 ----650 *--30 --12,: ----35 ----640 --40-----45 ---u -::z:u 0:: "' SOIL QR RQCK DESCRIPTION fiELD AI<<) LA&OIUTORY TEIT MSULTS* IIOIL STRATA DUCI'IItT ION; LITHOLOGY OR "'DINTINO!oliEDDIN. AND F'AULTING

• ANO T£XTUI'lE OE& C 11U I' TIO APPJ\OXIMlTBLY 3.5 I 01 FILL PLlCIIl !OU.IVEL DULL, (IIJ SlMPLE) OllG&lfiC SILT, SLIGHTLY PLASTIC, FIB SAND, SOFT, DAMP, D.\lll lllOiflr, SCI4E I.OOT F'RA.(JIEN'l'S, (OL) SA.HDY Sn.T, MODBIU.TBLY

PlASTIC, FIR SlRD, SOJ'T, WET, llAltK :eJitM ,sam FIRES MlY BE OJtGlRIC. (ML) . --.... ----""" -------SILTr SllfD, UNIFORM, P"IIIE TO VEftY FINE, 20-25% SLIGHTLY PlASTIC _ J'IldS, WIT, MEDilll lltOWN. (SM) ----Sn.TI SliiD, UBIFOBM, Fm TO VERY FINE, 20-$ SLIGHTLY PLASTIC _ FilES, Wft, MEDil)( lltOWlf WITH 'l'!U.C&S OJ' MEDilM GRAY, {SM) ----QLAYII SA.ND, tnm'OBM, 1I:NE TO VEft! FINE, SLIGHTLY PLASTIC -FliES, WET, MIDitM GRAY, PIDJ&.OF !tOTTED WOOD. _ (SC) ---SAND, lllli'OIM, CODSI TO FIR, IIORPLASTIC FllBS, WET, MIDitM .--(SP) ---UNIFO.RM, FIBE, 1-3% NOHPIASTIC Fn&S, IIOIST, MEDI'II.f

!1\0WH, -ONE 0. 75 INCH PEBBLE, ----&RD, UNIFORM, FIRE, l<<)HPLA.STIC FINES, DAMP, MED!lll lltOWH. -TSP) ----§!lm, POORLY GIADBD, COA!S:I '1'0 Fm, 1-;3% SLIGHTLY PLASTIC FIRES, -DIHP '1'0 MOIST, Jmlltl( BltOWI. -630 -(SP) ---50----UID'ORM, COUSE TO P'IBE, IIONPLA.STIC FDES, SA.TtJlll'l'ED, -MEDitM GlU.Y o -----55---SAHDI GltAVIL, GAP GRADED, VIlli COAISE '1'0 Fin, l% !lJNPLlSTIC -21 11 SA'!'URATID, Mmllll{ GllAY, SAIDSTOIE ntAc;.mrTS TO l IllCH, t----t---_-t------1-----1---+-(GP) . TOP OF llOCK AT 57.5 1 ---------- .... -DD OF OO!IlfG AT 6o.O' -------..... -l. FIGURES IN BLOW OR RECOVERY COLrrMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A LB HAMMER FALLING 30" REQUIREO TO DRIVE -----------A 2" 00 SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF !JNDISTrJRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE ............

_ _. QP'INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. J SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER o M .rMA--3 * "f INDICATES LOCATION OF NATURAL GROJND WATEF 'l #Pl. , TABLE. 4o ,BgD -ROCK QUALITY DESIGNATION. tv111hli.l 5'. U. INOICATES DEPTH & LENGTH OF NX COiliNG R!JN 1 jj 1 6. DATUM. IS MEAN SEA LEVEL fM. OORIJG LOG 902 BD.VIIl VAI..LE!' POWift STATIOI UBIT BO, 1 SBIPPilfGPOltT, PBINSYLvlm DUQUESHI LIGHT CCIIPABI STONE & WEISTER ENGINEERING CORPORATION A 11700-GSX -153 ; ' . \ ' DtJQmrBD LIOB'l' CCIIPOI SH_J_ OF_l_ 5 IT E BEl VBit VAH.g POWJI S'fATlOJ J.O. NO. 11700 lORING NO. TYPE or BORING SPLIT SPOON LOCATION SBIPPIBGPO:M', PEifBSILVU'IA GROUND ELEV . ..,;;6..;..;72::..:'..:;.8 1 __ _ DATE DRILLED JWtelll9, 1974. D"IL LED IY AMIKICAI DJUIJ.JIG LOGGED BY V.:..:z*:...-----

SUMMARY

Of BORING---------------------------------' J:,_ OVERALL SAMPLE u SOIL OR ROCK DESCRIPTION > .... 'WEA THEA I NG -l&J "" .... l&J AN. ..., Xo ..J w RQD L ww &&J "-oL&.. )-FIELD AND LA.eOftiHO"'I' TE&T AE.ULTS* SOl L. S.TAATA DESCI'IP'T I DN; U TKOL.OG V o t.s son 100 Q! 0: OA ,;.No rAUL.TING ' .a.ND T£XTUI't£ I I I I I " 672 8 --670-...., ...., 5--..... --10-*, ----15-----20----25-----JO ---640 ---.35-----ao---630 ---45 -----. ,.;,--620 -------------------1 17,; )1 Jl!': SILTI SANQ. UlrD'OIIM 1 FIRE "1"0 Vllt.Y FIRE, 15-20.C SLIGHTLY PLASTIC O!lG!HIO FilES, MIDitll TO DAit.l[ EllOWI, SCI4B II.OOT Flti.GMENTS, (SM) -----SIL'l'I syD. POORLY OllADID, COlllSE TO FIRE, SLIGIITLY FDJES, SCME FINES ORGA!fiC, MPililJ( ro DAltK BR.OWJr WITH 'l'RJ.CE OF GRAY, -SILTY Sli!D, POORLY GltADBD, COARSE TO FilE, KJSTLY FDII, 10-15:C HOBPLA.STIC FIRS, REDDISH iltOW TO MF.DilM BllOWJJ, FEW PIBBLES TO 1.5 IRCHBS. (SM} -------QLAYII SAIID, JJIID'OBM, P'INE TO vmtY Filii, MODEl't!TELY PLASTIC_ FIMBS, Mm:IIttl GRAY WITH sam REDDISH IllOWI. ---SU..TI SAND, WELL GIWll!D, COAflSE TO FINE, 10-15% SLIGR'l'LI PLA.STIO -FDIBS, MEDIUM Gft&Y CIWlGIBG TO OMBGE OOT'l'OM OlfE 'l'BIIW OF !tUN, _ (SM) GRAVELLY SUID, POORLY GIWllm, COA:ftSE TO FIRE, 5-10% l<<)MPLASTIC y INJSS' MEDI'IJ( IltOWH I PEBBLES '1'0 1.5 IHCHES. (SP) UlfiFORM, :PINE, NONPLASTIC FINES, DAMP, MEDitJI lllOWif. -------------GlU. VELLY S.lliD, POORLY artA.DED, COARSE TO FINE, LESS THAN l% ROMPLASTIC Y WE'l'1 lllWil.ll GRAY-IBOWif, SCME PEBBLES TO 0.5 INCHES. ---1 RiNm' GUVEL. POOBLI CIW>ID, COARSE '1'0 mE, l<<>!fPU.STIC FIHES, SATUftATID, MBDitll FltOWN', -. ---mta.VILLT Si.HD. lmJ. GIW>EIJ 1 COARSE TO P"IME, SLIGHTLY PLASTIC -:ru.ss, WBT, MID:nll GRAY, OCHE P:IBBLES '1'0 0.5 IBCHES. . ---[ J.b -1 IGIIAVILLY SA.HD. POOftLY GIW)ml, COlRSE TO FilE, LESS 'l'H&tf 1% FIMES,-tmJ MEDitll -BllCMl, OCCA.SIORA.L PEBBLES ro 1 IMCH, C1WIGES ro: _ ::;;,._--1---- GRAY SRALE -OO'l'TQ( 4 IICHES or II.UJr, --= IrJ!tilfG AT 51.5' ------------:" ------l. FIGURES IN BLOW OR RECOVERY COLlJMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIREiJ TO DRIVI A 2" 00 SAMPLE SPOON 12 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOT& n--,-------------------1 THE PERCENT OF CORE 2 o *2 INDICATES LOCATION OF UNDISTURBED SAMPLE .* 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE

• Q[liNDICATES LOCATION OF SAMPLING ATTEMPT WITH MO RECOVERY.

SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER o

3. -f-INDICATES LOCATION OF NATURAL GROJND WATEF t 'l,VJl TABLE. .., 4. jSD -ROCK QUALITY DESIGNATION.

...._

5. l..J. !NI)ICATES DEPTH &: LENGTH OF NX COiliNG RUN t 6. DATUM* IS M.F.AB SEA LEVEL ,*yJ_ OO!tiiG LOG 90.3 Bll mt VALLE! POWill Sft TIOI -till IT II), 1 SBIPPIRGPOM', PDISIL VAJI&. DUQUBSBI LIGHT CQIPABJ STONE l WEISTER ENGIN££RING CORfiORATION A 11700 -GSI -154 ,I . !

) ) SITE aVIIt VlLLif PORI SB'!'IOI' J.O. NO. ll'700 IOfUNG No. 904 TVPE Of BORINGSPL!f SPOOl LOCATION _ GROUND E:LEY. 669.4' DATE DRILLED JUIOI 19, 19'74 DRILLED IY MII\Wl' JID.I.J!G LOGGED IY _F._.;;.;;P...;;*..;.V.;;...

---

SUMMARY

M IOR1NG----------------------------------------------------------------- {JV . I lAM"-£ WEAr::ING w RQD f; 0 u 10 1$ 110 a: I-I I I I I *f:HJ.4 -l 1 ---5--*16 ---6 6o -LO-----15---14r; --650 ----25----640 ----35-----630 --40-. ----SOIL OR ROCK DESCRIPTI*ON flltLD AND LMOR,.TOR'f TEaT flnULTS* OR .JOINTIM..EODIN8 AND f'AULTING I OltaCRI,. TIOA -SILft §AIID, MOS!LT tJXIPOIIM, Fill TO ftlli riD, SLICIITLY PU.S'l'IC !'IJIS., SCK1 FillS OllGAlfiC, Mmllll BilOW WI'l'B SCill MIDitlot -GBAY, ootm.W 1lOT'l'ID WOOD .AID !tOOT l'RlCJIBITS, MOIST. -(SM) --MilD! sn.T, SLIGJI!'LY

PLlSTIO,

PIN! SlHD, SOFT,. WE'!', MliDitii-Ea<Mt!SH GIU.Y, COJI'B.DJS PI:&m.. OF llO'l"l'll) 'l'Jij.'l' B!D '1'0 B:& -DltiVII 'l'llllOUGI .ul3)00 LB. IW!Mift. -; (ML). --Sil.'l'! SUD, POORLY CIW>ID, COlltSE TO rm, l5-20!l ROMPUS'l'IC

-FilES, WET, 11m Itll EI\OWR. ----QMVILLY Slim, . WELL <:aADED, VlltY CCJA.RSE TO FiliE, SLIGHTLY -PLASTIC !'IDS, WIT, MEDitM JllOWIIISH GRAY, SCME PEBBLES TO 1

---

SAID! (Jll'VEL, WELL G!WliD, COARSE TO FIB, WIPLA.STIC

!'IDS,- XED rtll lltOWN. --&HD, tJRIPOBM, FIRE, HORPLASTIC FDES, SATORA!ID, MmilJof lltDW!l. (SP) -------POORLY GIU.DID, COABS! TO FINE, ll>lfPLlSTIC FIHES,DAMP, _ MIDIUM IltOWH, FEW PEBII.ES '1'0 l INCH. (SP) ----POORLY GRADED, COARSE TO FINE, MOSTLY FINE, LESS THAN -ROHPLAS'l'IC FIRES, SATORAT!D, MEDitJol mowtl, FEW PEBBLES '1'0 0.5 II<<:H. (SP) ---STI.T! SAND, WELL GlW>ED,COlRSE TO JDitY FIRE, 5-10% SLIGHTLY PLASTIC. Fllf!B, VET, MEDI111 BJ\OWN CBAHGDIG '1'0 MEDitH GIU.Y OO'I"l'CC! TWO 'I'RtRDS OF RUR. (S:\0 --45 -ra §YP., OHIFORM, FIHEt SLIGHTLY PLASTIC FIBS, DAMP, MEDitl( - ____ _J_ GltAY, SCME GRAY SA.JDS'l'ONE lfRA(IIEN'l'S AT BOT'l'CH OF RUB. -45*--(SP) --620 --END OF BO!liHG AT 47.5 1 -------------------...; -1. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 11 REQUIRED TO DRIVE

• DENOTES USE OF 300 LB. HAMMER -----------------------A 2" 00 SAMPLE SPOON 12" Oft THE DISTANCE SHOWN FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n"r--, 1-------------------1 THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE I* ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE

• Ql7INDICATES LOCATION OF SAMPLING ATTEMPT
• WITH NO RECOVERY.

I J SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. u 3. 7 LOCATION OF NATURAL GROJND WATEf i* :Di. 4. ROCK QUALITY DESIGNATION

5. U. INOICATES DEPTH&: LENGTH OF *NX COiUNG arm I

6. DATOM IS MFAN SEA LEVEL 'U'1 :OORIRG LOG 904 BEAVER VALLE! POil!R STA'!'IOI

-'OBIT ll). 1 SltiPPDfGPORT, Pl!ZfNSIL VJ.Rn DUQUISRE LIGHT COOARI STONE 6 wtiSTER £NGINEEIIIN8 CORPORATION A 11700 -GSX -155 ) ' I ./ OOQUESNE LIGR'l' CCJ.!:PANY .. ) SH.LOF..l... SITE BEAVER VALLEI POWER STA.TION J.O. NO. 11700 lORING NO. 905 TYPE OF BORING SPLIT SPOON LOCATION SHIPPIHGPOR4. PRnfSILJANIA GROUND ELEV. 670.0 DATE DRILLED MARCH 20, ORtLLEO IV AMERICAN LO GGEO BY _ __:..F.:.:* P:..:.* V.:..:*:....._ ___ _

SUMMARY

OF BORING---------------------------------- ' :t.,_ OVERALL SAMPLE SOll OR ROCK DESC RIPTlON :> WEATHERING

J:o L&J w .... LLJ AND :> w ..J w O.w RQD ; 0 IL UJ lL I.&JLL. oao >-FIELD j\NO LA80FI.ATOFI.Y TEST A£iULTS; SOIL STRATA DESCfi'IPT ION; LITHOLOGY c 0 u so 1S 100 LIJ 1-0: OR .JOINTING,BEDDING AND F"AULTING A.ND TEXTUFU: I I I I I m " DE&CI"ii,.TIONa

• 670.0 ----5-----6f:iJ-10 -----15 -----650-20 -----2:5 -----640--30 -----35 -----630-40 -----45 -----620-50 ---------------------31,4 19 ,-; 16,; 22 Jlro 100/0" ORGANIC SILT, MODERATELY PLASTIC, J-5% FINE SAND, VERY SOFT, DAMP, -CONTAINS ROOT FRMIMENTS
• DARK GRAY BROWN. (OL) ----ORGANIC SILT, MODERATELY PLASTIC, 20-2:5% FINE SAND, VERY SOFT, "WET, -SGm WOOD FRAGMENTS, DARK GRAY BROWN TO BLACK. _ (01) SILTY SAND, GAP GRADED, VERY COARSE TO VERY FINE, MOSTLY FINE, 10-15% NON PLASTIC FINES, WET, MEDIUM BROWN, FEW PEBBLES TO 1 11* (SM) GRAVELLY SAND, POORLY GRADED, VERY COARSE TO FINE, 5-10% SliGHTLY PLASTIC FINESt WET, MEDIUM GRAY, PEBBLES TO 1 1/2tr. (SW) GRAVELLY SAND, WELL GRADED, VERY COARSE TO FINE, LESS THAN 1% NON PLASTIC FINES, MOIST, MEDilUM ORANGE BROWN, PEBBLES TO 1/2 11* (SW) UNIFORM, FINE, 1-3% NON PLASTIC FINES, DAMP, MEDIUM GRAYISH BROWN. (SP} -----------------------MOOTLY UNIFORM, FINE, l-3% NON PLASTIC FINES, DAMP, MEDIUM -GRAYISH BROWN t FEW PEBBLES TO 1/2 11* -(sM ---GRAVELLY SAND, WELL GRADED, COARSE TO FINE, MOSTLY COARSE, MEDIUM GRAY BROWN, PEBBLES TO l/2", LESS THAN 1% NON PLASTIC FINES. ----GRAVELLY SANDt WELL GRADEDt COARSE TO FINE, LESS THAN 1% NON PLASTIC-FINES, SATURATED, MEDIUM GRAY, PEBBLES TO ltt. ----SAND, MOSTLY UNIFORMt COARSE TO FINE, 1-3% SLIGHTLY PLASTIC F!NES, -MOIST, MEDIUM GRAY, CONTAINS 1/4 11 GRAY CLAY LAYER. ---END OF BORING @ 49. 5' ---------------------l. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIREi:l TO DRIVE A 2" OD SAMPLE SPOON 12n OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,...,,.......-r----------------------1 THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. 4 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * ......,,__---t DVINDICATES LOCATION OF SAMPLING ATTEMPT ,.t----t WITH NO RECOVERY.

• SUBSCHIPT NEXT TO SYMBOL INDICATES SAMPLg NUMBER. 3. -f=-INDICATES LOCATION OF NATURAL GRO]ND WATEI 2. '14fjJ_ TABLE. IVY 4. ago -ROCK QUALITY DESIGNATION.

M IMI1ht 5. lJ INpiCATES DEPTH & LENGTH OF NX COiUNG RUN t I)Jt 6. DATUM lS MEAN SEA LEVEL. l(..,fi BORING 100 905 BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE I. WEBSTER ENGINEEIIING CORPORATION A 11700-GSk -156 .\ / DtfQYESHE LIGHT CctiPAHY SH..!_ or..L SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 lORING N0 1 906 TY'PE OF BORING SPLIT SPOOl LOCATION ..:.P.:ENN=SIL:.:.:V.:lN:.:.:IA=------ GROUND £LEV. 4iJJ..:4 OAT E ORIL L E 0 MARCH 22, 1974 OfUL LED IY ....:AMER=:.:.:I:.:::C:AN:.:.-____ LO GGEO IY _F;..;*;.;..P.;.,. V...;."-----

SUMMARY

Of BORING-----------------------------------

c ..... OVERALL lAMPL£ u > .... WEATHERING

-l&J w ... w ,.... LrJ Xo ...J w O.w RQD L IIJ "-ILiu,. )-0 IX <:) 35 68o 9 670 13 23 45 35 ,-: 630 80 77 II SOIL QR ROCK DESC RIPTl 0 N FIELD .uiD LAeOftATORY TEaT RUUL.l'S; tOIL $TAU.t. DEICI'I,TION; LITHOLOG OR .. .t.ND ,.I'ULTING "NO TE)(TU"E Ol.CIIIIf>TIO pOORLY GRADED, MEDitJ.I COARSE TO FINE, MOSTLY FINE, 5-1CI;C SLIGHTLY PLASTIC FINJ!S, DAMP, MEDIUM moWN, ONE 1 INCH PEBBLE. (ROAD FILL) (SP) STI.Tr SAND, UNITOJM, FINE TO VERY :J'INE, 20-25% MODERATELY ..-....... .. FINES, DAMP, MEDIUM BROliN. (Sol) STI.TI SAND, SAME AS AOOVE. NO RECOVERY SILT! SAND, UNIFORM, FINE TO VJm.Y FINE, 20-25% MODERATELY PLASTIC !IDS, WET, MEDIUM BROWN. (SM) SILT! SAND, POORLY GRADED, COARSE TO VERY FINE, MOSTLY FINE, 20-25% MODERATELY PLASTIC FINES, 'WET, MEDilJM BROWN. (SM) GRAVELLY SAND, POORLY GRADED, COARSE TO FINE, 5-10% SLIGHTLY PLASTIC FINES, MOIST, MEDIUM BROWN, PEBILES TO 1 l/4 INCH. (SP) SAND, WELL GRADED,COARSE TO FmE, J-5% NONPLASTIC FINES, WET, MEDIUM mOWN, FEW PEBBLES TO 3/4 Itl!H. (SW) S!NDY GRAVEL, WELL GRADED, COARSE TO FINE, l-3% SLIGHTLY PLASTIC FINES, WET,PEBBLES '1'0 1 INCH. (SW) GRAVELLY SAliD, GAP GRADED, VERY COARSE TO FD'.E, WET, MEDIIJM BROWN, SEVm.AL SANDSTONE FRAGMmfTS TO 1 1/2 ncH. (SP) WELL GRADED, COARSE TO FINE, 5-1CI;C SLIGHTLY PLASTIC FINES,. WE'I't MEDTIM BROWN, FEW PEBBLES TO 1/2 INCH. (S'W) SAND, SAME AS ABOVE. rswr GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% SLIGHTLY PLAST FINES, WET, MID:rtnot GRAY, PEBBLES TO 1/2 INCH. (SW) MOSTLY UNIFORM, COARSE TO FINE,LESS THAN SLIGHTLY FINES, DAMP, MEDIUM GRAY, FEW SANDSTONE FRAGIENTS TO 1 1/4 INCH. (SP) GRAVELLY SAND, WELL GRADED, VERI COARSE TOOFINE, 1-'$ SLIGHTLY PlASTIC FINES, D.AHPt MEDI'I::M GRAY, PEBBLES TO 1 INCH, MOSTLY (Sil) END OF OORING AT 71.0 1 l. FIGURES IN BLOW OR RECOVERY COLU'MN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A litO LB HAMMER FALLING 30" REQUIREi> TO ORIVI: A 2" 00 SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,.-,---,--------------------1 THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. INDICATES LOCATION OF SPLIT-SPOON SAMPLE * ....._. _ __. QVINDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY, SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * .Jr. INDICATES LOCATION OF NATURAL GRO:JND WAT ... '!'ABLE. 4. -ROCK QUALITY DESIGNATION.

5'. lJ. INDICATES DEPTH & LENGTH OF NX COiUNG RUN 6. OAT UM I S HEll SEA. LEVEL BORING LOG 9Q6 BEA.VER VALLE!' POWm STATION -UNIT HO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT CCifPANY STONE l WEBSTER ENGINEERING CORPORATION A 11700-GSK -157 l PPSI!W' L!S!I CCIIPAIX SHl...of.L SITE BBA.YIIR ym.g POl!IR S'W.'IOI .1.0. NO. ___ lORING NO. __ __ TYPE or lORING SPLIT SPOOl LOCATION GROUND ELEV. DATE DRIL.L.ED MARCH 26-27, 1914 DRILLED IY AMERICAI LOGGED IY-.::.J...,,E.,..,.,.r

• .__ ____ _

SUMMARY

Of lORING---------------------------------

z:.,_ SAMPLE :> WEATHERING

&aJ "' .... "" ""* w ..J "' Q,&a.l RQD L "" I.a.. "'&a.. ,... 0 0 I.IIOliiDO .... 5 705 10 15 4 695 20 23 25 J': 31 685 30 ,-; 16 35 18 675 40 21 45 ,: 26 665 50 ,:; 22 55 32 655 60 65 70 t9 D:: c:) SOIL QR RQCK DESCRIPTION FIELD Me LA&OJIATOI'I'I' TEIT N:SULTS* 5011. STRATA DEICJIIPT ION; 011 AND ,.AUI.TINO ' ANI) TEXTUI'E OI:ICJIIP TIO SILTY SAJI!l, UNlFORM, FINE, 20-aS% lfONPLlSTIC FINF.S, DRY, CCI4PACT, MID IliM IJWlllf, (SM) CLAYEJ §AJI!l, SIMILAR TO SH /11, EXCEPT FIHFS ARE SLIGHTLY PLASTIC, DAMP, (SC) SA!fl), SAME AS SH #2. m.AYEI SA,Np, WIDELY GRADED, 10-20',f; ROUNDED GRAVEL TO 1,0 IBCH MAXIMllM, COARSE TO FINE, MOSTLY FINE, 20-25% SLIGHTLY PLASTIC CCMPACT, DAMP, Ml!llillM JJtOWN, LARGE PIECE OF WOOD, (se) NO RIDOVERY TY SAND , WIDELY GRADED, MEDillM TO FINE, MOSTLY FINE, 10-15!£ NONPLASTIC FINF.S, MOIST, CCI<<PACT, MEDillM GRAY, FEW PIECES GRAVEL, (SM) TY SAND, WIDELY GRADED, 8-1Z' ROIDIDED GRAVEL TO 1,0 INCH COARSE TO FINE, MOSTLY FINE, 10-20,£ NONPLASTIC FINF.S, STIFF, KliST, MEDIUM EROWN, TRACE COAL. (SM) UNIFORM, FINE, 3-8% NONPLASTIC FINES, CCMPACT, MOIST, MED BROWN. (SP) GRAVELLY SAND, POORLY GRADED, 5-10!£ ROUNDED GRAVEL TO 1,0 INCH MAXlMTJM, COARSE TO FINE SAND, MOSTLY FINE, J-8% NONPLASTIC FINES, CCMPACT, MOIST, MEDIUM BROWN. (SP) GRAVELLY SAND, (sr) SIMILAR TO 3#4, WITH TRACE OF COAL, VELLY SAND, SP) SIMILAR TO S #4, ,UCEPT SATURATED, SAND, SP) SIMILAR TO S #4, EXCEPT SATURATED. GRAVEfJ,y SAND, SIMILAR TO S #4, EXCEPT SATURATED AND MANY SILTY SAND LENSF.S, (SP) POORLY GRADED, 15-20!£ ROUNDED GRAVEL TO 1 ,0 INCH TO FINE SAND, MOSTLY FINE, 3-8% NONPLASTIC FINES, SATURATED, MIDillM lllQIII, l, FIGURES IN BLOW OR RECOVERY COLGMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIV! A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN, FIG!JRES SHOWN OPPOSITE ROCK CORES DENOTE 11111-------------------1 THE PERCENT OF CORE RECOVERED. 2 * *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE, ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. Hr---1 OV'INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY, SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. ), INDICATE!S LOCATION OF NATURAL GROJND WA ? TABLE. 4. -ROCK QUALITY DESIGNATION. INDICATES DEPTH & LENGTH OF NX 6, DATUM_ IS . MEAN SEA LEVEL OORING LOG 9Q7 BEAVER VALLEI POWER STATION -UNIT NO, 1 SHIPPINGPORT, PEm'SYL VANIA DTJQUESNE LIGHT CCMPANY STONE & W£1STER ENGINEERING CORPORATION A 11700-GSK-158 '! ) DUQUESNE LIGHT CCMPANY SITE BJMW ym,EY POWER STATION J.O. NO . ___ BORING NO . T'I'PE Of BORING SPLIT SPOON LOCATION _....:::SH:::IP::..:..;PIN=GPO:..:::R;:.T,&....:.P=ENN=SYL=.:'l:::AN:.::IA.::.:.._ ____ GROUND ELEV. __ _ DATE DRILLED MARCH 26-27, 1974 DRILLED BY LOGGED BY _....;;J..;;.E=.:*;.:.P.:..*

---

SUMMARY

OF BORING---------------------------------- %1-OVERALL SAMPLE u :> 1-WEATHERING -UJ LLI 1-w AND >' ... %o Q.LLI .., 0 ..J IL SOIL OR ROCK DESCRIPTION LLI RQD 1.&.1 &1.. LLI&I.. 0 0 1 r.j 1 1° 't 'jo )-..... ... ..... ID a: a: f' IELD MKI LAIIOIIA TOI\Y TEl T 1\EII.IL TS; OR AND FAULTING DEIC "lf'TIO Nl *OIL ITAATA IIEICIIIPTION; LITHOLOGY ANO TEXTI.I"E --645-70-----75-----635-80-----85-----625-90---147 --95-186 -615 -100 -o* 17 -----------------------------------., / -SAND, POORLY 3-8% ANGULAR GRAVEL TO 0.6 INCH MAXOOM, COARSE TO FINE, MOSTLY FINE, 1-5% NONPLASTIC FINES, VERY DENSE, MEDIUM !ROWN. (SP) ------..., --Sn.TI SAND, WIDELY GRJlDED, COARSE TO FINE, MOSTLY FINE, PLA.STIC FINES, VERY DENSE, MEDIUM BROWN. 10-15% NON: -(SH) --2AJill., POORLY GRADED, COARSE TO FINE, MOSTLY FINE, FINES, VERY DENSE, MEDIUM BROWN. 1-5% NONPLASTIC-: (SP) SAME AS S #13. GRAVELLY SAND 1 WIDELY GRADED, 15-25% SUBROUNDED GRAVEL TO 1 .1 MAXlMUH, COARSE TO FINE, MOSTLY FINE, 10-15% NONPLA.STIC FINES, ymy DNE'3E, GREENISH IROWN. (SP) ---------INCH----GRAVELLY SAND, POORLY GRADBD, 15-25% ROUNDED GRAVEL TO 1.0 INCH -MA.XlMllM, COARSE TO FINE, MOSTLY FINE, 1-5% NONPLASTIC FINES, VERY -DENSE, GREENISH IROWN. (SP) -TOl! SJ ROCK AT 96.0 1 -NO RECOVERY -ENDOOE OORING AT 100.0 1 -----------------------------------l. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING )0 11 REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" Oft THE iHSTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE 1111r-------------------..J THE PERCENT OF CORE 2 * *2 INDICATES LOCATION OF UNDI ST'JRBED SAMPLE 4 r6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE: H---1 OV'INDICATES LOCATION OF SAMPLING ATTEton'T WITH NO RECOVERY. I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 1[ ). INDICATES LOCATION OF NATURAL GROJND WATE* ft---4

• TABLE. --4. -ROCK QUALITY DESIGNATION.

5. 1.J. INuiCATES DEPTH & LENGTH OF NX COiliNG RUN Iilii 6. OAT liM IS MElN SBA. LEVEL . WfU1 OORING LOG 907 BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT 1 PENNSYLVANIA DUQUESNE LIGHT COO'ANY STONE l WEBSTER ENGINEERING CORPORATION A 11700-GSX-USA

) ) DUQUESNE LIGHT COMPANY SITE BEAVER VALLE! POWER STATION J.O. NO. _ _.11=.7....,00=--- BORING NO. 908 , TYPE OF BORING SPLIT SPOQV LOCATION GROUND ELEV. 718.5 7/£.5 DATE DRILLED MARCH 28-29, lnt DRILLED BY LOGGED BY _ __...J&..,e..__ ____ _

SUMMARY

OF BORING---------------------------------- > 1-::r:l-w w 1-w _. w O..w w LL WLL 0 '711\ -" ----5-----10 -----15 ----'"". -,, V7V b7U 20-----25 -----30 -----35 -----40 -----45 -----50 -----55 -----6o -----65 ------ILL SAMPLE WEATHERING "ND LoJ RQD IL )-0 U SO T!!IIOO I-I I I I I 101 79 P'3 15 30 ,r; 35 ::r:C) D: C) SOIL OR ROCK OESC RIPTI 0 N FIELD II.ND L"BORATOAY TEST 1\E.IIULTS; Oft ..IOINTING,BEDDING "ND f"AULTING SOIL STAAT A ION; Ll THOLOGV "NO TEXTURE CUTTINGS -SILTY SAND, WIDELY GRADED, COARSE TO FINE, MOSTLY FINE, 30% NONPLASTIC TO SLIGHTLY PLASTIC FINES, COMPACT, DAMP, MEDIUM -BROWN, SOME WOOD AND ROOTS, (Sol). -GRAVELLY SAND, POORLY GRADED, 25-30% ANGULAR GRAVEL TO 1.0 INCH MAXIMUM COARSE TO FINE SAND, 5-10% NONPLASTIC FINES, VERY DENSE, DAMP, LIGHT BROWN, (SP). GRAVELLY SAND, SIMILAR TO S#l EXCEPT 15-20% SUBANGULAR GRAVEL TO 1.2 INCH MAXIMUM, (SP). GRAVELLY SAND, WIDELY GRADED, 10-15% SUBANGULAR GRAVEL TO 0.8 INCH MAXIMUM, COARSE TO FINE SAND, MOSTLY FINE, 5-101 NONPL.ASTIC VERY" DENSE, :MOIST; l'mJ)ItDI BROWN, {SP)

• GRAVELLY SAND, SIMILAR TO S#3 EXCEPT DRY, (SP). ---------------------. -GRAVELLY SANJ;l, SIMILAR TO S#3 EXCEPT 15-25% ANGULAR GRAVEL TO 1.1 _ INCH MAXIMUM, (SP). _ QI!.AVELLy rSAND, WELL GRADED, 10-20'£ ANGULAR GRAVEL TO 0.9 INCH 'OOAijSE TO .FINE SAND, 3-S% NONPLASTIC FINES, MOIS't, VERY J)ENSE, MEil!uM BROWN, ( SW). -------SAND, POORLY GRADED, 10-15% SUBROUNDED GRAVEL TO 0.8 INCH -iGitiiUM, CQARSE. TO FINE SAND, MOsrLY FINE, 3-8% NONPLASTIC FINES, -11m DENSE, MOIS't, MErliUM BROWN, (SP). ---SANDY GRAVEL, POORLY GRADED, ROUNDED TO 1.2 INCH MAXIMUM, 30-35% -COARSE TO FINE SAND, MOsrLY FINE, 3-8% NONPLAsric FINES, VERY DENSE, -SATURATED, DARK BROWN, (GP). --

-SAND, WELL GRADED, 3-8% ROUNDED GRAVEL TO 0.6 INCH MAXIMUM, COARSE -:: TO FINE, 1-5% NONPLAsriC FINES, COMPACT, DARK BROWN, (Sol). GRAVELLY SAND, POORLY GRADED, 30-40% ROUNDED GRAVEL TO 1.2 INCH MAXIMUM/COARSE TO FINE SAND, MOSTLY COARSE, DENSE, DARK BROWN, POCKETS OF ORGANIC SILT, (SP). SILTY SAND, WIDELY GRADED, 1-5% SUBANGULAR GRAVEL TO 0.9 INCH MAXIMUM, COARSE TO FINE SAND, MOSTLY FINE, 15-25% NONPLASTIC FINES, COMPACT, MEDIUM BROWN, ( SP), GRAVELLY SAND, POORLY GRADED, 10-15% SUBANGULAR GFAVEL TO 1.0 INCH MAXIMUM, COARSE TO FINE SAND, MOSTLY FINE, 5-lO% NONPLASTIC FINES, DENSE, DARK BROWN, (SP). UNIFORM, FINE, 25-30% NONPLAsriC FINES, DENSE, MEDIUM 11 (Sol) * -----------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE

• DENOTE USE OF 300 LB HAMMm A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE r-'lr----,r--------------------t THE PERCENT OF CORE RECOVERED.

2 ** 2INDICATES LOCATION OF UNDIST:JRBED SAMPLE. 1 4 r6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. H--i OVINDICATES LOCATION OF SAMPLING ATTEMPT , .. WITH NO RECOVERY. , .. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. INDICATES LOCATION OF NATURAL GRO:JNo TABLE. 4. -ROCK QUALITY DESIGNATION.

5. U INDICATES DEPTH & LENGTH OF NX COiUNG RUN I i/A, 6. DATtM IS MEAN 'WP :OORING LOG 908 BEAVER VALLE! POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYIWIIA DUQUESNE LIGHT COMPANY STONE l WEBSTER ENGINEERING CORPORATION A ll700 -GSK -159 " I "

) ) ) DUQUESNE LIGHT COMPANY SH..l... S TE BEAVER VALLEY POWER STATION I ---------------------- J.O. NO. 11700 BORING No. TYPE Of BOR 1 NG SPLIT SPOON LOCATION GROUND EL E V. _.?u,l 5:.... DATE DRILLED MARCH 28-29, 1974 DRILLED BY AMERICAN LOGGED BY __ JP _____ _

SUMMARY

Of BORING---------------------------------- _vv1 <l l ....... DI r: SOIL OR ROCK DESCRIPTION > ::z:._ --..._ WEATHERING

Z:C) lLI lLI ._l.LI "MD w ...J Q,l.LI a.. !I; lLI RQO lLI La. l.LILI.. >-FIELD AND Lilli OR II TORY TEST RE IULTS; SOIL $TAATII ll£5CFIIPT ION; Ll THOLOGY 0 0 u 5015100 1-0: DR liND fiiULTING "NO TEXTURE I I I I I C) 71S.S --650 --70 -----75 -----80-----85 --

S SILTY SAND, SAME AS 3#13, (SM) I SKIP GRADED, COARSE AND FINE, MOSTLY FINE, 1-5% NONPLASTIC FINES, 1-5% NONPLASTIC FINES, DENSE, MEDIUM BROWN, (SP). SAND, SAME AS 3#15, ( SP) * --------------------SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 1-5% NONPLASTIC -FINES, VERY DENSE, DARK BROWN, POCKETS OF SILTY SAND, (SP), __, 630 -----1 ...J 90---167 'i: -SILTY SAND, DARK BROWN, UNIFORM, FINE, 10-20% NONPLASTIC FINES, VERY DENSE, -FEW SEVERELY WEATHERED GREEN SANDSTONB: FRAGMENTS, (SM). ---95 -TOP OF --12 3" §ANW PLASTIC, 10-20% FINE SAND, VERY DENSE, -MEDIUM GRAY, ( CL) , WEATHERED SHALE? --620 --.. 95-100 1 -GRAY SHALE IN WATER RETURN --100 20 NO lW.iUVJ!;I fOP OF ROCK AT ""' no --END OF BORING AT 100.0* -------------------------*----------1, FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB FALLING 30" TO DRIVB

• DEIDTE* S USE OF 300 LB HAMMER. ----------------------------* ------A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ri--,-------------------1 THE PERCENT OF CORE RECOVERED.

t ... l---4 2, *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. BORING LOG 90S ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. OVINDICATES LOCATION OF SAMPLING ATTEMPT I ,.1---4 BEAVER VALLEY POWER STATION -UNIT NO. 1 WITH NO RECOVERY. 1* SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE SHIPPINGPORT, PENNSYLVANIA NUMBER. 3, y INDICATES LOCATION OF NATURAL GROJND WATEJI"il----4 DUQUESNE LIGHT COMPANY TABLE. 4. J19D -ROCK DESIGNATION, STONE l WEimR ENGINEERING CORPORATION 5". U INDICATES DEPTH & LENGTH OF NX COiliNG RUN i'IAOJ £ 6, DATUM IS MlWl r.-r.wr. 11700 -GSK-159A ) ) ) DlJQUESNB LIGHT CM'ANY SH..L OF_!_ SITE B&lVIR VALLEr POWm STATIDN J.O. NO. 11700 lORING NO. 909 TYPE OF BORING SPLIT SPOON LOCATION __ SB_ll'P...;.._IHGPO __ R_T..:..,_P_ER_N_SYL_VAH_IA _____ GROUND ELEV . ....;6:.:.7.=.0:.:.*7_ 1 __ _ OAT£ DRILLED APRIL 17, 1974 DRILLED IY AMERICAN LOGGED

SUMMARY

OF lORING----------__;,.---------------------- x...,. OVERALL lAMPL£ u SOIL OR ROCK DESCRIPTION > WEATHERING -UJ LaJ "". ..... Xo ..J O.w RQD CL I&J UJLL. >-F IELO AHO LABO"A. TOP.Y TE* T M. TS* SOIL &TitATA DEaCitiPT ION; t.ITHOLOGY 0 0 tl so 'h 100 a:: 0: Oft .JOINTING.:.ar.ooute AND rt.UL Tl NG ' ANO

I I I I l 0 DE5CIUI"TIO I I Win '7 670 -5 .I ---5 -----66o -10,; ---15 --191'

---20--SILT! SAID, UNIFORM, VERI FINE, SLIGHTLY PLASTIC FINES, DAMP, MIDIUM DARK EROWN, SCME FINES ORGA.NIC, SOME ROCl'r FRA.(J{EHTS.

_ (SM) SANDI SET, SLIGHTLY PUSTIC, 20-30% VERY FINE SAND, VERY SOFT, MEDIUM BROWN WITH SCME RJDDISH BROWN AND GRAY. (ML) SD..TY SAND, MOSTLY UNIFORM, FINE TO VERY FmE, 25-30% SLIGHTLY PLASTIC FINES, WET, MEDIUM BROWN CHANGmG '1'0 MIDIOM DARK GRAY, OOT'l'CM 1/3 OF RUN. (SM) -----..,. ..... ------SU.T! SAND, MOSTLY UNIFORM, FINE, SLIGHTLY PLASTIC FINES, -WElt MEDIUM GRAY, FEW PEBBLES TO 1/2 meR. -(SMJ . ---650 ---liNIFORM, FINE, 1-J%. NONPLASTIC FINES, DAMP, MIDIUM BROWN. -SAND, TSPT* -----25 -SAND, SAME AS SS #5. (SP) CHANGING AT APPROXIMATELY 26.0 1 TO; -GRAVELLY SAND, WIDELY GRADID,COARSE '1'0 FINE, 3-5% SLIGHTLY PLASTIC --FINES, WET, MEDIUM GRAY-BROW, PEBILES TO 3/4 INCH. ------30----*--640 -14 ,-; GRAVELLY SAND, WELL GRADED,COARSE TO FINE., NONPLASTIC FINES, WETr MEDIUM GRAY-BROWN, PEBELES TO 3/4

---

35-----40-630 -----SA.ND, MOSTLY UNIFORM, FINE, 1-a% NONPLA.STIC FINES, SATURATED, MEDIUM GRAY-BROWN.

{SP) GRAY &NPSTONE, VERY WEATHmED, 20-25% MEDIUM GRAY SAND. -I -----------45---GRAVELLY SAJD, WELL GRADED, TO FINE, NONPLASTIC F ...... MOIST, MIDIUM GRAY, PEBBLES TO 1/2 INCH, SCJ.IE SANDSTONE (SW) ---so--.;;;;; 620 -----55----------------too 11 END OF OORING AT

1. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 11 REQUIREi:>

TO DRIVE -----------------------A 2 OD SAMPLE SPOON 12 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n-1--------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UNDISTTJRBED SAMPLE 1 4 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE

• e-t---1 017INDICATES LOCATION OF SAMPLING ATTEMPT
• WITH NO RECOVERY.

S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. M l(:ML. ). -!-INDICATES LOCATION OF NATURAL GRO:JNo WATEf l '.lf'_j)__ TABLE. 'f' .._.,. 4. a90 -ROCK QUALITY DESIGNATION. h/74-5. IN0ICATES DEPTH & LENGTH OF NX COiUNG RUN 1 Dl 6. OATOM IS MEAK SEA LEVEL OORING LOG 909 BEA vm VALLEI POWER STATION -UNIT NO. l SHIPPINGPORT, PENIISYL VANIA DUQUESNE LIGHT CCHPANY STONE l WEBSTER ENGINEERING CORPORATION A 11700 -GSK -l-60 ) DtTQUBSJ! LIGHT CQ(P'ANI SH...!. Of....!,.. SITE e.m VAJJ,IJ' POMP, SD'tiQI J.O. NO. 11700 BORING No. 910 T't'PE Of BORING SPLIT SPOOl LOCATION ----'SB ... ____ GROUND ELEV. 669.0' DATE DRILLED APRIL L8. 1974 DRILLED IV -=AMER:=:::.:ICA.==.,H ____ LOGGED BY _F...;;*..;..P..;...V....;.. _____ _

SUMMARY

OF BORING----------------------------------

I: . OVERALL SAMPLE > ..... WEATHERING lLJ L&J o.W ... ND w ..J L&.t wlJJ RQD D.. liJ u.. >-ou. Q u so 11100 1-I I I I I Ill a:. 6J.Q.o --5--- ----15----650--20-----25----640--30-----35--23,..: --u -Xo a: 0 SOIL OR ROCK DESC RIPTlO N FIELD AND LA&OAATOR'I' TEST RESULTS; SOIL DESCIIIIPT ION; UTHOLOGV OR

... ND f"AULTING ... ND TEXTUf'£ 01:5CIIlii'TIO a SILT! SAND, UNIFOHM, FINE TO Vl!RY FINE, SLIGHTLY PLASTIC _ FINES, SQoiE ORGANIC, MOIST, MEDIOM DARK BROWN, SCME ROOT FRAGMENTS. _ . (SM) --SU.TI &Nl), UNIFORM, FINE TO VERY FINE* 30-35% SLIGHTLY PLASTIC -FINES, SCME ORGANIC, MOIST, MEDIUM DARK BROWN, SCME ROOT FRA<:MI!liTS, _ PIECES DF RO'I"l'm> WOOD AT OOTTOM OF RUN. (SM} SILTY SAND, UNIFORM, FINE TO VERY FINE, SLIGHTLY PLASTIC FINES, WET, DARK GP.AY TO BLACK, SOMI COAL. (SM) ---------SILTY SAND* MOSTLY UNIFORM, FINE TO VERY FINE, 10-15% NONPLASTIC _ FINES, WET, MEDIUM BROW WITH '.mACE .OF ORANGE IROWH, PEBBLES TO _ 1 INCH AT OOTTa!: OF RUN. --SAND, UNIFORM, FINE, LESS THAN 1% NONPLA.STIC FDJES, MOIST, MEDIUM -BROWN, FEW PEBBLES TO 1/2 INCH AT BOTTOM OF RUN. _ (SP) ----GRAVELLY SAND, WIDELY GRADED, VERY COARSE TO FINE, 10-15'.'( NONPLASTIC. FINES, WET, MEDIUM BROWN, PEBBLES TO 1 1}4 INCH, SCME SANDSTONE _ FRAGMENTS. -GRAm.LY SAND, SAME AS SS #6. {sw) SAND, MOSTLY UNIFORM, FINE, LESS THAN 1% NONPLASTIC FINES, DAMP, MEDIUM GRAY, FEW PEBBLES TO 1/2 INCH. (SP) -_, -------630---40-----45-----50---------------------51 lltlra lQQ 11 rSP'1' SAME AS ABOVE. SAME AS ABJVE, LAYER OF SILTY SAND AT :OOTTOM OF RUN WITH SCME GRAY CLAY. (SP) END OF BORING AT 49.5 1 1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRElJ TO DRIVE -------....., -----------..., -----------A 2" OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n---,:--------------------1 THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF rJNDIST:JRBED SAMPLE. 14 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * ...._.. _ __. QJ?INDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY.

5 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. t;i1 3 * ..J-INDICATES LOCATION OF NATURAL GROJND WATEli!'l ';1,(/JI .-RllUNG LOG 9l0 BEA.VPR VALLEt F'OWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESHE LIGHT COMP AN! TABLE. 4 * .!!)lD -ROCK QUALITY DESIGNATION. hi STONE l WEBSTER ENGINEENING CORPORATION ). u INuiCATES DEPTH & LENGTH OF NX COiUNG arnr A 161 6 '"'" 11700 -GSK -* DAT IJM IS MEAN SEA LEVEL r;... T l ) Dl!QUESlfE LIGHT CCMPANY SH.!_ OF_.!_ SITE BEAVER VJ.Ll.II POWEll STATIIB J.O. NO. ___;;1;;.;;;1..:..700;:;.;;.. ___ lORING NO. __ 9 1_1_ TYPE Of BORING SPLit SPQQB LOCATION

• GROUND ELEV. 683 c'<*B 3 OAT E ORIL lED APRU. 19
• 1974 DfttllE D IY LOGGED BY _F ._P_. v_. _____ _

SUMMARY

OF BORING----------------------------------

a:...,. OVERALL SAMPlE u > .... WEATHERING

-LaJ 1.&1 .... I&J , .. w l:c -I LLI Q.UJ L l&J &&.. w .... >-Q a: eo 9 680 mo 2 66o 22 ,.7 650 23 Jl"s 34 22 630 SOIL QR ROCK DESCRIPTION FIELD MD LA&OI'A.TOAY TE&T R£.ULTS* oJOINTINGAIEDDIN8 ... NO f'AULTII'oiG

• SOIL aTRATA, CEICJt"T ION i Ll AND TEXTUIII.E.

DE&Cftlf'TIO )[)DERATELY PLASTIC, 15-20!' FINE SAND, VlmY SOFT, DAMP, 11'1.1111.1 LIJI1"l £1l1*V111'1 wiTH SOME ORANGE mOWN, S<ME ORGANIC * (SW) SAME AS ABOVE. SAME AS AOOVE. GAP GRADED, VERY COARSE TO FINE, 3-5% SLIGHTLY WET, MEDilM BROWN, PEBBLES TO 3/4 INCH. ___ UN ... :_.IFORM, FINE, LESS THAN 1% NONPLASTIC FINES, MOIST, MEDIUM BROWN, sw POORLY GRADED, VERY COARSE TO FINE, MOSTLY FINE, HONPLA.STIC FINES, MOIST, MED IllM GRAYISH IROWN, PEBBLES TO 4 JllCH. WELL GRADED, COARSE TO FINE, 5-lD::' SLIGHTLY PLASTIC FINES, t MEDillM GRAY BROWN, FEW PEBBLES TO 3/8 INCH. (SP J WELL GRADED, MED:rtM TO FINE, 3-5% SLIGHTLY PLASTIC FlllES, Ml!DitM GRAY. (SPJ l. FIGURES IK BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING )0 11 REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n--,--------------------1 THE PERCENT OF CORE RECOVERED. 2 * *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--+---1 QVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. -!:-INDICATES LOCATION OF NATURAL GROJND WAT " TABLE. 4. -ROCK QUALITY DESIGNATION.

5. it INDICATES DEPTH & LENGTH OF NX 6. DATtJM IS. MEAN SEA LEVEL EORnlG LOG 9U BEAVER. VALLEY POWER STATION -UNIT NO, l SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT CCMPANY STONE l WEBSTER ENGINEERING CORPORATION A. 11700-GSK-62 SH..L OF_L DIIQUBSNE I TGHT ccwpucr SITE BEAVER VALLEY POWER STATION J.O. NO.

BORING NO. __ 9_1_2 __ TYPE OF BORING SPLIT SPOON LOCATION GROUND ELEV. _7.:..:1=0.:....9:....__ __ OA T E ORIL L E 0 ,...,

---

ORil l E 0 IY

____ _ LOGGED BY ___ ____ _

SUMMARY

Of BORING ------------------------------------ XI--OVERALL SAMPLE u SOIL OR ROCK DESCRIPTION > WEATHERING

I:o w w "ND ; ..... Q.. _. w O.w RQD w LL l.LILL .>-FIELD AND LA.BORA.TOAY TEST R.EtoULTS; 1>011. STRATA. OESCFt!PTION; LITHOLOGY 0 I-0:: Oft .JOINTINQ,BEDDING AND f""ULTING AND TEXTUfllE 0 Z.l 50 l5 100 I I I I I co a=. (!) 710.9 710 --5_ --DIE&C TID NS SILTY SAND, TRACE OF GRAVEL TO 1.25 INCH MAXIMUM, UNIFORM, FINE, 20-30% NONPLASTIC FINES, COMPACT, DAMP, BROWN MOTTLED WITH !ELLOW BROWN, ( SM)

• TOP 7" SILTY SAND, POORLY GRADED, MEDIUM TO FINE, MOSTLY FINE, 10-15% NONPLASTIC FINES, LOOSE, DAMP, BROWN, (SM). BOT'l'(Jot 7" CLAYEY SAND, 25-35% POORLY GRADED, COARSE TO VERY FINE, --------MOSTLY VERY FINE SAND, SLIGHTLY TO MODERATELY PLASTIC GRAY TO PINK --10-CLAY, LOOSE, DAMP, GRAY BROWN, (SC) TRACE OF GRAVEL TO 0. 50 INCH MAXIMUM IN SAMPLE. --700 ----CLAYEY SILT, SLIGHTLY PLASTIC, TRACE OF MilliUM TO FINE SAND, FIRM, _ ---15 --lJ ---690 -15 ---25 -BROWN TO GRAY BROWN, (MC). SANDY SILT, SLIGID'LY PLASTIC, 10-15% COARSE TO FINE SAND, Fia-t, DA.HK GRAY. SILT, NONPLASTIC, 3-5% GOrutSE TO FINE SAND, FTRM,BROWN, (ML). ---------------n,r GRAVELLY SAND, 15-20% SUBROUNDED GRAVEL TO 0. 75 INCH M...UIMUM, POORLY_ -GR.WED, COARSE TO FINE, MOSTLY FINE, SA.ND, 8-12% NONPLASTIC FIW...S, _ COMPACT, SATURATED, LIGHT BROTtiN, (SP-SM). ----JO --600 --21 ,r SANDY GRAVEL, SUBANGULAR GRAVEL TO l. 5 INCH MAXIMUM, J0-40% POORLY _ ---35 -----40 -17 " GRADED, COA.RSE TO FINE, MOSTLY FINE SAND, J-8% NONPLASTIC FINES, COO'ACT, SATURATED, LIGHT BROWN, (GP). SANDY SILT, NONPLASTIC, 10-15% VERY FINE SAND, FIRM, LIGHT BROWN, (MS-ML). ---------670 -GRAVELLY SAND, 10-15% SUBROUNDED GRAVEL TO O. 50 INCH MAXIMUM, POORLY_ -GRADED, COARSE TO FINE, MOSTLY FINE SAND, 8-12% NONPLASTIC FINrn, _ LOOSE, SATURATED, LIGHT BROWN, (SP-SM). --45 -----50 -6fiJ ---------------------GRAVELLY SAND, SIMILAR TO ABOVE. GRAVELLY SAND. SIMILAR TO S#9 EXCEPT 15-20% GRAVEL TO l.O INCH MAXIMUM, :5P-SM). END OF BOH.lOO A'l' 51. 5' 1. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRE!>

TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. ----------------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTK ,....,r--r----------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF SAMPLE. 1 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

QVHIDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. INDICATES LOCATION OF NATURAL GRO:JNo WATEf: l TABLE. 4. -ROCK QUALITY DESIGNATION.

5. U INOICATE3 DEPTH &: LENGTH OF NX COi.UNG RUN 11Jn 1 6. DATUM* IS MEAH SF.& LEVEL 1/J#/ OORIIfG LOG 9l2 BEAVER VALLEI POWER STATION-UNIT NO. 1 SHIPPINGPORr, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE WEBSTER ENGINEERING CORPORATION A ll700-GSK-63 DUQUESNE LIGHT COMPANY SITE BEAVER VALLEY POWER STATION J_O_ NO. ll700 BORING No_ 913 TYPE Of BORING SPLIT SPOON LOCATION SHJPPINGPORT, PENN'iYI:VANH GROUND DATE DRILLED APRIL JO. 1m DRILLED IY .-AMERJ.......,."""""'CANAIL-----

LOGGfO BY JW

SUMMARY

Of BORING------------------------------ OVERALL SAMPLE > 1-x ..... WEATHERING LLI w ._w AND ; w _, L&J Q.w RQD IL w lL UJLL o*u )-__JDl&J I--c 0 z.s so l5 100 10 << 1 I l I I l'725.6 10 ----720 -19 ---10--12 ---u :X: C) Q: C) SOIL OR ROCK DESCRIPTION FIELD AND TE& T RESULTS; SOIL. STAATA OESC!t!PT ION; UTHDL.OGY OR o,IOINTING,BEDOING ft,.NO F"AULTING "'-NO TElCTUI'IE Dlt&CRIPTIONS SILTY SAND, UNIFORM, VERY FINE, SAND, 30-40% NONPLASTIC FINES, lOOSE, DAMP, BROWN, ( SM)

• CLAYEY SAND, POORLY GRADED, COARSE TO VERY FINE, MOSTLY VERY FINE, -----SAND, 10-15% NONPLASTIC FINES, 15-25% MODERATELY PLASTIC FINES, -DAMP, COMPACT, BROWN, (0.1 11 LAYERS OF YELLOW AND GRE.ill CLAY, -ALTERNATING WITH 0.1 1-0.3* SILTY SAND, (SM-SC). --. -TOP 4" SILTY SAND UNIFORM, VERY FINE SAND, 25-JO% 3LIGIITLY PLASTIC FINES, COMP.i.CT, MOIST, BROWN, (SM). -OOTTOM 12'1-SAND, GAP GRADED MEDIUM :lND VERY FINE, M00'TLY VERY FINE, -.3-5% NONPLASTIC FINES, COHPACT, DAMP, LIGIIT BROWN, (SP) TRACE OF ____. MEDIUM SAND. -lS--TOP 7" SILTY SAND, UNIFOEM, VERY FINE SAND, 15-20% NONPLASTIC FINES, i7lO -----20-----8-12% MODERATELY PL'.STIC FINES, LOOSE, DAMP BROWN WITH GRAY -CLAY, (SM). -OOTTOM ll" -SAND, UNIFORM, VERY FINE SAND, J-8% NONPLASTIC FINES, -LOOSE, DAMP, BROWN. TRACE OF BROKEN GRAVEL FRAGMENTS TO 0.75 INCH -MAXIMUM IN SHOE, ( SP). _ SANDY GRAVEL, ANGULAR GRAVEL TO l. 5 INCH MAXIMUM, POORLY GRADED, COARSE TO FINE, MOSTLY SAND, 3-8% SLIGHTLY PLASTIC FINES, VERY DENSE, MOIST, LIGHT BROWN, (GP). ----25-SANDY GRAVEL, SAME AS ABOVE, (GP). -700 ----30-----690 35 -----40 -----45 -&80 --25 22CA' 44 SANDY GRAVEL, ANGULAR GRAVEL TO 1.25 INCH MAXIMUM, 25-35% POORLY GRADED, COARSE TO FINE, MOSTLY FINE, SAND, 3-8% NONPLASTIC FINFS, COMP .<tCT, DAMP, LIGHT YELLOW BROWN, ( GP) * !GRAVELLY SAND, 10-15% .:>'UBRDUNDED GRAVEL TO 1.0 INCH MAXIMUM, !POORLY GRADED, COARSE TO FINE, MOSTLY FINE, ::lAND, 5-8% NONPL.*STIC

!FINES, COMPACT, SATURATED, LIGHT BROWN, (SP). 13r ATTEMPT -NO IID::OVERY -1.4' PIECE OF GRAVEL LODGED IN SHOE. ,GRAVELLY SAND, 10-15% ANGULAR TO SUBRDUNDED GRAVEL TO 1.25 INCH IMA POORLY GRADED, COAHSE TO FINE, MOSTLY FINE SAND, l-3% IJ'jUlU'_ C FINES, DENSE, DAMP, LIGJIT BROWN, (SP). NO R.ECOVERY. I GRAVELLY SAND -SAME AS SAMPLE #10 EXCEPT 30-40% GRAVEL TO l. 0 -----------------------INCH MAXIMUM, (SP). --ISANDY GRAVEL, ANGULAR TO SUBROUNDED GRAVEL TO 0.80 INCH MAXIMUM 98 ffi-1.0<! POORLY GRADED, COARSE TO FINE, MOSTLY FINE, SAND, .3-8% -.... 1 ....... ....A. C FINES, VERY DENSE, MOIST, GRAY BROWN, MOTTLED WITH BROWN _ -- --END OF OORING AT 51. 5' ---------------l. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIREil TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE iHSTANCE SHOWN. -----------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE

2. 12 INDICATES LOCATION OF UNDIST:JRBED SAMPLE. I* r6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--t>------t OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH KO RECOVERY.

SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3.-&. INDICATES LOCATION OF NATURAL GROJND WATEf:l r TABLE. 4. -ROCK QUALITY DESIGNATION.

5. U INOICATES DEPTH &. LENGTH OF NX 6. DATUM IS MEAN SEA LEVEL Mah/N COiUNG RTJN I ViJ OORING LOG tl) BEAVER VALLEY POWER STATION -UNIT N(). 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE.

LIGHT COMPANY WEBSTER ENGINE:£1111N8 CORPORATION A 11700-GSK-64 DUQUESNE LIGHT COMPANY SH...L SITE BEAVER VALI.EI' POWER STATION J.O. NO. 11700 BORING No. ---'=914=-- TYPE or BORING SPLIT SPOON LOCATION SHIPPINGPORT, PENNSYLVANIA GROUND ELEV. ------DATE DRILLED APRil JO, 1974 DRILLED BY AME1UCAN LOGGED BY __

SUMMARY

OF BORING------------------------------------

J:._ OVERALL SAMPLE ::> ...... WEATHERING w w t-w "'ND U) :> w _.J w n.w RQD 0 Q_ L&.l LL. WLL. o*u >-c o Z.S SO lS 100 1 I I I I ID 0:. _, l4 1 -< --5-22 ,.2 ----10-----15 -----20-----25-31 ----30 -----35 -53 rs ----40 ---45 ----50 -32 lilt ----55 ----------------u :l:C) Ct: C) SOIL OR ROCK DESCRIPTION FIELD AND LA.I!!)ORA.TORY TEST RESULTS; SOl\. STRATA 0E5CI'IPT ION; LITHOLOGY OR .JOINTING.

B-EDDING AND f'"'UL T I NG ,.,,..0 TEXTURE OE5CRIP'TION& SILTY SAND, MOSTLY UNIFORM, VERY FINE, 20-25% SLIGHTLY Pk\STIC FINES, SOME ORGANIC, DAMP, MEDIUM BRO'WN WITH GRAY, 1 l/4" SLAG PEBBLE, (SM). ---SILTY SAND, MOSTLY UNIFORM, FINE TO VERY FINE, 10-15% NONPL,\STIC -FINES, DAMP, MEDIUM BROWN WITH 3:JME BLACK, CONTAINS ROOT AND TWIG -FRAGMENTS, --SILTY SAND, WELL GRADED, COARSE TO FINE, 10-15% NONPLJ.STIC FINES, -DAMP, MEDIUM BROWN WITH SJME GRAY AND BLACK, { ::1-1). -GRAVELLY SAND, PCOIU..Y GRADED, VERY COARSE TO VEHY FINE:, 15-20% NONPLASTIC FINES, DAMP, MIIDIUM BROWN, LAYERS OF VARIED SILT AT TOP OF RIJN, PEBBLES TO 1 11 , (SP-SM). SAND, Whl..L GH.ADJ<.:U, COARSE TO v:::NE, J-5% NONPLISTIC FINES, s,*Jm LIGHT TO MEDIUM BROWN, FEH PEBBLES TO 3/4 11 , (SF). -------------SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, DAMP, MEDIUM BROWN"; FE'..! PEBBLES TO 3/4 11 , ( SP) * ----GRAVELLY SAND, lflELL GRADED, COARSE TO FIN!:, l-NONPLii.STIC FINES, -MOisr, MEDiill1 TO DARK BROWN, PEBBLES TO 1/2", HDSTLY SANDSTONE -FRAGMENTS, PI&::E OF WEATHERED GRAY AT OOTTOM OF RUN, (SP} ._ GRAVELLY SAND, SAME AS ABOVE, PEBBLZS TO 1 1/4 11 , (SP). GRAVELLY SAND: SAME AS AOOVE, (SP) SAND, UNIFORM, FINE, 5-10% NONPLASTIC

FINES, MEDIUM BROHN TOP l/3 OF RUN, (SP-SM), CHANGING TO SAND, WELL GRADED, COARSE TO FINE, LESS THAN 1% NONPLASTIC FINES, MOIST, MEDIUM BROWN, PEBBLES TO 1/2 11* -----------------SAND, UNIFORM, FINE, 5-10% NONPLASTIC FINES, HET, MEDIUM BROWN, (SP)-:" -.mD OF IDRING AT 50.0' -------------------l. FIGURES IN BLOW OR RECOVERY COLryMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIREiJ TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTK ,....,---,r-----------------------1 THE PERCENT OF CORE RECOVEREJ.

2. *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--1----4 OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. ). -&-INDICATES LOCATION OF NATURAL GROJND WATEli l ... TABLE. 4. -ROCK QUALITY DESIGNATION.

5. 11 INuiCATE3 DEPTH & LENGTH OF NX 6. DAT lJM

• IS MEAN SEA LEVEL "

COLliNG RUN I :OORING WG 914 BEAVER VALLE! POWER STATION -UNIT NO. 1 SHIPPINGPORT, PDINSILV ANIA OOQUESHE LIGHT GOMP ANY STONE & W£1STER ENGINEEitiNI CORPORATION 11700-GSK-65 t') SH...!. WQ'D'W rmm: 000'!7 SITE BIAUR V.t.LI&r lO)IIIl 8T.ttiOI J.O. NO. 11700 lORING NO. __:.9..:.:15;.__ TYPE Of BORING SPLIT SJOOa LOCATION--------------- GROUND ELEV. _'..;;.;68;..:;6..:...*8;....t __ _ DATE DRILLED J1JD 7, 19'74 DRILLED IY .&MBRICD LOGGED

---

SUMMARY

OF BORING-----------------------------------

I: I--OVERALL SAMPLE u SOIL OR ROCK DESCRIPTION

> ..... WEATHERING -l:C) w liJ ..... l&J AND en :> w Q.LaJ IL .J I.Lt RQD :1:18 "" LL l&Ju.. g ""' )-FIELD AND LA&OI'lATOAY TE*T RESULTS; &OIL :!>TAATA OESCFtf,T ION; LITHOLOGY 0 0 Z.S Sft U IDO a: Oft ANO FAULTING ... ND T£XTUI'lE I l i I I m a:. " OE&Cfii.I,TIO & st --------s-s,.. --** l<<lDERA't'!LY PLAS!IC t VIR! Pill SAID, DAHl BBOWR 9 -68o-------10---SIL!'I SAID, UNIFOBM, VERr nn, lllDEIU.!§.I PLAS!IC !'II!8, DAii -BROWB. --(SM) ---15--Jlr -11 !&Jm,, lJIIIIJOBM, l'IU, LJSS TBllf )% MEDIUM AlfD COARSE S.AltD, S-'1% riN!S-; 670 --YELLOWISH BROWN. --(SP) -I --20---4 !i!*SS SJ.I!D, tnfD'ORM, VER!' PIBE, SLIGM'LI TO lllDERA.'l'ELY PLASTIC -PII&9, YELLOWISH BBOWR. -{SO) -6 m.gq SAHD, SIMILAR TO SS 14. 660 -*-*-----30-Jr -37 GRA.!ELLI SAID, POOM.Y GRADED, PillE TO COABSE, MOSTLY MEDIUM AND -COARSE, 10-15% GRAVEL TO 1. 9 OOH MA.XIMtJM, 4-6% FilES, LIGHT BROWH. -(SP) -3S --27 §!Im., tJNU'ORM, FINE, LESS THAN 4'/. MEDIUM SARD, FINES, LIGHT 650 --BROWN. -(SP) -22 SIMILAR TO ABOVE EICEPT S>>!PLE COII'UIBS GRAVEL TO 2.0 -IICH MlliMDM. --4S -- GRAVEL, 10..15% PIHE !0 640 -21 POOm.Y GRADED TO 1. 9 IICH HUIMilM, -COABSB SAND, J'IB!S, LIGHT BJIOOf. -(GP) Jlfo -24 S.l ...... GRA.VIL' POORLY GRADED TO 1.75 OOH HAliMUH, 12-18% FINE TO PQ.&.RSE SAND, JIJSTLY FIR!, riDS, l&HT YELLOWISH BROWI. -(GP) --S:S --S8 tJNIPO.RM, nRB, LmS THAN 41 MEDIUM AJfD COARSE SAND, 8-12% 6JO --EL '1'0 2.0 MAIIMtJM, Ll!SS 'tHAN 5% l'IIES, BLUEISH GRAY. (SP) --60 -UHIPOBM, P'Itu:,

SAID, GRAVEL TO 1.75 IJCH -, 2-.4$ PIE, BLUEISH GRA.I. (SP) -100/2.5!.... SHALE PRAGM!H'l'S AT BO'l'!OM OJ.i' SHOE ' END 07 BORIIIl 62.4 1 -------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING .30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN .* -----------------*-------------------

---

FIGLJRES SHOWN OPPOSITE ROCK CORES DENOT& ,......---,r----------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF ONDIST!JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * .....,....__---t OVINDICATES LOCATION OF SAMPLING ATTEMPT :st----t WITH NO RECOVERY.

SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* ..L INDICATES LOCATION OF NATURAL GROJND WATEE 2 "' TABLE. 4. -ROCK QUALITY DESIGNATION. OF NX COiUNG RUN t l BORING LOG 915 BEAVER VALLEr POWER S'l'A!ICIN -UBIT NO. 1 SBIPPI!I;POR!, PDJSYLVAlfiA DtJQUISME LIGHT COMPANY STONE WEBSTER ENGINEERING CORPORATION A 11700 -GSK -66 1. I r ) ) ) npgnr ... c;NE UGH"' COMPANY SH_:L Of....!. S 1 T E BMVIR Vij.t.p PO\iJt STATIOI J.O. NO. 11700 I! OR I NG NO. _.:9;..;,1.;.,6 __ .&..4';-1 z.. TVPE OF BORING SPLIT 8.1()()1 LOCATION--------------- GROUND ELE9 . __ _ DATE DRILLED J1JD 7, 1974 DRILLED IY .AIIDliCO LOGGED BY

---

SUMMARY

Of BORING---------------------------------- 686.2 680 -670 -650 -630-620-l: ..... 1--w Q.L&J Wu. 0 ----5-----10-----15-----20-----25-----30-----35 -----40-----45--' ...., ...., -so-----55-----60-----65------OVERALL. WEATH£RING AND SAMPLE :> fl) 0 l.aJ RQD Q u so 11100 cr. I I I I I 13 28 52 52 85 100 13 -SOIL OR ROCK DESCRIPTION Fl E LD MfO I.AeO Fl. AT 0 A't T E 8 T AE S.UL TS* OR .JOINTING.&EDDING AND r"UL.TING 1 DI:I.C .. If'TION$ 601 L STRATA OESCA'fPT ION; LITHOLOGY 1\ND TEXTUI\E SILTf snp, UI'IPORM, VERI PillE, 1Cl-15J MODDIATIU PLASTIC PilES, DARE !IW'tllf. (SJI) --..... _,j --.;.. ------OlfllORM, PilE, 3-5J DDitll AliD COARSE SAID, 4-6<J. FDO:S, "n!!'.t.n&L ISH JmOWI. -(SP) m.qn syn, UJili'OliM, PDE TO VERt :rm, MODEIU.TELI PLASTIC FIRIS, IBLLOWISR lltCMr, (SC) --------S&JDJ ClAVA, POORLY GRADED '1'0 2.5 IBCS MAXlMtll, FDIE '1'0 -COARSE SAIID, MOSTLY SLIGHTLY 10 MODERATELY PLASTIC fllOWlf. (GP) POORLY CJW>BD 1 PIIE TO M!n!1JI, 1o-12:& (lll.VEL !0 1,9 DICB iiUiMlll, 4-?J FilES, DAR! lllaiH. (SP) ----..... --POORLY GRIDED, PilE !0 MEDD, 6-9% CIU.VEL !0 0.9 DICH MU::.=., 3...6J 'FIIfES, DARI lltOWJ(

• _ (SP) --------§Am, Ullll'Olll, rno:, 4-7J M!Ditll sum, S-7% SLICBTLY PLASTIC PIRES, -DARI EROWlf. -(Q) ---UIIPORM, J'ID, NEDI111 Sl!ID, LESS 'ftWI 1._ GRAVEL !0 2.0 -INCH HAXIMtl(, LISS THAI 5. Fill'S, BLUEISH GRAY, --ME.. lJlllPOIII, FIB, 3-5--MID:nll AID (I)ARSB SliD, 2-1$ FIDS, ELUEISB ClllY. (SP) am, SlH:ndR ro ss #11. -Ol :OORIIG A'f 64.8' -----------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A litO LB HAMMER FALLING JO" REQUIRED TO DRIVE A 2" 00 SAMPLE SPOON 12tt OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,-,---,---------------------1 THE PERCENT OF CORE RECOVERED.
• 2. 12 INDICATES LOCATION OF ONDISTURBED SAMPLE. 4 ,6 INDICATES*

LOCATION OF SPLIT-SPOON SAMPLE .......... 017INDICATES LOCATION OF SAMPLING ATTEMPT .1---.. WITH NO RECOVERY. .

• SOBSCHIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* INDICATES LOCATION OF NATURAL GROJND WATEf l 1' TABLE. 4, -

QUALITY DESIGNATION.

5. U INDICATES DEPTH & LENGTH OF NX COiliNG RUN /J 1 6. DATUM IS MEAN SEA LEVEL . fld, :OORDG LOG 916 BRVIR V.W.II POWER ST.l!'IOI-tJII'f 10. 1 SHIPPIIGPORT, PEDSIL VUIA. D1JQU1811 C<ltPAI! ITON£ l W£1STER ENGINE:EIIIHI CORPOfiATION A ' 11700 -GSJ: _ 67 'I

) ) / DUQUESNE LIGHT COMPANY SH..L OF_1_ SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BOR lNG No. TH-1 TYPE Of BORING SPLIT SPOON LOCATION __ ___ _ GROUND ElE V. 675.9 OATE DRILLED MARCH 29-JO, 1974 DRILLED BY ___ _ LOGGED BY J .E.P,

SUMMARY

Of BORING-----------------------------------.X 1-OVERALL SAMPLE u* SOIL OR ROCK DESCRIPTION > WEATHERING -\&.1 laJ t-w AND ;> w 3:e> ..J l&J a..w RQD ; 0 Q.. w ..... UJ11. >-FIELD "NO LA80P.o\TOP.'1 TE&T AES.ULTS; 5011. $TAA.TA DESCFUPT ION; LITHOLOGY 0 0 t.S SO lS 100 _,o t-a: OR .JOINTINGN&EDDING AND rAULTING -'N 0 T£: )(TU"E I I I I I Ill (!) DEICfii.IPTIO I 675.9 ----5-670 -----10-----15-6t!J ----20--135 ---25-650 ------12 ---30-----35-640--21 ---40--"" --630 -* ....... -27 45----50--23 -------------,1 NO RI!X::OVER Y SILTY SAND, WIDELY GRADED, MEOIUM TO FINE, MOSTLY FmE, 10-20% -NONPLASTIC FINES, LOOSE, DARK BROWN. -(SM) --,SILTY SAND, UNIFORM, FDIE, 15-20% NONPLA.STIC FINES, LOOSE, DAMP, _ I DARK BROWN. -(SM) --STI.TY SAND. WIDELY GRADED, 10-15% ANGULAR GRAVEL TO 0.8 DlCH MAX--1MIJM, r.nA.R!=:.F. TO FINE SAND, MOSTLY FINE, 15-20% NONPLA.STIC FINES, -VERY DENSE, DAMP, GREENISH BROWN. _ (SM) --GRAVELLY SAND, WIDELY GRADED, 15-25% ANGULAR TO ROUNDED GRAVEL TO-1.0 1NCH MAXJMUM, COARSE TO FINE SAND, MOSTLY FINE, 5-10$ IF INES, C01;{P ACT, SATURATED, DARK BROWN. _ (SP) --SAND. POORLY GRADED, 3-8% SUEROUNDED GRAVEL TO 0.7 INCH MAXJMUM, -f'.nAR.Cl."R TO FINE SAND, MOSTLY MEDIUM, 1-5% NONPLA.STIC FINES, C<J.IPAC'l';- DARK BROWN. --TOP 14 INCHES: UNIFORM, MEDIUM, COOACT, BROWN. (WASH?) -(SP) -BOTTOrr 4 INCHES: SILTY SAND, WIDELY GRADED, 3-8% ROUNDED GRAVEL TO -0.8 INCH MAXIMUM, COARSE TO FINE SAND, MOSTLY FINE, 10-15% !FINES, COMPACT, MEDIUM BROWN. _ (SM) -SAND. POORLY GRADED, MEDIUM TO FINE, MOSTLY FINE, 1-5% NONPLASTIC -CCMPACT, MEDIUM BROWN. -(SP) -SAME AS .SS. #8. (SP) SAND. S!ME AS ss #8. [\'SF) -----------rroP 5 Dl'CHES: Sn.TY SANDt UNIFORM, FINE, 10-15% NONPLASTIC FINES, - MEDIUM BROWN. (SM; -620 _ 7 11

• it1U1"1\JII 2 INCHES: 1IGHT GRAY SHALE , 0° BEDDING,SEVERELY WEATHmlm.

.:::::-:.-,.-.:':.:: .. _

':,.""*******-*****"'" ..::.::;::-'

__ . *.*** =:: 55-_ OE BORING AT 56.6' _ -----------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING ,3.0 11 REQUIREIJ TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,....,-....,--------------------1 THE PERCENT OF CORE RECOVERED. 2 ** 2INDICATES LOCATION OF tTNDIST'JRBED SAMPLE. 4 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. 1-+---l Q[7INDICATES LOCATION OF SAMPLING ATTEMPT .1----1 WITH NO RECOVERY.

• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* INDICATES LOCATION OF NATURAL GROJND WATER 2. . TABLE. 4. -ROCK QUALITY DESIGNATION.

5

• lj. INDICATES DEPTH & LENGTH OF NX COiHNG RTJN 1 1 .zn* 6. DAT!JM 1 S MEAN SEA LEVEL 'II BORING LOG TH-1 BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PBNNSYL VANIA DUQUESNE LIGHT COOANY STONE 6 WEBSTER ENGINEERING CORPORATION 11700 -GSK-4 DUQUESNE hiGH! COOAHI SH.L oF_L SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 lORING No. m-2 TYPE OF BORING SfLIT SPOQB LOCATION SHIPPINGPQRT, PWSYLVANIA GROUND ElE V. 676.$-;;...__

__ DATE ORtLLED MARCH 30-APRIL 2,1974 DRILLED BY AMERICAN LO GGEO IY _ ___;J:::..::*:.:E:.:.P:..:.*----.

SUMMARY

OF BORING-----------------------------------

c OVERALL SAMPLE u SOIL OR ROCK DESCRIPTlON

> 1-WEATHERING -._;I-Xu L&J 1.&1 Q.w A-ND w ..J 1.&1 CL. [!" ,8 lLiliJ RQD I.&J ..... >-FIELD A.ND LABOI'tATOR" TE.&T RESULTS; liOI\, STAAT A DEICRIPT ION; l.l THOL.OGY eLL. 0 tl 50 11 100 ...... 0: OR .JOINTINGt:i8EOOING ,\NO f"I\ULTING AND TEXTUI'lE I I I I I <!>> 676.5 ----5--67o-----10-----15--660 ------20---13 --650-25--19 ---30 ---12 --35--64o----40 --17 ,; ---45-----50 -----{.?n 55-= §' --6fJ-----------Dl5C:ftiP.TIO I NO RECOVERY ll) RECOVERY SILTI SAND, WIDELY GRADED, MEDIUM TO FINE, MOSTLY FDIE, 15-2.0% NONPLASTIC FINES, VERY LOOSE, SATURATEDt DARK BROWN, MANY WOOD PIJOOES, FEW CLAY POCKETS. {SM) . ORGANIC SILT,. NONPLASTIC, 20-Jo.£ FINE SAND, vmtY SOFT, m.ACK, 0 SMELL, ROOTS AND FIBERS. (OL) -_!Ill -----...., -------*-----SANDI GRAVEL, POORLY GRADED, ANGULAR TO ROUNDED TO 1,1 INCH VMAJ.& "(JM(Jl!IJ 25-35% COARSE TO FINE SAND, NONPLASTIC FINES, COMPACT, BLACK _ AND BROWN, OILY SM:l!LL. {GP) SANDY GRAVEL, SlMILAR TO SS #5, EXCEPT NO BLACK OB. .On.Y SMELL. fap) --------POORLY GRADED, 5-10,£ ROUNDED GRAVEL TO 0.8 MAXIMUM, -COARSE TO FINE SAND, MOSTLY FINE, 1-5% NONPIASTIC FINES, CCJ.!PACT, -DARK BROWN. (SP) ---NO RECOVERY -GRAVELLY SAND, SIMILAR TO SS 117, EXCEPT l 0-20% ROUNDED GRAVEL -TO O. 9 INCH MAX.lMUM. -(SP) -STI.TY SAND, UNIFORM, FINE, 15-.20.' NONPLA.STIC FINES, CCMPACT, -LIGHT BROWN. -(SM) ---WW. GRADED, COARSE TO FINE, 3-B:' NONPLASTIC FINES, C<l4PlCT;- DARK BROWN. (SW) SAND, SAME AS SS #11

• rswr TOP 8 INCHES: §!1!1, SA.ME .AS SS #11. (SW) BOTTCM 2 INCHES: LIGHT GRAY SHALE, HIGHLY "WEATHERED.

END OF BORING AT 56,7 1 -------------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12 11 OR THE iHSTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOT&* n---,r-------------------1 THE PERCENT OF CORE RECOVEREJ. 2 * *2 INDICATES LOCATION OF UNDISTTJRBED SAMPLE. 1 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

• 3 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3
• INDICATES LOCATION OF NATURAL GROJND WATEf It TABLE. 4. -ROCK QUALITY DESIGNATION.

5'. lJ. INuiCATES DEPTH & LENGTH OF NX COiUNG RlJN '1 [ :,-,, 6. DATUM IS MEAN SEA LEVEL BQRIIG LOG TH-2 BEA.vm VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PERNSYLVARIA DUQUESNE LIGHT CCMPANY STONE & WEISTER ENGINEEftiNG COitPORATtON A 11700 -GSK -5 ) ) DUQUESNE LIGHT CCMPANY SH .!._ OF 2._ SITE BEAVER YALLEY POWER STATIQN J.O. NO. 11700 lORING NO. 'l'H-3 TYPE OF BORING SPLIT SPOON LOCATION _ ..... ____ GROUND ELEV._6:.1.l76".-'-7--- 0ATE DRILLED MARCH 30, 1974 DRILLED BY AMERICAN LOGGED IY_F;....;*-.P-.v ..... ____ .....__

SUMMARY

Of BORING---------------------------------- x,_ OVERALL. SAMPLE > ...... WEATHERING l&J "" ,t-taJ AND .... .J w RQD .. i&J 1.1. w ..... >-0 0 U. SO liiOO i{ I I I t I ffif..? ----5--670----10-----15-----20-----25--650 -------.30--10 ,-: ---35-----40---15 --45--a: <:) SOIL OR ROCK DESC RIPTlON FIEL.D NtO LAI)Of'ATOA't TE& T RUUL.TS 0 OR AND F'AULTING SOl L. STRATA DESCRIPTION t LITKOLOGY AND TEXTURE DE&Ct'I"TIO & -GRAVELLY SAND, POORLY GRADED, COARSE TO VERY FIRE, DAMP, Mmi1Jl mowN, PEBBLES TO 1 1/2 INCH (FILL), 3-5% HPNPLA.STIC FINES. -(SP) --GRAVE[,LY SAND, POORLY GRADD>, COARSE TO VERY FINE, NO!fPLAS.TJ;O. FINES, WET, MIDIOM Em.OWN, FEW PEBBLES TO 1 INCH. _ (SP) -..., --SP.TY SIJID, UNIFORM, FilfE TO VDtY FINE, 10-15% lf'ONPLASTIC FINES, -MEDilM IROWN,. TRA.CE OF COAL. _ (SM) --SANDY SU.T, MODERATELY

PLlSTIO, VERY FIRE SA.ND, VERY SOFT, -

DARK GRA.Y TO BLACK, HIGH COAL CON'I'ENT.

---

NO RECOVERY.

--SILTY SAND, WIDELY GRADED, COARSE TO VERY FINE, 10-15%-SLIGHTLY 'ro _ MODERATELY PLASTIC FINES, WET, DARK GRAY CHANGING TO MEDitM GRAY. _ -SANDY GRAVEL, WIDELY GRADED,COARSE TO VERY FINE, 5-10% SLIGHTLY ':':..> -PLASTIC FINES, WET, MEDitH GRAY-BROWN, PEBBLES TO 1 1/4 INCH. -(GP) --MIDI GRAVEL, GAP GRADED, COARSE TO FINE, NOHPLASTIC FINFS, - MID IUM BROWN, PEBBLES TO 1 INCH. -(GPJ -NO RECOVERY. §Ym,, UND'ORM, MEDIUM TO FINE, LESS THA.N 1% NONPLA.STIC FINES, MOIST, MEDIUM BROWN. (SP) --------GRAVELLY SAND, UNIFORM, COARSE TO MIDIIJ(, LESS 'l'HA.N 1% HONPLASTIC _ FINES, WET, MFDIUM GRAY-BROO. (SP) ---POORLY GRADED, COA.RSE TO FINE, MOSTLY FINE, 1-3% FIHES, SATURATED, MEDitM BROWN, FEW PEBBLES TO 1/2 INCH. -630--31 (SP) -----so-GRAVELLY SANP, WELL GRADEl, COARSE TO FINE., 1-3%-NOBPLASTIC If WET t MEDitM BROWN, PEBBLES TO 1/2 INCH. _ -----55-620 ------60------------100/0! §!BQ, UHIFORM, MEDIUM TO FINE, LESS 'l'HAli 1% NONPLA.STIC FDIES, WET, MIDIUM BROWN, 1/2 INCH GRAY CLAY SEAM REAR OOTTGI OF RUN. _'l'Qf_ OF ROCK AT 57.0 1 END OF OORIBG AT 58.0' 1. FIGURES IN BLOW OR RECOVERY COL!JMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" TO DRIVI ----------------A 2" 00 SAMPLE SPOON 12" oa THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,-,---,r---------------------1 THE PERCENT OF CORE RECOVERED. 2

• I 2 INDICATES LOCATION OF UNDIST:JRBED SAMPLE. 1 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * .....,._---4 0VINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

3 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. 4 INDICATES LOCATION OF NATURAL GRO]ND WATEf l r TABLE. .fi9D -ROCK QUALITY DESIGNATION. 5*o J.l. INUICATES DEPTH & LENGTH OF NX COiliNG RUN, i>>i 6. DATlJM IS MF.\N SEA LEVEL U,/_ B?JJRG 1.00 '1'8.3 BEA.VER VALLE!' POWER SBTIOH -UliiT 10. 1 SHIPPIB'GPORT t PER!fSIIAWfU . DUQUFSJB LIGHT CCIIPAH! STONE 6 WEISTER ENGINEERING CORPORATION A 11700-GSK-6 ) ) ) DUQUESNE LIGHT CCHPANY SH....L or_l_ SITE BEAVER VAI.t.EY POWER STATION J.O. NO. 11700 BORING No. 'ni-4 TYPE OF BORING SPLIT SPOON LOCATION __::SH;:,;IPP=.::..=IN.:.;:GP:..;O::;:R::.:.T.a..* GROUND ElEV. 676.0 OAT£ DRILLED APRIL 10-11, 19'74 DRILLED BY AMmiCAN LOGGED BY J.P.D./F.P.V.

SUMMARY

OF BORING----------------------------------- 676 .. 0 X.,_ t-LLI Q.UJ ""&.a. Q ----5-----10-----15-6f:iJ ****-----20-----25----JO-----j5-----40-----45-630 -----50-----55----60-----------7 ,1 3 ,2 37 5.3 47 .31 57 SOIL OR ROCK DESCRIPTION f"IELO AND LABOI\ATORY TEaT RE&ULTS* Oft .JOII'tTINC\!._8EDDIN6 AND f,_ULTING ' TIO"I lOlL. ST.ATA OEICFtiPT ION; LITHOLOGY AND TEXTUP\E -----SILTY SAND, WIDELY GRADED, COARSE TO FINE, 6-8% GRAVEL TO 7/8 ANGULA.Rt 15-2Ql COARSE SAND, SLIGHTLY PLASTIC, DARK EROWN WITH BL!CK ORGANIC STREAKS, DAMP TO MOIST. --CLAYEY SILT t SLIGHTLY PLASTIC, 10-W FINE AND MEDIUM SAND, VERY -SOFT, 20-.3(1,& MODERATELY PLASTIC CLAY WITH SCME BLACK ORGANIC,. m.AI"lK '1'0 BROWN. (MH) ----NO RmOVERY *--NO RECOVERY SANDY CLAYEY SD..T, SLIGH'ILY TO MODERATELY PLASTIC, 15-2CJ.C FINE -SAND, 15-fi SLIGHTLY PLASTIC CLAY, ROOTS, vmY SOFT, BLACK STREAKS, BLACK TO BROWN. -(ML) -SANDY CLAYEY SILT, SAME AS ABJVE. _ {ML) --WELL GRADED, COARSE TO FDE, 5-10Jt NONPLASTIC FI!fES, MOIST,-MliDIUM GRAY BROWN, FEW PEBBLES TO l/2 lllCH. -(SW) ---POOm.Y GRADED, COARSE TO FINE, MOSTLY FINE, LESS THAN 1:( -NONPLASTIC FINES, MOIST, MEDIUM BROWN, FEW PEBBLES TO 1 INCH. -(SP) ---GRAVELLY SAND, WELL GR.A.DED, VERY COARSE TO FINE, 5-l{J_J; NONPLA.Buc FINES, WET, MEDIUM BROWN TO GRAY, PEBBLES TO 3/4 INCH, -(SW) ---GRAVELLY SAND, WELL GRADED, vmY COARSE TO FINE, J-5% NONPLASTIC -FINES, WET, MEDIUM mOWN, PEBBLES TO 1 INCH, SOME SANDSTONE FRAG--MENTS. -(SW} ---GRAVELLY SAND, POORLY GRADED, VERY COARSE TO FINE, MOSTLY FINE, CESS THAN t% NOBPLASTIC FINES, IU:UST, LIGHT TO MEDIUM GRAY-BROWN, -PEBBLES '1'0 1 INCH. -(SP) ---§Am!, WEEL GRADED, COARSE TO FINE, 1-3% SLIGHTLY PLASTIC FINES, _ WETt MIDI'I:M GRAY-mtOWN. -MOSTLY UNIFOHMt MIDIUM TO Fm, LESS THAN 1% NONPLASTIC FINES, WET, MED IlM BROWN. SHAT.R : Dl l.ll'l. 1 DJCH OF END OF BJRING AT 57.0' -----------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 1'+0 LB HAMMER FALLING 30" REQUIRELl TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE 2 * *2 INDICATES OF tJNDISTrrRBED SAMPLE. : 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---t DVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. -=J.- LOCATION OF NATURAL GROJND WATEF 2 4. -ROCK QUALITY DESIGNATION. 5'." lJ. INDICATES DEPTH & LENGTH OF NX CO!UNG RUN, t i

6. DATtJM IS MEAN SEA LEVEL 'f'J.d._ ' OORING LOG TH-4 BDVER VALLE! POWER STATION -UNIT 1(6. 1 SHIPPINGPORT t PINNSYL VANIA DUQUFSNE LIGHT CCMPANY STONE l wtiSTER ENOINEEI'ING CORPORATION A 11700-GSK-7 .. ; I

') DIJQUESNE LIGHT CCMPANI SH_L Of.....l SITE .BFAVER VALLEI; PQWER STATION J.O. NO. 11700 BORING NO. -='l'H=-.....:5;..._.._ TYPE OF BORING SPLIT SPOON LOCATION _____ GROUND £LEV. __ _ DATE DRILLED APRU. 15, 1974 DRILLED IY --AMER=-I-CAH--.... ____ LOGGED BY.....=.J.:.;;.P;,:..D::;.;*::..,._ ____ _

SUMMARY

OF BORING---------------------------------------------------------------- J: OVERALL SAMPLE !::!/ SOIL QR ROCK DESCRIPTION > .... ..... ,_ WEATHERING laJ I&J o..W AND > ..... en 0 ..J I&J &A.Jw RQD L lAJ u. ,... FIELD AND LA&OI'A TOf\Y TE& T fii.Et,uL TS; eLL 0 u 10 11100 _. &U a: = .JOINTINGia6£DDING AND F'"ULTING lOlL $TAATA .. IPTION; L.ITKOL.OGY I I I I I m AND TEXTUA.!. (!> *c:fUI"TIO a if16 .. o ----5-(//0 -----10-----15-660 -*-------20-----25-650 -------30-33 ,.8 ----35-640-----40-40 ----45-101 630-----50-70 ----55-78 620-----6o-----------PUSHED COBBLE (FRCM 5'-10') ------...,. SANDY sn.T, SLIGHTLY PLASTIC, 8-12% GRARL TO 1.75 INCH -DIAMETER, SUB-ROUNDED, FDfE SAND, VERY SOFT, DARK BROWN, -LESS THAN REDDISH CLAIEr MATERIAL, TRACE OF ORGANIC MATTm -THROUGHOUT, SMALL ROOTS. (W.e.H. -KEPT SINKING) --TOl-12 INCHES:SANDI Sn.T, SAME AS ABJVE, NO GRAVEL. _ (ML) OOTTOM 6 INCHES: BLACK ORGANIC SA@Y SILT, SLIGHTLY PLA.STIC, FINE SA.ND, VERY SOFT, BLACK, SMALL ROOTS, ORGANIC <ln.Y SMELL. -(ott) --QR"I(¥JiQD1 WIDELY GRADED SAND, COARSE TO FlNE, 8-1:;$ GRAVEL TO_ 1. INCH MAXIMUM DIAMETER, SUB-ROUNDED, 20-.3(},( SLIGHTLY PLASTIC FINES, MOIST, BROWN BLACK, ORGANIC MATERIAL THROUGHOUT. -(SP-OL) ---GRAVI!LLY SAND, WIDELY GRADED, COARSE ro FINE, 10-15% GRAVEL TO 1.4-INCH MAXDmM DIAMETER, SUB-ANGULAR, 20.-25% COARSE SAND, SUB-ANl'.TlT.A.R 10-15% NONPLASTIC FINES, CCMPACT, MOIST TO SATURATED, SEPARATE _ DARIC.'IELLOW AND DARK GREEN COLORS,On.T SMELL. {SP-sw) --GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE, 15-2<1$ GRAVEL TO --1,4 INCH MAXIM'IDl DIAMETER, SUB-ROUNDED TO ANGULAR, 15-20% FINE -UNIFORM SAND, 8-12% NONPLASTIC FINES, MOIST, DENSE, MEDIUM SWWN, ...;. on.Y SMELL. (SP-SW) PUSHED BOULDF.R -HAD TO TRI-CctfE THROUGH -------GRAVELLY SAND, WIDELY GRADED, COARSE ro FINE, 15-20;( GRAVEL TO -7/8 INCH M\XIMOM DIAMETER, SUB-ROUNDED TO ANGULAR, 2(1/, COARSE qawt'l.7 AHGU'LAR, ANGULAR FINE TO MEDitJM SAND, LESS THAN 'JI, NONPLASTIC _ FINES,DAMP, DENSE, LIGHT IJlOWN, On.Y SMPLL. _ (SP-SW) Y,, POORLY GRADED, COARSE TO FINE, 1 PIECE OF GRAVEL, 1.4 INCH -DIAMETER, SUB-ROUNDED, 15-25% COA.RSE TO Ml!DitlM SAND, FINE SUB-ROUNDED SAND, LESS THAN 5% NONPLASTIC FINES, DAMP, VERI D*SEr LIGHT moWN, On.Y SMELL. -(R) --wmELY GRADED, COARSE TO FINE, 1 P IEOE-OF GRAVEL, 1 7/8 INCH DIAME'.l'm, ANGULAR, 1(},( EOARSE SAND, DAMP, VERY DENSE, LESS -THAN 5% NONPLASTIC FINES, ROUNDED AND SUB-ANGULAR MEDIUM SAND, -MIDitl! BROWN, On.Y SMELL. -(SP-sw) -URD'ORMLY GRADED, FINE SAND, LESS THAN 5% Ml!DIUM SAND, DAMP, VERY DENSE, LESS THAN 1/J NONPLASTIC F:mES, LIGHT mOWN, TRACE OF COAL, On.Y SMELL. (SP) END OF OORIHG AT 57.5 1 -----: ------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING .30" REQUIREi> TO DRIVE A 2" 00 SAMPLE SPOON 12n Oft THE DISTANCE SHOWN FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE RECOVERED. 2 ** 2 INDICATES LOCATION OF UNDIST!IRBED SAMPLE 4 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE

• t--t---t 0VINDICATES LOCATION OF SAMPLING ATTEMPT
• WITH NO RECOVERY.

S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. y INDICATES LOCATION OF NATURAL GROJND WATE" t TABLE. *r 4. ,!l9D -ROCK QUALITY DESIGNATION 5. 1J. INDICATES DEPTH & LENGTH OF

• NX CO.iUNG RUN 6, DATUM IS MEA.N SEA. LEVEL /{g , OORIHG LQQ l'B-5 BEA.VER VALLEY POWER STA1'Iml-::1JIT!*'BO.

!1 SHIPPINGPORT, PIN!lSIL VANIA DUQlJESNE LIGHT CCHPANY STONE l WEBSTER ENGINEERING CORPORATION A 11700 -GSK -8 ' \ ) DUQUESNE LIGHT CCMPANY SH ....!._ or_.!.. SITE BEAVER VALLEY POwml STATION J.O. NO. _11_7_00 ____ BORING NO. m-6 TYPE Of BORING SPLIT SPOON LOCATION _SH=IPP;;;.;;...;;IN;;.;;;..;;;;GP;..;;O.;.;R.;;.;T,r;....;;..PENNSIL==;....;V.;;.;;;lN;.;.;;IA=------ GROUND ElEV. 676 a DATE DRILLED APRn. 16, 1974 DRILLED BY _AMm __ I_C_:AN _____ LOGGED ay_J.;...P,_;.._D.;._ ____ _

SUMMARY

OF BORING-----------------------------------

a: .... OVERALL SAMPLE u SQIL OR ROCK DESCRIPTION

> ..... WEATHERING -liJ w ...... w A.ND > w l:e> ..J w O.w RQD ; 0 JL '9 ..... u. ll.lu.. 010 ,.. f'"IELD AND LA&OPlATORY TEST RESULTS* 6011. STAAT A DESCfUPT ION; LITHOI.OGoY 0 0 U SO UIOO _, w Q: OR ,JOINTINGt:I&EDDING ANO F'AUl.TING

• AND TElCTUitE I I I I I m cr. .., Ot&C:RI"TIO a 676.0 -------WIDELY GRADED, . OOARSE '1'0 FINE, 20-JO;C, COA.RSE SA.HD, 11 ROUNDED, 50--60.' MEDilJII '1'0 FINE SAND, SUBROUHDED .CIIB ANGULAR, -670 --8-lZ' SLIGHTLY PLASTIC FINES, MOlST, MID:rtli BROWN, OILY --SMELL. --W-SW) ---10-2,.: SANDY SILT, SLIIIITLY PLASTIC, 20-.3()% FINE TO MEDil:M SAND, GREEN --BlOWN, ROOTS AliD ORGANIC MATERIAL THROUGHOUT IN SMALL AMOUNT, LESS--'11fAN COlRSE SA.ND IN S&MPLE, OILY 3ULL, --(ML) . ---15 --660 ----*----2,.;-SANDY ORGANIQ SILT, MODERATELY PLASTIC, 10-15% 3ULL GRAVEL, SUB-ROUNDED, COARSE TO FINE SAND, MOSTLY FINE SAND, BROWN BLACK, -ORGANIC SMELL, TRACE OF ROOTS THROUGHOUT.

-(OLl ------68 GRAVELLY S!NP, WIDELY GRADED, COARSE TO FINE, GRAVEL TO 1.75 25 -MAXIMUM DIAHE'l'!R, SUB-ROUNDED TO ANGUlAR, 15-20$ COARSE SAND, 8-1 650 --SLIGHTLY PLASTIC FINES, 'Vm.Y DENSE, DAMP, GREEN Ilt.OWN. (SP-sw) ------14 STI.TY SANDt POORLY GRADID, COARSE TO FINE, 1 PIECE OF GRAVEL TO 1.25 INCH DIAMETER, BUB-ROUNDED, 20-30.' GRAVEL, lCJ% COARSE SAND, --Jq( FINE SAND, 14-18% NONPI..!STIC FINES, SATURATED, OOMPACT,LIGHT -:mOWN. -(SP) --STI.!I SAND, COARSE TO FINE SAND, WIDELY GRADBD, 1 PIECE., OF GRAVEL--,-; TO 1.25 INCH MAXIMUM DIA.METER, ANGULAR, 20-25% GRAVEL, 25-.30% -.35 -15 COARSE SAND, 14-18% NONPLASTIC FINES, SAIIJRAT:ID, COOACT, LIGHT -640 --mowN. --(SP) --GRAVELLY SAND, WIDELY GRADED, CC>>.RSE TO FINE, 20-.30!' GRAVEL TO 1.o--19 40-INCH MAIIMllM DIAME'n3, SUB-ROUNDED, 10-15% COARSE SAND, SUB-ROUNDID; 8-1Z' NONPLASTIC FINES, CCMPACT, MOIST; LIGHT EROWN. --(SP) ------23 GRAVELLY SD..TI SAND, WIDELY GRADED, COARSE TO FINE, 10-15% GRAVEL -.45 -TO 1 J/8 INCH MAXIMUM DIAMETER, SUB-ANGULAR, MOSTLY FINE TO MEDmM. 630 --SAND, 12-15% NONPL!STIC FINES, BDIST, COOACT, LIGHT EltOWN. --(SM-$P) ----SAND, WELL GRADED, COARSE TO FINE, 8-12% GRAVEr. TO 1.25 INCH 50-MAX:ooJol DIAMET!R, SUB-ROUNDED TO ANGULAR, MOIST, VERY DENSE, 8-12%-NONPLA.STIC FINES, MED I1JM BROWN * --(SW} ----FINE UNIFORM SAND, 8-12% GRAVEL TO 1 J/8 IHCH MAX!M{I[ --DIIMETERt SUB-ANGULAR, LESS THAN HONPLASTIC FINES, DAMP, LIGHT 62o ----END OF OORING AT 56.5' ----------1. FIGURES IN BLOW OR RECOVERY COL!JMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A LB HAMMER FALLING 30" TO DRIV! ----------------A 2" 00 SAMPLE SPOON 12 Oft THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,-,r---,r--------------------1 THE PERCENT OF CORE RECOVERED. 2 * *2 INDICATES LOCATION OF tJNDIST'JRBED SAMPLE. 4 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. 1--1...._---4 0l7INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. -X-INDICATES LOCATION OF NATURAL GROJND WATEF l "' TABLE. 4 * .B,gD -ROCK QUALITY DESIGNATION. M */7/94 5'. 1J. !NuiCATES DEPTH & LENGTH OF NX CORING R1JN 1 1'1/JiJ 6. DAT!JM IS MEA.H SEA LEVEl:. OORING LOG 'l'U-6 BEA.VI!R VALLEY POWER STATION -UBIT .NO. l SHIPPINGPORT, PDNSILVARIA DUQUESNE LIGHT CCMPANY STONE 6 WEBSTER ENGINEERING CORPORATION A 11700 ... GSK-9 I "l DUQUESNE L !(]{T COMPANY SH...l Of_l SITE BFAVER VALLEY POWER STATION J.O. NO. 11700 BORtNG NO. 537 "t: GROUND ElEV. 657*8 TYPE OF BORING SPLIT SPOON LOCATION _ ... s .... ____ _ ------DATE DRILLED MARCH 18, 19?4 DRILLED IY ___ _ LOGGED IY .....::..J:.:..P..:.;.D::..:*:....__ ____ _

SUMMARY

OF BORING---------------------------------- > ..... l.aJLLI ..JLLI I.IJLL. 657.8 650-640-620-----5-----10 -----1') -----20-----25-----30 -----35-----4rJ-----45-----50-----55----------------OVERALL SAMPLE 0 u so 11 100 I-I J I I I 2 1 53,.: 15 r, 18 '!' SOIL OR ROCK DESCRIPTION MD I.AII!IOfV,TORY TEaT RESULTS; OR A.ND F'A.ULTING Dl&Cftii"TIONl 101\, STRATA DEICAIPT ION; L.ITHOL.OGY A.ND TE.)(TIJ"E SILTY SAND, UNIFORMLY GRADED, FINE, SUB-ROUNDED PARTICLES, 3o;t SLIGHTLY PLASTIC FINES, VERY LOOSE, SATURATED, GRAY BROWN. --(SM) ----GRAVELLY SAND, GAP-GRADED, FDIE AND COARSE SAND, COARSE ANGULAR ANU.. SUB-ROUNDED FINE PARTICLES, 30% GRAVEL TO 1 1/4" DIAMETER, .u.rr.n._ LARt MOIST, 8% SLIGHTLY PLASTIC FINES, COMPACT, MEDIUM BROWN. _ (SPJ ----NO RECOVERY --NO RECOVERY -GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE PARTICLES, STm..RdiiNIIlt:ltj ')% NONPLASTIC FINE'S, SATURATED, VERY LOOSE, BROWN, TWO PIECES OF -ANGULAR GRAVEL lll SHOE, 1 1/4 DIAMETER. _ (SW") --GRAVELLY SAND, POORLY GRADED, FINE ro .MEDIUM! SAND, ANGULAR AND -SUB-ROUNDED, 3 PIECES OF GRAVEL TO 1 11 D IAMI."':BR,ANGULAR, LESS THAN FINES ,MOIST, COMPACT, GRAY BROWN. ( SP) -6 11 -SAND, POORLY GRADED,FDIE SAND PARTIGLES,l5% MEDIUM SAND SIZES,_ SUB-ROUNDED,lQ% NONPLASTIC FINES,MOIST,COMPAGT,LIGHT BROWN ** (SM) _ 12" -SAND, WEll. GRADED FRCM FINE TO MEDIUM SAND ROUNDED AND ANGULAR PARTICLES, 5Cft MEDTIJM SAND,40;t FINE SAND,10% NONPLASTIC FINES,MOIST, CCMPACT, BROWN. (S1.J') WILL GRADED FROM FINE TO MEDTIJ.i SIZE PARTICLES, 50}; MEDIUM --SIBil, ..

• S'IJB,!ROURQEIY AliGULA.R;4($:TIN.s-rSARD, SUB-ROUNDED, l ($ -NONPLASTIC FINES, MOIST, LIGHT BROWN, LOOSE. {SW) _ ---SAND, SAME AS AOOVE, EXCEPT LESS THAN 10$ MEDIUM SAND, MORE THAN -10% FINE SAND. ( SP) -GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE SAND 1 1 r$ NCirlPLASTIC

_ FINES, PARTICLES ROUNDED AND ANGULAR, MOIST, CCMPACT, MEDIUM BROWN, 15';( SMALL GRAVEL * ( SP) --END OF :OORING AT 39.4 1 -------------------------------1. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 REQUIREll TO DRIVE A 2" 00 SAMPLE SPOON 12'1 OR THE DISTANCE SHOWN FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n*--, 1------------------J THE PERCENT OF CORE

2. I2INDICATES LOCATION OF UNDIST'JRBED SAMPLE 1 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE ..........

..___.... OVINDICATES LOCATION OF SAMPLING ATTEMPT

• WITH NO RECOVERY.

S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * -.¥:-

LOCATION OF NATURAL GRO:JND WATEF z 4. -ROCK QUALITY DESIGNATION. 5

• f..l. IN0ICATE3 DEPTH & LENGTH OF NX COdiNG RUN 6. DATUM I S MEAN SEA LEVEL I BJRntG LOG 537 z-BEAVER VALLEY POWm STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT OCMPANY STONE l WEBSTER ENGINEERING COftPORATION A 11?00-GSK-10

) ) DUQUESNE LIGHT CCMPANY SH ..:..._ o,-_1_ BEAVER VALLEY POWER STATION

• J 0 SITE -----------------------. NO. 11700 BORING NO. 538+/-. TYPE Of BORING SPLIT SPOON. LOCATION

..... ___ _ GROUND ELEV. 655.3 OAT£ DRILLED MARCH 2Q. 1974 DRILLED BY -AHE1t=.........,ICA-N ___ _ LOGGED BY __

SUMMARY

OF BORING-------------------------------------

I:._ OVERALL SAMPLE ::> ..... WEATHERING liJ w f-w AND :> w _J w n.UJ RQD ; 0 a. UJ 1.1.

010 >-0 0 U SO TIIGO ..J l.&.l .... I I I I I m a: 655.3 ----l,r 650 ----10 -----640 ----20-----19 JJ:' 630 ----22 30-----620 --- 40-------------------------------u -l:C) 0:: " SOIL OR ROCK DESCRIPTlON FIELD LAeOPtATO"Y TE.&T RE.ULTS; OR .JDINTING .. tEDDING AND F'A.UL.TII'oiG SOl L &TRATA DEitRif"T ION; LITHO\..OGY AND T EXTIJIU OtSCI'I.l,.TIO -GRAVELLY SAND, GAP GRADED, COARSE TO FINE SAND, ROUNDED .m ANGULAR,-4i$ ANGUlAR, GRAVEL TO 1 3/4 INCH DIAMETER, 'i!JJ1, CG.6.RSE SAND, ANGffi.Air: 3CI/. FINE SAND, SUB-ROUNDED, 10% NONPIASTIC FI'NES, SAitmATED, VERY -LOOSE, DARK GREEN, -(SP) -GRAVELLY SAND, GAP GRADED, COARSE TO FDlE SAND, 1 LARGE PIECE OF -GRAVEL , ANGULA.R, 2 INCH DIAMETER, 15% SMALLER GRAVEL, 5CJ,t COARSE -: SUB-ROUNDED SAND, FINE SAND, 5% NONPLASTIC FINES, MOIST, GRAY GREEN. -(SP) ---NO RECO'VmY §!HQ., WIDELY GRADED, COARSE TO FINE, SUB-ROUNDED, 30;t COARSE,30% -MEDil:M, 30% FINE SAND, 5% NONPLASTIC FINES, DAMP, VERY LOOSE, LIGH'r :mOWN. -(SP-sw) -GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE SAND, GRAVEL TO 1 INCH.. DIAMETER, 15\t GRAVEL, 3f1/. COARSE SAND,2Q,t MEDitJwl SAND, 30% FINE SA.NJ1 '$ NONPLASTIC FINES, MOIST, VERY LOOSE, EROWN. (SP-5W) GRAVELLY SAND, SAME AS AOCIVE EXCEPT 10% NONPLASTIC FINES, AND GRAVEL ONLY TO 3/4 INCH DIAMETER. (SP-SW) GRAVELLY SAND, SAME AS SAMPLE #6. (SP-SW) ------------FntST 3 INCHES: §Ym., SAME AS IAMPLE #4. - -LAST 4 .lNCHES; GRAVELLY SAND, WIDELY GRADED, FRCM FINE TO COARSE -SAND SIZES, GRAVEL TO 1 1/2 INCHES, 25% GRAVEL, ANGULAR, JQ£ MF.Dil!l_ AND COARSE SAND, 1(1;( NOIBLASTIC FINES, FINE SAND, DAMP, CCMPACT,_ LIGHT BROWN. (SP) TOP 2,5 INCHES' QRAWJ,y S!JfD,SAME AS AOOVE. (SP) - PLAsuc, DAMP, : END OF OORING AT )9. 3 1 -----------------------.,.. -------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN, FIGURES SHOWN OPPOSITE ROCK CORES DENOTE: n--,--------------------1 THE PERCENT OF CORE 2 ** 2INDICATES LOCATION OF UNDISTURBED SAMPLE, 4 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE ....... OVIND!CATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. * . 3* ..J-LOCATION OF NATURAL GROJND WATEF Z 4. -ROCK QUALITY DESIGNATION.

5. U. IN0ICATES DEPTH & LENGTH OF NX COiUNG RUN 'i I /f11 6. DATrJM IS MEAN SEA. LEVEL

._ , OORING LOG S38 T BEA.vmt VALLE! POWD. ST.ATIOlf -OBIT 110. 1 SHIPPINGPOR'l', PEIIJISIL VAHIA DUQOESD LIGHT C<J4PAIII STONE l W£1STEN ENGINEEitiNI COIIIIORATION A 11700-GSK-11 I *r ,) ) ) DUQUESNE LIGHT CCMPANY SH_l Of-1.. 51 T E BEAVER VALLEY POWER STATION J.O. NO. 11700 BORING No. 539-t;-TYPE OF BORINGSPLIT SPOON LOCATION ____ _ GROUND E LEV. 640.75 DATE DRILLED MARCH 22, 1974 DRILLED IY __._ _______ LOGGED BY ___ J;...;;*.;..P.;..;..D..:..*---

SUMMARY

Of BORING----------------------------------- 3:: .... OVERALL SAMPLE u SOIL OR ROCK OESC RIPTI 0 N > WEATHERING -.... l:C) l&J L&J .... I&J ,t,ND ::..: LIJ Cl) 0 _J L&J Q..UJ RQD A. I&J Lt.. w ..... )-FUI..D !\NO LABOPlATORY TEST RUUL.T$; IOU. STRATA DEICIIIPT ION; Ll THOLOG'I' 0 0 LS 10 15 100 1-a: OR "OINTINCiti!IEODIN6 AND f"jt,UL.TING AND Tt:;XTU"E I I I t I c.:>> .. TIO J,40.75 -PUSH ---5 2 -. 5-9 ----. 10-630 -- ---15--19 ,-: ---620 ----25---- -------------------------------------------GRAVELLY SAND, UNIFORMLY GRADED, FINE SAND, SUEROUNDED; 25% SUBROUNDED, TO 1!" DIA.., 1 5% NONPLASTIC FINES, SJTURATED, LOOSE TO VERY LOOSE, GRAY BROWN. -(SP) --:" --ToP WIDELY GRADED, FINE TO MEDIUM SAND, SUBROUNDED PA.RTICLF.S, 5% FINES, NONPLA.STIC; DAMP, LOOSE BROWN (SF); BOTTOM 8"--2!@, WELL GRADED, EVEN DISTRIBUTION OF PARTICLE SIZE AND SHAPE, 101 GRAVEL TO 3/4" DIA., AOOULAR; 10% NONPLASTIC FINES, SATURATED, BROWN. ( SW') -SAME AS ABOVE EXCEPT ALL DAMP. ----SAME AS ABOVE, WIDELY GRADED. (SP) BO'M'CM WIDELY GRADED, MEDIUM TO COARSE SAND, SUBROUNDED, -10% SLIGHTLY PLASTIC FINES, LIGHT BROWN. --(SM) --TOB )11-SA.ND WIDELY GRADED, SUBROUNDED AND ANGULAR, MOIST, BROWN. -MIDDLE iF_: §AID2, UNIFORMLY GRADED, COARSE SAND, 5% NONPLASTIC ANGULAR, MOIST, BROWN. (SP) EOTTOM JU -GRAVEI.J..Y SAND, WIDELY GRADED, 15% GRAVEL TO 1 11 nn '-15% SLIGHTLY PLASTIC FINES, BROWN, MOIST. (SP) -llrn RECDOVERY._ -END OF mBING AT 28.3' -------------------------.-----------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE HUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" Oft THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n--,--------------------1 THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. 14 ,6 INDI-CATES LOCATION OF SPLIT-SPOON SAMPLE. t--t---1 OV'INDICATES LOCATION OF SAMPLING ATTEMPT WITH MO RECOVERY.

5 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* y lNDICATES LOCATION OF NATURAL GRO:.JND WATEB!Z TABLE. 4. -ROCK QUALITY DESIGNATION.

5. l.J. INuiCATES DEPTH & LENGTH OF NX COiliNG RUN 1 I 'J!Jj 6. OAT !JM* IS MEAN SEA. LEVEL. '{lA£ BORING LOO 539 r BEAVER VALLE:Y POWER STATION -UNIT NO. 1 SHIPPINGPOO.T, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE l WEISTER ENGINEEIIING CORPORATION A 11700 -GSK-12 r ,j, J'J,

'i DUQUESNE LIGHT COMPANY SH.!..._ OF_!.._ SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BORtNG No. 540 t: TVPE OF BORING SPLIT SPOON LOCATION __ s_'H_IP_P_I_NG_P_O_RT....:';,..._PE_N_NS_n_V_A_NI_A_____ GROUND ELE V. 64,6.l DATE ORtLLED MARCH 2 5, 1 97 4 DRILLED BY _AM_ERI_CAN _____ LOGGED IY __ J;...;*;,;.;;E;.:.;;.P;,.:;. ____ _

SUMMARY

OF BORING ---------------------------------- z._ OVERAL.L. SAMPLE > t-WEATHERING LU LIJ .... LIJ AND w ..J LIJ O.w RQD 0.. LIJ Lt.. l&JLL >-c Q 2.1 10 15 100 .... l I I I I 646.1 10 "': ----5-__, --< -14,; ---16 l:C) a: SOIL OR ROCK DESCRIPTION FIElD AND LABOI'lATOA'V TE.8T RESULTS; &OIL STRATI. DESCFtiPT ION; LITKOL.OGY Ofl: oJOINTING.:,IEDDING AND FAY L. TIIIIG "ND TEXTU"E DEaCfiii .. TIO NO RECOVERY. --SILTY SAND, WIDELY GRADED, 8-12% SUBROUNDED GRAVEL TO 1.0 IN. MAX.,-COARSE TO FINE, MOSTLY COARSE AND FINE, 15-20% NONPLASTIC FINES, -LOOSE, SATURATED, DARK BROWN. -(SM) -POORLY GRADED, MEDIUM AND FINE, MOSTLY MEDIUM, 1-5% NONPLASTIG. FINES, COMPACT, DARK BROWN. * -(SF) ---GRAVELLY SAND, POORLY GRADED, 5-10% ROUNDED GRAVEL TO 1.2 IN. MA.X.,-COARSE AND MEDIUM SAND, COMPACT, DARK BROW, -(SP) -630 ----* -----26 GRA\TELLY SAND, SIMILAR TO S #4, EXCEPT POCKET OF LIGHT BROWN SILTY --SAND IN MIDDLE SAMPLE. -------§Mm, POORLY GRADED, COARSE TO FINE, MOSTLY MEDIUM, 1-5% FINES, CC!4PACT, DARK BROWN, POCKET OF LIGHT BROWN SILTY SAND AT _ 620 ---* BOTTOO: OF SAMPLE. (SP) 25--100 -2" r-=:--END OF BORING AT 27.7 1 .30 -----------------------------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING )O't TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE L>ISTANCE SHOWN. ---------------___, ----------------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOT& ,...,--,r---------------------_. THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF CJNDIST'JRBED SAMPLE. 14* INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

• OVINDICATES LOCATION OF SAMPLING ATTEMPT .1----1 WITH NO RECOVERY.
• NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * .&-INDICATES LOCATION OF NATURAL GROJND WATEF 2 " TABLE. 4. B9D-ROCK QUALITY DESIGNATION.

5. U. INOICATES DEPTH & LENGTH OF NX COiUNG RUN 1 I

6. DATUM IS MEAN SEA LEVEL. '((./J..., I BORING LOO 540 C BEAVER VALLEY POWER STATION -UNIT NO, 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT CCMPANY STONE l WEBSTER ENGINEEitiNG CORPORATION A 11700 -GSK -13 : ' ' j I' I ! *I .J ,i

_) ") ) DUQUESNE. LIGHT CCMPANY SH_!_ Of__!_ SITE BEAVER YA1LEI POWm STATION J.O. NO. 11700 BORING NO. 54l't TYPE or BORING SPLIT SPOON LOCATION ........ ___ _ GROUND ELEV. 650.9 I DATE DRILLED MARCH 26. 1974 DRILLED IY __ _ LOGGED BY "'-------

SUMMARY

OF BORING--------------------------------- OVER,UL SAMPLE SOIL OR RQCK DESC RIPTIO.N > .... % .... WEATHERING UJ UJ 1-w ANO ...., %o ...J LaJ RQD fl. w La. w .... )-FIELD AND I.A&O ... o\TOP.Y TEST REtULTS* a on. STRATA DEICFIIPT ION; 0 0 l.l $0 l5 100 .: 1-0: OR rAULTING ' o!\ND T EXT\Iflt.E I I I I I C) OI:.C:ftii"TIO l 650.9 650 ... ----5 ----_, 10-640 -----15 -----20----25 ----------------------------------------------WOH 2 J 19 1 4 NO RECOVERY --NO RECOVERY -GRAVEI:.LY SAND, POO.RLY GRADID,. 15-20% SUBANGULAR GRAVEL TO 1.2 INCH MAXI:MlJo1, COARSE TO FINE, MOSTLY FINE, 1-5% NONPLASTIC FINES, T.OO!:::W..,.. SATURATED, DARK BROWN. (SP) -.-GRAVELLY SAND, SIMILAR TO SS #J, EXCEPT CCJGIACT, 2 INCH POCKET -DARK GRAY Sll.'IY SAND. -(SP) ...,. -SILTY SAND, WIDELY GRADED, 5-1CY.' ANGULAR GRAVEL TO 0.8 INCH -MAXIMUM, COARSE TO FINE SAND, MOSTLY FINE, 15-25'.£ NONPLASTIC FINES-CCMPACT, DARK AND LIGHT BROWN. -----NO RECOVERY SILTY SAID, WIDELY GRADED, 5-lCJ,t ANGULAR GRAVEL TO 1.2 INCH MA tMfiM COARSE TO FINE SAND, MOSTLY FINE, l'0-15% NONPLASTIC FINES, COMPA .... -DARK BROWN. ( SM) -NO RECOVERY END OF BORING AT 21.0' -------------... 1 ...... -....., -----------------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIREv TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE r-r---,--------------------1 THE PERCENT OF CORE RECOVERED. 2 *

• 2 INDICATES LOCATION OF ONDI ST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

DVINDICATES LOCATION OF SAMPLING ATTEMPT .. t-----1 WI TH HO RECOVERY.

• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * ..J.,. INDICATES LOCATION OF NATURAL GRO:JND WATE11l ... TABLE. 4 * .!i9D -ROCK QUALITY DESIGNATION.

fA 11nn. 5. 1..,1. INOICATES DEPTH &: LENGTH OF NX COiUNG Rl.JN 1 /7;1 6. DATUM IS MElN SEA LEVEL VLJ f BORING LOG 541 L .BEA.VUt VALLEY POWER STATION ... UNIT NO. 1 SHIPPINGPORT, PDIHSYL VaiA DUQUESNE LIGHT COO'ANI STONE 6 WEBSTtR ENGINEERING CORPORATION A 11700-GSK-14 '!".* i 1 li 1: .L* l "! .. I I' I I I I I* [\ I I ' *[ 1. t ' ) '") DUQUESNE LIGHT CCMPANY SH.L or_!_ SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BOR.NG NO. TYPE OF BORING SPLIT SPOON LOCATION __ ____ GROUND ElEV. __ _ DATE DRILLED MARCH 'n, 1974 DRILLED IY AMERICAN LOGGED BY_J_._E._P_. ____ _

SUMMARY

OF BORING----------------------------------- x._ OVERALL SAMPLE 0 SOIL QR RQCK DESC FfiPTI 0 N :> 1-WEATHERING -l&J LIJ t-\1.1 AND .... :I: C) ..J O..w D. LIJ RQD '9 LIJ La.. wb. >-FIELD AND LA&O"ATOI\V TEaT RUUt.TS* S.O II. 'TAo\ TA OEICft IPT I ON ; Ll T HOLOG Y c 0 t.l 10 lS 100 a:: OR .. AND F'-'ULTING ' 1\ND TEXT\JI'I.E I I I I I (!) 653.3 --650 ---5---, --10---640 ---15-ll 8 ----20-1'7 Ill': ----25-630 -----JO-19 --100 12 Dlt&CJU .. TIO. a NO RECOVERY NO RECOVERY ----GRAVELLY SAJ'ID, POORLY GBADED, 10-20% ANGULAR GRAVEL TO 1.0 INCH -MAXnttM, COIRSE TO FINE SAND, MOSTLY COARSE, 1-5% NONPLASTIC FINES,-SATURATED, LOOSE, DARK BROWN. -(SP) --NO RECOVl!RY WELL GRADED,COARSE TO FINE, l-5% NONPLASTIC FINES, COMPACT, -DARK BROWN, (SW) -Sll.TY SAND, WIDELY GRADED, COARSE TO FINE, MOSTLY FINE, NONPLASTIC FINES, COMPACT, DARK BROWN. (SM-SP) SAND, SAME AS SS #8. (SM-5P) . SILTI SAND._ POORLY GRADED, MEllitJM iND FINE, MOSTLY FINE, NONPLASTIC FINES, CCMPACT, DARK BROWN. (SM) Sn.TI SAND, SDIILAR EXCEPT 15-20% NONPL&STIC FINES, {SM) DARK GREEN SANDSTONE. 5-1o,t. 10-15% ---------------*------ 35-END OF BORING AT 33.5 r -----------------------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" TO DRIVE -------------------------------------A 2" 00 SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,-,--,--------------------1 THE PERCENT OF CORE 2 ** 2INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. 017INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. 5 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. 7 LOCATION OF NATURAL GROJND WATEii l 4. -ROCK QUALITY DESIGNATION. .* 5 * .U.. 1 N 0I CATES DEPTH & LENGTH OF NX COlU NG RUN 1 6. DAT IJM IS MFAN SEA LEVEL lt'JJ BORING LOG 542 r BFAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE.LIGHT CCMPANY STONE i WEBSTER ENGINEERING CORPORATION A 11700-GSK-15 t .[* \ ' ) ) ) DUQUESNE LIGHT COMPANY SH_1_ Of....!.. SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 80RtNG NO. 543 J!" TYPE OF BORING SPLIT SPOON LOCATION __ S:;.:H.:.:I::.;PP:..:I;.:;N;,;:.GPO:;..;:;.;.R;;;.TL, ..:;.P.::EN:;.;NS=YL=-V;.:.:ANI=A;;..._ ___ _ GROUND ELEV. 672.84 DATE DRILLED MARCH 26-'ZlJ 1 974 DRILLED BY-------- LOGGED BY ___

• ---

SUMMARY

OF BORING---------------------------------- x.,_ OVERALL SAMPLE u SOll OR ROCK DESCRIPTION > .... WEATHERING -l&J "" t-w ""0 ; .... l:o G.. _. I&J CLw RQD 1.&1 lL. l&JI.L. 012 )-FIELD A.ND L.AeORA.TORY TE.IT RE&ULTS; llTAATA D£5Cfiiii*T ION; LITHOLOGY Q 0 U So liiOO it 1-a: OR Ai'lD f'AYL.TING o\ND TEXTURE I t I I I 0 672 .. fJ.. -31 670----5--12 ---10--66o---15--------------------------------------------------------DE5C"I"TIO a SILTY SAND, WIDELY GRADED, 8-12% SUBROUNDED GRAVEL TO 1.0 IN. MAX.

• _ COARSE TO FINE SAND, MOSTLY FINE, 10-15% NONPLASTIC FINES, DRY, -DENSE, MEDIUM BROWN AND BLACK, MUCH COAL. (SM) --" -SANDY GRAVEL, POORLY GRADED, ANGULAR TO 1 .0 IN. MAX., COARSE TO FINE. SAND, MOSTLY COARSE, 1-5% NONPLASTIC FINES, SATURATED, CCJ.fPACT, DAR!i_ BROWN. (GP) -SANDY SILT, NONPLASTIC, 20:.:30% COARSE TO FINE SAND, MOSTLY FINE, -FIRM, DARK BROWN, 1.2 IN. GRAVEL AT TOP. (Mi.) --END OF BORING AT 12.0' ---.-.... ---------------------------------------------------l. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTS ,..,--,.--------------------1 THE PERCENT OF CORE RECOVERED.

2 ** 2INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,.6 INDICATES OF SPLIT-SPOON SAMPLE

• Ql7INDICATES OOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.
• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3
• INDICATES LOCATION OF NATURAL GROJND WATEF t
• TABLE. 4. -ROCK QUALITY DESIGNATION.

P,,11J.'l'M

5. lJ. INuiCATES DEPTH & LENGTH OF NX COiliNG RUN n'ol 6. DATUM IS MEAN SEA LENEL.

BORHlt LOG 543 r BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, *PENNS II. VANIA DUQUESNE LIGHT CCMPANY STONE ' W£1ST£Pt ENGINEERING ' A 11700-GSK-16 i I I I' *r I I ,, i I ) ) DUQUESNE LIGHT COMPANY SITE BEAVER VALI.E'( POWER STATION J.O. NO. 11700 BORING NO. 543 A-t TYPE OF BORING SPLIT-SPOON LOCATION __ GROUND ELEV. 672.8. . DATE ORILL.E D MARCH 27-29, 1974 DRillED IY AMERICAN LOGGED BY _..;;J.;,..E;;..;*;,;,.P.;....

---

SUMMARY

OF BORING-----------------------------------

c .... 1-w O.w 0 OVERALL WEATHERING AND SAMPLE ,: 0) 0 w RQD 0 l.S SO 15 IGO I.IJ f-11111 SOIL OR ROCK DESCRIPTION FIELD L.A&O"ATOI\'i' TUT RUUL.TS; C.

AND rAULTINO DEICI 1 Uf'TIONI 1011.. ITR.IITA DEICJIIPT ION; LITHOLOGY ANO T ElCTU"E 672.8 ----&70 ---27 "' 5 -----10 ---66o ---15 -----20 ---650 ---16" 25 -----.30 11 ----640 --10 35 -----18 W' iiJ ---630 ---45 -----50 ---620 --55 -------------------SILTY SAND, WIDELY GRADED, 10-15% ANGULAR GRAVEL TO 1.0 IN. MAX., -COARSE TO FINE. SAND, 15-20% NONPLASTIC FINES, SATURATED, COMPACT, -DARK BROWN. (SM) --SANDY SILT, NONPL.ASTIC TO SLIGHTLY PLASTIC, 25-.35% MEDIUM TO FINE -SAND, MOSTLY FINE, FilM, DARK BROWN, TRACE COAL. --SANDY SILT, NONPLASTIC, 20-.'30% FINE SAND, SOFr, BLACK AND BROWN, OILY .'HELL. {ML) -------GRAVELLY SAND, WIDELY GRADED, 1 0-20% ANGULAR GRAVEL TO 1

• 0 IN. MAX.;-COARSE TO FINE, MOSTLY FINE, 5-10% NONPLASTIC FINES, DENSE BlACK -.AND GRAY. -(SP) --SILTY SAND, WIDELY GRADED, COARSE TO FINE SAND, MOSTLY FINE, 10-20%-NONPLASTIC FINES, COMPACT, MEDIUM BROWN. -(SM) ,... --GRAVELLY SAND, WELL GRADED, 5-1 O% ROUNDED GRAVEL TO 1
• 0 IN. MAX., -COARSE TO FINE SAND, 1-5% NONPLASTIC FINES, COMPACT, DARK BROWN. (SW) SILTY SAND, UNIFOFM,-FINE, 10-15% NONPLASTIC FINES, LOOSE, LIGHT BRO'IlN. (SM) ---------GRAVELLY SAND, WELL GRADED, 10-15% ROUNDED GRAVEL TO 1 .D IN. MAX., -COARSE TO FINE, 3-8% NONPLASTIC FINES, VERY DENSE, MEDIUM BROWN. --GRAVELLY SAND, SAME AS S #8. (sw) -----SAND, WELL GRADED, 3-8% SUBANGUIAR GRAVEL TO O. 7 IN. MAX., COARSE -TO FINE SAND, 3-8% NONPLASTIC FINES, COMPACT, DARK BROWN. -(S) ---NO RIDJOVERY.

---TOP OF ROCK AT 55.0 1 -END OF BORING AT 55.3 1 -------------l. FIGURES IN BLOW OR RECOVERY COLJMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30'1 TO DRIVE A 2" OD SAMPLE SPOON 12 11 Oft THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n--,-------------------1 THE PERCENT OF CORE RECOVEREJ.

2. 12 INDICATES LOCATION OF UNDISTrJRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY. J SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3

• Jl.. INDICATES LOCATION OF NATURAL GROJND WATEc l ? TABLE. 4. ji9D -ROCK QUALITY DESIGNATION. .M 5
• U. IN!liCATES DEPTH & LENGTH OF NX COiliNG RUN 1 11// J 6. DATUM IS MEAN SEA LEVEL. JpRING LOG 54J A 7:"' BEAVER VALLEY POWER STATION-UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE l WEBSTER ENGINEERING CORIIIORATION A 11700-GSK-17 .. *l; J I' i

) DUQUESNE LIGHT COMPANY SH_1_ OP:..L Sl T E BEAVER VALLE! POWER STATION J.O. NO. __ 1...;.1.;..700;...;..... __ BOR lNG NO. 544 -1: TYPE OF BORING LOCATION GROUND ELEV. 671. .J? OAT£ DRILLED MAroH 30-AFRIL 1, 1974 DRtLLED BY _AMERI==G:.;;:AN::..._ ____ LOGGED 8Y _

---

SUMMARY

Of BORING----------------------------------

c .... OVERALL SAMPLE 0 SOIL OR ROCK DESCRIPTlON

> WEATHERING -LLI l&J 1-w AND >' ..... :I: C) a..w 110 0 LLt RQD :tfU L 11.1 La.. UJLL g w >- AND LA&OI'ATOR'I TEaT lOlL, STAATA OEIC .. IP"TION; LITHOI..OGY c 0 1.1 10 ll lOO a: OR ANO ' AND H:XTUI'I.E I I I I I ell a:. f.:) OE&Cftlf' TIO & 1fl.k..l7 ---670 --5 -----10 ----660--15 -----20 --70 --650 --25 -10 ,.; ----30 ----640 -35 .: ----40 --18 ----------:'1 ...., -SILTY SAND, WIDELY GRADED, S-1;2% ANGULAR GRAVEL TO 0.7 IN. MAX., -COARSE TO FINE SAND, MOSTLY FINE, NONPLASTIC FINFS, LOOSE, _ MOI sr DARK BROWN AND BLACK, ORGANIC. (SM) ---ORGANIC SILT, NONPLASTIG, 25-35% FINE SAND, VERY LOOSE, SATURATED, --(OL) * ---SILTY SAND, WIDELY GRADED, 5-10% ANGULAR GRAVEL TO 1.0 IN. -COARSE TO FINE SAND, MOSTLY FINE, 15-20% NONPLASTIG FINES, VERY DENSE, LIGHT GRAY AND DARK BROWN. ( SM) GRAVELLY SAND, POORLY GRADED, 8-12% SUBANGULAR TO 1.1 IN. MAX., COARSE TO FINE SAND, MOi:>'TLY FINE, 3-8% NONPLASTIC FINES, LOOSE, DARK BROWN. (SP) ---------SILTY SAND, WIDELY GRADED, MEDIUM TO FINE, MOSTLY FINE, 8-1Z' NON--PLASTIC FINES, LOOSE, MEDIUM BBOWN. -(SM-SP) ---GRAVELLY SAND, POORLY GRADED, 10-20% ROUNDED GRAVEL TO 1.1 IN. MAX;; COARSE TO FINE SAND, MOSTLY FINE, 3-8% NONPLASI'IC FINES, COMPACT, -MEDIUM BROWN. -(SP) --GRAVELLY SAND, SIMILAR TO S #6 EXCEPT 20-.3Q% ROUNDED GRAVEL TO 0.9-IN. MAX. '""' 630 --(SP) --M---19 J""S GRAVELLY SAND, SAME AS S #7. -------w-W --34 SILTY SAND, WIDELY GRADED, 3-B% ROUNDED GRAVEL TO 0. 7 IN. MAX., --COARSE TO FINE SAND, MOSTLY FINE, 10-15% NONPLASTIG FINES, DENSE, --DARK BROWN. . -620 --.1QQ ( SM) 55 -511 -J.. SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 1-5% NONPLASTIC - VERY DENSE, DARK BROWN. --(SP) --------------TOP OF BOCK AT 55.4' END OF R)RING AT 55.4 1 l. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 1'+0 LB HAMMER FALLING )0 11 REQUIRED TO DRIVE --------------A 2 OD SAMPLE SPOON 12" O.R THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UNDIST:JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

Ql7INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * .Jr. INDICATES LOCATION OF NATURAL GROJND WATEc 2. "' TABLE. /J..l 4. -ROCK QUALITY DESIGNATION. M .h.IJfu 5. U-INuiCATES DEPTH &: LENGTH OF NX COiUNG RUN t i 6. DATUM IS MEAN SEA LEVEL. 'MJ. BORING LOG 544 BEAVER VALLE! POWER STATION -UNIT NO. 1 SHIPPINGPORI', PF.NNSILVANIA DUQUESN!: LIGHT COMPANY STONE 6 WEBSTER ENGINEERING CORPORATION A 1"1700-GSK-18

• \ ) ') DUQUESNE LIGHT CCMPANY SHl_ or_l_ SITE BEAVER VALLEY PQWR STATION J.O. NO. 11700 BORING NO. 545 'S TVPE OF BORING SPLIT SPOON LOCATION

____ GROUND ELE \1. 671.5' DATE DRILLED APRTI.. 1, 1974 DRILLED BY AMERICAN LOGGED BY __ J_._P_.D_. ____ _

SUMMARY

Of BORING---------------------------------- x...,. OVERALL SAMPLE 0 SOIL QR ROCK DESCRIPTlON > 1--WEATHERING -laJ w t-L&J ,._ND :> w :X: C) O..w U) 0 ..J LIJ RQD (L LLI LL UJLL )-FIELD !\ND t.AeOI'ATOfl.'t TEST RES.ULTS; &OIL &TRATA DEICRII"T ION j LITHOLOGY 0 0 2.1 so lS 100 ..J LLI 1-a: OR .JOINTING, BEDDING AND I I I I I CD a: lt.ND TEXTUFlE (!) DUoCPI., TIONS 671.5 ----5 -----10 *-66Q_ ----15 -----20-----25---20 --30 *-----35--15 ---40--12 ---45 -----50-620 --31 --55 -100 11 1 If ------------------NO SAMPLES FIRST 10 t ------:' ..... -NO RECOVERY -TOP 8 INCHES: CLAYEY ORGANIC SU.T, SLIGHTLY TO MODERATELY PLASTIC, lZ' FINE SAND, VERY SOFT, MOIST, BROWN. -LAST 10 INCHES: SAME AS ABOVE, EXCEPT BLACK. _ (OL) -CLAYEY ORGANIC SILT, SIMILAR TO ABOVE, EXCEPT SATURATED. (DL) ----§!IDl, POORLY GRADED, BINE SAND, LESS THAN 5% COARSE -: SAND, LESS THAN 5% SLIGHTLY PLASTIC F.mES, DAMP, COMPACT, DRY POCKET OF BLUE-GREEN FINE SAND, BLUE BROWN. -(SP) ---SANDY GRAVEL, GRADED, GRA'VEL TO 1.75 INCH DIAMETER, 15\t COARSE SAND, FINE SAND, 5% NONPLA.STIC

FINES, DAMP, 1/2 INCH ON OOTTCM SATURATED GRAVELLY SAND, 4r:J/, GRAVEL , 60% -FINE SAND. -(GP) --GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE, 1J$ GRAVEL TO 1.75 _ INCH DIAMETER, 30% COARSE SAND, 25% MEDTIM TO FINE SAND, LESS THAN 5% NONPLASTIC FINES, VERY LOOSE, DAMP, MEDIUM BROWN. -(SP) ---SAND, WIDELY GRADED, COARSE TO FINE, EVENLY DISTRIBUTED, 10% NONPI.A.S.:.

TIC FINES, DAMP, MEDIUM BRCWN. (SP-SW) * ---GRAVELLY SAND, UNIFORM, FINE,. SAND, 2/$ GRAVEL TO 1.5 INCH DIA.Ml!;'l'Jre] 1d,t NONPLASTIC FINES, DAMP, LOOSE, BROWN. -(SP) ---GRAVELLY SAND, WIDELY GRADED, 15-25% GRAVEL TO 3/4 INCH DIAMETER, -SAND EVENLY DISTRIBUTED, 5-S% NONPLASTIC FINES, DAMP,. CCMPACT, _, -(SP) ---GRAVELLY SAND, SDHLAR TO ABOVE. (sr) ---NO REGOvmtY. -END OF :OORING AT 55.0 1 ---------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 1' REQUIRE!> TO DRIV! A 2" OD SAMPLE SPOON 12" Oft THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,-,--,--------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---4 DVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. . 3 * + INDICATES LOCATION OF NATURAL GRO:JND WATEF 2 TABLE. 4. -ROCK QUALITY DESIGNATION.

5. lj. IN0ICATES DEPTH & LENGTH OF NX COiliNG RUN 6

• OAT rJM IS MFJJf SEA LEVU. . 1 It'D_ OORIBG LOG 545 r BEAVER* VALLE! POWm STATION -UNIT HO. 1 SBlPPDrGFCBT;, Pnms!LVABIA DUQUESNE LIGHT COOANY STONE 6 WEBSTER ENGINEEitiNt CORPORATION A 11700-GSK-19

) ) DUQUESNE LIGHT CCMPANI SH.!.... o,_l_ SITE BEAvm VALLEY POWER STATION J.O. NO. 11700 lORING No.5...:.46_...;:'(:=--- TYPE OF BORING SPLIT SPQIN LOCATION _ GROUND ELEV. 675.9' DATE DRILLED APRJL 2. 19?4 DRILLED IY AMERIC!I\.N LOGGED IY _...;.J.:.;;.P;..:.*.;;..D*;..,_----

SUMMARY

Of BORING---------------------------------- x .... CNERALL lAMPl£ u SOIL QR RQCK DESCRIPTION > 1-WEATHERING -LaJ "' 1-w -.N.O >' l,oJ Q.L&J ., 0 .J "' RQD 0.. w I&. ""u. )-FIELD Nm LA&O"o\TORY TEIT RUULTS; IOU. STRATA DUCIII,TION; LITHOLOGY 0 0 u so" 100 _, w 0:: Olt "MD rAUL TING o\NO TEXT1JIIlt I I I I I CD tl: "' OE.6CRI .. TIO 6?1i.9 -----NO SAMPLES FIRST 10 1 ---5 -------....,. ---. 665----. 10 -GRAVELLY SAND, POORLY GRADID, COARSE TO FINE, SUB-ROUNDED TO ANGU-_ ----15 ----655 --10 ---25 -----LAR, 25% GRAVEL TO 1.5 INCH DIAMETER, ANGULAR, 2J.1I, COARSE TO MEDIUM SA.ND, 5% NONPLASTIC FINES, DAMP, CCMPACT, BLUE-BROWN. ---MJIB! CIRAVEL, POORLY GRADED, SMALL GRAVEL TO 1.3 INCH DIAMETER, -ANGtJIAR, 25-JS:( SAND, S-12% MEDIUM SAND, SUB-ANGULAR, 5% NONPLA.STIC_ FINES, DAMP, LOOSE, BROWN. _ (GP) -3 INCHES:GRA.VELLY SAND, POORLY GRADED, COARSE TO FINE SAND, 25% 1> -ANGULAR GRAVEL TO 1.3 INCH DIAMETER,LITTLE OR NO FINES,DAMP, LOOSEr moWN. (SP) * -3 DfCH LAYER OF FINE UNIFORM, VERY BLACK, ORGANIC SMELL.,_ 5-l<J,C NONPLASTIC FINES, DAMP. (SM) _ 4 INCHES: GRAVELLT:SANB, SAME ,AS TOP 3 INCHES. (SP) GRAVELLY SAND, UNIFORM, FINE, ROUNDED SAND, GRAVEL TO 1.2 INCH DIAMETER, ANGULAR, 5% NONPLA.STIG FDIES, LOOSE, DAMPt BLUE-GRAY, POCKETS OF VERI DENSE, LIGHT BLUE UNIFOmt SAliD * ( SP J LAST 2 DfCHES: SANDY GRAVEL, 25% FINE SAJID, BLUE-GREEN. (GP) --....., ---30 -645--GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE SAND, 25-.35% SUB-RQUNDED, TO 1.25 INCH DIAMETER, MOSTLY FINE SAND, 5% NONPLASTIC- -FINES, DAMP, LOOSE, BLUE-BROWN. --(SF) ---35 --16 Jl': GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE SAND, 25-35% ABGULAR -GRAVEL TO 1.6 INCH DIAMETER, MOSTLY FINE SAND, 5% NONPLASTIC FINES,--taMP, LOOSE, BLUE-BROWN.

---

635-40 --GRAVELLY SAND, WIDE[.Y GRADED, COARSE TO FINE SAND, 25-35% GRAVEL-TO 1.25 INCH DIAMETER, ANGULAR, MOSTLY FINE SAND, 5% NONPLA.STIC

--FINES, SATURATED, LOOSE, BLUE-BROWN

• --(SP) . --45 ---..... ..... GRAVELLY SAND, POORLY GRADED, COARSE TO FINE, 10-20;( COARSE TO MEDTIM SAND, 10-20,t ANUGLAR GRAVEL TO 1 INCH DIAMDER, 5-10% NONPLASTIC FINES, DAMP, Cctn>ACT, MEDIUM BROWN. (SP) -----...... 50 -625--2? SAND, POOBL.Y GRADID, MEDIUM TO FINE SA.ND, ANOULA.R GRAVEL -5iQ'F COARSE, ANGULAR SA.ND, DAMP, CCJ#PACT, 5% NONPLASTIC FINES, _ ---55 ----------------LIGHT BROWN. (SP) END OF OORING AT 55.0' l. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A litO LB HAMMER FALLING JO" REQUIRELl TO DRIVI -----------------A 2" 00 SAMPLE SPOON 12 11 OR THE i:>ISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n--,--------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UliD!ST!JRBED SAMPLE. 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--t---1 OVINDICATES LOCATION OF SAMPLING ATTEHPT WITH NO RECOVERY.

I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. -f-INDICATES LOCATION OF NATURAL GROJND WATEE l TABLE. 4. -ROCK QUALITY DESIGNATION. M :.tJhhtl.

5. l.J. INDICATES DEPTH & LENGTH OF NX COiliNG RUN 1 * 'AJJ 6. DATUM IS MEAN SEA LEVEL ffH.... BORING LOG 546 BEAVER VALLEI POWER STATIO! -UNIT BO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESBE LIGHT CCI!PANI ITON£ 6 W£8STtft ENGINI£11

... CORPORATION A 11?00-GSK-20 . ' I . ! 1 ,, . ' II r i I l I ! I. I, I I I: I I I I 1-1 I I t-1 (; l: I ! } 1 I I I l .. r. J '[ *.* .* r.* "( 'I [j !' ) \ ) DYQUESNE LIGHT COMPANY SH...!_ OF_1_ SITE BEA.VER VALLEY POWER STATION J.O. NO. 11700 BORING NO. 547 f' TVPE Of BORING SPLIT SPOON LOCATION _;;;,;SH;;.:IP::.;P:..:I;;;N:.;::GP:..;O;;;R;.;;.TL.., ..;.P.=m:.:.:N;.;:SYL==.V.;.:;:AN::.:..=;IA;._ _____ GROUND ElEV. _67_6_'....._ __ _ DATE DRILLED APRTI. 3-4, 1974 ORtlLED BY AMERICAN LOGGED BY _J..;.;..P...;.._D.;.__ ____ _

SUMMARY

Of BORING--------------------------------- X,_ OVERALL SAM PL.£ (,J SOll QR ROCK DESCRIPTION > .... WEATHERING -UJ L&J t-w AND ::.: w :I: C) D.w 10 0 .J 1.&1 RQD a. I.&J LL. UJLL.. >-fIELD AND LA&OI'ATOA't TEaT RE.UL TS; &OIL STRATA OEICAIPT ION; LITHOLOGY 0 0 Ll* 10 TIIOO ..J w .... a: OR ... "NO r ... ULTING I I I I I CD 0: ANC TEXT!IRE c.!) OESCIU .. TIO I El'16 --------5 ----...... --..,. --10 66'5 -21,: GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE, 35-40% GRAVEL TO --1,5 INCH DAD1E'l'ER, SUB-ROUNDED AND ANGULAR, 15-20% COARSE SAND, --5-10,£ SLIGHTLY PLASTIC FINES, MOIST, CCMPACT, LIGHT BROWN, --(SP) ----15 -POORLY GRADED, COARSE TO FINE, 15-20% COARSE SAND, ANGULAR;-VEX! ANGULAR FINE SAND, 5-10% NONPLASTIC FINES, MOIST TO ALMOST --SATURATED, v:El!.Y LOOSE, BLUE-BROWN. --(SP) --GRAVELLY SAND, WIDELY GRADED, COARSE TO FINE, 25-35% GRAVEL TO -34,; 655---l. 6 INCH D IA.METER, SUB-ROUNDED TO ANGULAR, COARSE SAND, 12% SLIGHTLY TO MODERATE:LY PLASTIC FINES, DAMP, DENSE, GREEN --BROWN, SAMPLE HAD l INCH LAYER OF DENSE, FINE, LIGHT BLUE SAND IN--MIDDLE OF SPOON. --(GP} --SANDY GRAVEL, POORLY GRADED, 'WIDELY GRADED SAND, GRAVEL TO 1.5 -INCH DIAMETFlt, ANGULAR AND SUB-ROUNDED, 35-40% COARSE TO FJNE SAND;-8-1;1% SLIGHTLY PLASTIC FINES, 15% COARSE SAND, MOIST TO SATURATED,- -DENSE, BLUE-GREEN. --(GP) -645 30 -----GRAVELLY SAND, POORLY GRADED, MEDIUM TO FINE SAND, GRAVEL_, -TO 1.4 INCH DIAMETER, ANGULAR AND SUB-ANGDLAR, 15-2<:>% MEDIUM SAND,"'"" -SUB-ROUNDED, 6-9f, NONPLASTIC FINES, DAMP) COOACT, MEDIUM mow. ...., (COBBLE IN PATH OF SPOON, SMALL RECOiERY , --1 -(SP) 35 -......, -GRAVELLY SAND, POORLY GRADED, COARSE TO FINE SAND, LESS THAN 10%--COARSE AND MEDIUM SAND, 15-20% GRAVEL TO 1.5 INCH DIAMETER, ANGUI...A.R 60,( UNIFORM FINE SAND, ROUNDED, S-12% NONPLASTIC FINES,SATURATJ:IJ -COMPACT, LIGHT BROWN. -(SP) 635---WELL GRADED JR(J( FINE TO MEDIUM GRAIN SIZE, ROUNDED TO SUB--ANGULAR, MOIST TO SATURATED, CCMPACT, 5-10% NONPLASTIC FDIES,LIGHT- -BROWN, LAST 1 INCH IN SHOE, l PIEI:E OF GRAVEL TO 1.4 INCH DIAMETER;- -ANGULAR, 5-S';t SLIGHTLY PLASTIC FINES, S<ME FINE SAND, (SP) ---GRAVELLY SAND, WIDELY GRADED,COARSE TO FINE, 18-23% GRAVEL TO 1.1_ -INCH DIAMETER, SUB-ROUNDED, FINE SAJW, ROUNDED, 8-1 Z/> NON-_ -PIASTIC FINES, COMPACT, MOIST, MEDIUM BROWN. --(SP) 625__ -SAHD, POORLY GRADED,FlNE TO MEDIUM, 15% NONPLASTIC FINES. --MIDDLE .3 INCHESl. §!Nil, UNIFORMLY FINE SAND, CLEAN, 1 PIECE OF -GRAVEL TO 1.2 INCH DIAMETER, ANGUI..AR. --2A!:m, SAME AS TOP, EXCEPT BLACK STADl THROUGHOUT-APPEARS AS DE--COMPOSED COAL, SLIGHTLY PLASTIC. (SP) -- --SIT.TY SANDo. UNIFORf;l FINE SAND, COARSE TO FINE SAND, 5-10% COARSE --SAND, SUB-ROUNDED TO ANGULAR, 5-$% MEDIUM SAND, 15-20% NONPLA.STIC-FINES, DAMP TO SATURATED, VERY DENSE, LIGHT ffiOWN. --(SP) --61" -END OF BORING AT 57.5 1 ----------------1 -----1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE lliSTANCE SHOWN FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n*---,---------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF [JNDIST'JRBED SAMPLE. 4 ,. 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

DI7INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. l SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. -&-INDICATES LOCATION OF NATURAL GRO]ND WATE" 2 I' TABLE. ** 4. -ROCK QUALITY DESIGNATION.

5. INDICATES DEPTH & LENGTH OF NX COiUNG RTJN 1, 'j}J 6. DAT t1M IS MEAN SEA LEVEL BORING LOG 54 7 L BEAVER VALLE! POWER STATION -UNIT NO. l SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT C(J<[pANY STONE 6. WEBSTER ENGINEERING CORPORATION A 11 700 -GSK -I ! *J f. t r r I ! I l l

,) DUQUESNE LIGHT COMPANY SH2. SITE BEAVER VALLEY POWER STATION J.O. NO. _1_1_700 ____ BORING No. 548 -1:-TYPE OF BORING SPLIT SPOON LOCATION ______ GROUND ELEV . DATE DRILLED APlUL 4, 19?4 DRtLLED BY _AME_RI_C_AN ____ LOGGED BY ____ JP_D ____ _

SUMMARY

OF BORING ----------------------------------- J:l-OVERALL SAMPLE 0 SOIL OR ROCK DESCRIPTION > WEATHERING -J: (!) w 1.&J AND 0 > I..J Q.. a.. _. LaJ a..w RQD :t.S ct 9 \&J LL UJLL gow )-FIELD 1\ND LABOR" TOR'I T E.S T TS; !!ioOIL ION i UTHOI.OGY 0 a:: OA: "OINTING,BEDOING I'NO r.a.UL.TING A.NO TEXTURE: 0 zs so 15 100 I J 1 I L (0 a:. 675.3 -3 1 ---670 --5 -----10 -13 ,.3 ----15 -*-----20 -----650 25 --17 ---(!) DE&CRII"TION& GR.AV*:LLY SANDY i3ll.'I, SLIGHTLY 'fO M0DERA'.C:sLY PLASTIC; l0-15:"b GRAVEL TO 1. DIAMETER, J 5-2.0% FINE TO HE'DIUM S.'lliD; SMALL STREAKS fJF BLACK FIRE MATERIAL, PROBA.BLY ORGANIC. --ORGANIC SANDY SILT, NONPLilSTIC, 10-15% FINE UNIFORM SAND, VERY SOFT, MOIST, OILY ORGANIC SNELL; DARK BLUE GRAY; OF BLACK ORGANIC MATEIU!J:. THROUGHOUT, {01) §!NDY GRAVTi'...L; POORLY GRADED, GJ.AVEL TO l. 5 Dii!ME.."l'ER, /iliGUL,J\ AND SUBROUNDED, 6-8% FINE SAND, 3% NONPLASTIC

FINES, DAt1P; BLUE BROWN. (GP) SANDY GRAVEL, POORLY GRADED; GRAVEL TO l. 75n DL\1'1ETEl{, .JJGUL ,R 30-35% VIIDELY GRADED S.Il..."W, CO.ll1SE TO FINE; 6-8% NONPLASTIC FINFS; VERY DENSE; MOIST, BLUE GRf'>Y. {GP) SAND. MOSTLY UNI.F'OHH, FINE, LESS THAN 1% NONPLASTIC FINFB, n,:Jo1F, J'.IEDIUM GRA.YIJH BROWN, FEW I'J!::SBL.:S TO l/2!!, (SP). GR4VELLY SAND, GRADED, CO.,:WE TO FINE, 1-3% SLIGHTLY PLASTIC E'INE3, UOIJT, MEDIUN ORANGE BROWN, PEBBL:.S TO lt:, (S\'). ---------..... ----------------30 --GR.AYELLl J!ijD: (,JELL GRADED, COARSE TO FINE, LESS 1% NONPL.\STIC

-FINES, HET, HEDIUH GRAYIJH BROWN, F'"lliBLES TO l 1/4 11 ,

---

640 .. 24 liJELL GRADED, CO .RSE TO HNE, l-3% NONPL.\STIC F'INSS, SLTURAT::<.:D,-

1 1 GHA.YI..>H BIDrlN, FE'fJ FEBBLES TO (,)vi). ----40 -----6}0 ------------------------49 ,r UNIFOffi-*1, MEDiml TO FINE, LESS THAN 1% NOl'f.?IAlTIC lINE8, 'JE.r, MEDIUN BROi-JU, (SF)

• SAND, POORLY GRADED, GO :.liSE TO 'FINS, HOJTLY FIN:!!:, 3--5;t JLIGHTLY PLJ.STIC FIN.E3, If:T, HEDIUH BROWN 1HTH 30HE BJOT.'H, 1"3'} PEBBL&'3 *ro (SP), END OF BORING AT 56 I 0, 1. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRELI TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. ---------------------------------FIGURES SHO\I.rrf OPPOSITE ROCK CORES DENOTE ,....,----,,-----------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UNDIST1RBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---1 017INDICATES LOCATION OF SAMPLING ATTEMPT .. t----t WITH NO RECOVERY.

• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. INDICATES LOCATION OF NATURAL GROJND WATEF 2 I TABLE I 4 * .!!9D -HOCK QUALITY DESIGNATION.

5

• U IN0ICATES DE. PTH & LENGTH OF NX COiUNG RIJN 1 i 6. OAT 1 1M I S HEMI S.EA LEVEL . ff.I<V BOBIUG LOG )48 C BE.:WE:R VALLEY POHE!\ STATION -UNIT NO. l SHIPPINGPORT, PENNSYLVA."'H STONE & WEBSTER ENGINEERING CORPORATION A 11700 -GSK -* 22r '. ,. i

\ / ') DUQUESNE LIGHT CCMPANY SH.L OF_L SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BORING No. 549 < TYPE OF' BORING SPLIT SPOON LOCATION SHIPPINGPORT, PENN.SYT-VANU GROUND ELEV. 646.9 1 DATE DRILLED MAY 2. 1974 DRILLED BY AMER1CAl{ LOGGED BY _ _:_F:..:;, P..:.* V.;..:*:__ ___ _

SUMMARY

OF BORING------------------------------------

r,__ OVERALL SAMPLE u > WEATHERING

-l&J w 1--\.IJ .O.NO > w ..J Q.w 0 0. SOIL OR ROCK DESCRIPTION LIJ RQD LLJ u.. Wu,. O!U 0 0 z.s 50 l5 100 -' ..... al )-1-r!ELD "NO 1..0.801\ATORl TEST RE.ULTS; OR ..JDINTING,BEDOING AND DE6CI'!.ti"TIONii $OIL STNA.TA 0E$CRIPT ION; LITHOLOGY -'N 0 T E: I I I I I (!) 646.9 -::.4 1 GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% SLIGHTLY PLASTIC -FINES, MEDIUM TO DARK GRAY, PEBBLES TO 1'J. (SW) ------5---640 --SAND, WELL GRADED, COARSE TO FINE, LESS THA.."f 1% NON PLASTIC FINES, -MEDIUM GRAY, EEW PEBBLES TO 3/ 4" * -(SW} ----10---17 -GRAVELLY SAJm, WELL GRADED, COARSE TO FINE, 3-5% NON PLASTIC FINES, -MEDIUM GRAY BROWN, PEBBLES TO 1 1/ 4" * -(SW) --15-..... 630 ----20 -GRAVELLY SAND, AS ABOVE, MEDIUM BROWN, {sv) --------WELL GRADED, COARSE TO FINE, LESS THAN 1% NON PLASTIC FINES, -MEDIUM BROWN, FEW PEBBLES TO l/2 11 , -----25 --620 *----30 ----------------------------------------14 (SY) SAND, AS ABOVE, PEBBLES TO 3/4 11 , (sw) COARSE TO FINE, 3-5% SLIGHTLY PLASTIC FINES, l11WlLJM BROWN, (SlfJ GRAY SHALE, BOTTOJ1 2 11* END OF BORDO @ 29.91 1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN, ------------------------------------------;...... -----FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,..-,r--,..---------------------1 THE PERCENT OF CORE RECOVERED.

2. 12 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

017INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * .1 INDICA.TES LOCATION OF NATURAL GROJND WATE.Ii 2 T TABLE. 4-. ,!!9D -ROCK QUALITY DESI GNAT! ON. J.1111H14

5. U INuiCATE3 DEPTH & LENGTH OF NX COiUNG RUN 1 I Ail 6. DATUM IS MEAN SEA LEVEL. BOOI.r{G LOO 549 L BEAVER VALLEY POWER STATION -UNIT NO, 1 SHIPPING PORT, PENNSYLV ANI! DUQUESNE LIGHT COMPANY STONE 6 WEBSTER ENGINEEftiNG CORPORATION A 11700-GSK-2)

) DUQUESNE LIGHT CCMPANY SHl. OFL Sl T E BEAVER VALLEY miER STATION J.O. NO. 11700 BORING NO. 550 t TYPE Of' BORING SPLIT SPOON LOCATION 8HIPPiliGPQRl'. FMSILVANIA GROUND E LEV. __..65...,0 ...... 6.._ __ DATE DRILLED MAY 7, 1974 DRILLED BY AMERICAN LOGGED BY F.'P.V. *

SUMMARY

Of BORING ---------------------------------- OVERA.LL SAMPLE !:::! SOIL OR ROCK DESC Rl PTI 0 N > :r.:._ W£ATH£RING t-%:"' L&J w ..... lLI AND 1..1 _. a.LiJ ll.. w RQD 1.&.1 1.1.. Wu.,. )-F"IELD ilND LA&ORA.TOAY TE.$T RE.SliLTS; 6011.. STRATA IXSCRIPT ION; LITHOLOGY 0 a t.!l SO TS \00 1-a: OR ANO F"AIJL.TING AND TE,XTUPI.£ l I I I l 650 -----5 -----10 ----23,; ---24 6.30 -------25 --62o" ---30 -51 'f . ( --------------------------------------(!) GRAVEU.Y SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 5-10% -SLIGHTLY PLASTIC FINES, SOO ORGAIIC, MEDIUM GRAY, PEBBLES TO 1", _ SLIGHT OIL SMELL. (SF) -. --GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% SLIGHTLY PLASTIC -FINES, MEDIUM GRAY, PEBBLES TO 1"

• _ (SW) GRAVELLY SAND, AS ABOVE, MEDIUM BROW. (sw) ----------§Mm, POORLY GRADED, COARSE TO FINE, MOOTLY FHlE, LESS THAN 1% NON PLASTIC FINES, MEDIUM BROWN. ----§&m, WELL GRADED, COARSE TO FINE, 1-3% NON PLASTIC FINES, MEDIUM = BROWN. (SI) SAND, AS ABOV'E. rswr END OF BORING @ 30.3* -----------------------------------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 11 REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CO.RE RECOVERED.

La 2. *2 INDICATES LOCATION OF UNDIST:JRBED SAMPLE. I .... ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. 1--1---1 OVINDICATES LOCATION OF SAMPLING ATTEMPT .t----1 WITH NO RECOVERY. ., SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3. INDICATES LOCATION OF NATURAL GROJND WATEIIZ. "' TABLE. 4 * .B9D -ROCK QUALITY DESIGNATION. ,MIMAh.l 5. U INDICATES DEPTH & LENGTH OF NX CORING RUN

6. DATUM IS MEA.N SEA LEVEL. .aliNG LCO 551 "t'" BEAVER VALLEY FaolER STATION -UNIT NO. 1 SHIPPING PORT, PENNSYLV ANII DUQUESNE LIGHT C(J{PANY STOWE l WEISTER ENGINEERING CORPOIIIATION

• A 11?00-GSK-2.4

) DUQUESNE LIGHT COMPANY SHl__ or:_!_ Sl T E BEAVER' nr.r.r;y roJJER sTATION J.O. No. ll7oo BORING No. 551 -t; TYPE OF BORING SPLIT SPOON LOCATION .... GROUND ELEV. 661.0 DATE DRILLED .MA¥ 7, 1974 DRILLED BY AMERICA..}{ L.OGGEO BY __ ..._FuP;.&.V..u... ___ _

SUMMARY

OF BORING ----------------------------------- OVERALL SAMPLE u SOIL OR ROCK DESC RIPTlO N :> ..... 7:1-WEATHERING -LIJ l&J .,_w ANCI w :J:o -' w O..w n.. RQD w &.I.. w&..a.. FIELD AND L.A.BOI'I.ATOA'f TEST RE$ULTS; SOIL $TR-.TA OESCFtiPi tON; Ll THO LOGY 0 0 t.S SOU 100 a: OR ..IOINTINO,:.BEDOING AND FAULTING ,lr,NO TEXTU"E: I I I I I m a::. (!) S 661.0 6f:IJ -* -WOJl SILTY SAND, POORLY COARSE TO MOSTLY 10-15% MODERATELY PLASTIC FINES .1 SOME ORGANIC, DARK GRAY. --.(SH) ---5 ---1 NO RECOVERY.

---

18 SILTY SANDi MOSTLY UNIFORM, FI? 20-25% SLIGHTLY PLASTIC FINES, _ -

ORGAN C BLACK OIL SHELL PEBBLES TO 1 11* (SM)

• 10 -.:..:.__, MOSTLY'UNIFORM, FINE, SLIGHTLY PLASTIC FINES, SOME ORGANit; DARK GRAY TO ORANGE BROWN, FEW PEBBLES TO 1 11 (SP). -650 --17 NO RECOVERY.

---7 §AH!!, WELL GRADED, COARSE TO FINE, 3-5% SLIGHTLY PLASTIC FINES, UM GRAY, FEW PEBBLES TO J/$11* (SW) ---11 SANDY GRAVEL, WELL GRADED, COARSE TO FINE, 1-J% NON PLASTIC FINES, --MEDIUM BROWN, PEBBLES TO 1 1/ 4'1 , 15-20% FINE SAND. --(GW) ---20 --640--15 GRAVELLY SAND, WELL GRADED, COARSE TO FINE, MEDIUM BROWN, PEBBLES TO 1 1/8". NON PLASTIC FINES, ---(SW) ,; -20 GRAVELLY SAND, AS ABOVE. -(sw) --JO -630 --l2 WELL GRADED, COARSE TO FINE, 3-5% NON PLASTIC FINES, MEDIUM -BROW:N', FEW PEBBLES TO 1/2 11 * -(SW) Ira -19 §A!ill, WELL GRADED, COARSE TO FINE, 1-3% NON PLASTIC FINES, MEDIUM BROWN, FEW PEBBLES TO 3/ 4". ---/1) -100 620 ---GRAY SHALE, YEATHERED. l..L -END OF BatiNG @ 41.8' --. ----------------------. -l. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30u REQOIREj) TO DRIVE ------------------------------------------------A 2" 00 SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,.-,r----,r---------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UNDIST!JRBED SAMPLE. 1 4 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * ......,.1-----1 0VINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

13 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * .X. INDICATES LOCATION OF NATURAL GROJND WATE£12 ... TABLE. 4. ji9.D -ROCK QUALITY DESIGNATION.

• lllhh 5
• U INIJICATE3 DEPTH &: LENGTH OF NX COiUNG RUN 6. DATUM IS MEAN SEA LEVEL. .. BOOING LOO 551 '1: BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT CCMPANY STONE l WEBST£R ENGINEERING CORPORATION A 11700-GSK-25 I' I I I 1 I I I I I I t DUQUESNE LIGHT COMPANY SH_L OF_l_ SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BORING NO. 55 2 f T VPE Of BORING SPLIT SPOON LOCAl ION __:::;S::HIP=PI::.:NGPO=..;;.:.Rl';;;;:.&.., ..:.P.=mN=sYL=:V-=ANI=A:....-_____

GROUND E lEV. 651. Z DATE DRILLED MAY B. 1974 DRILLED BY AMER.ICAN LOGGED BY F.P.Y.

SUMMARY

OF BORING----------------------------------- OVERALL > t-WEATHERING L&J w 1-w AND .J liJ Q.LLJ RQD 11.1 LL Wu.. 0 C Z.! SO lS 100 I I I I l 650 -----5 -----10-640 -----15 -----20 -630 ,_ ----25 -----j{) ----------------------------,.VS' -------------SAMPLE u :::t:o ';> 1...1 Col) 0 n.. )- ..... a: " 4 1 12 SOIL OR ROCK DESCRIPTION FIELD AND LA.&OI'IATOF\'f TtST RE'iiJLTS; OR .JOINTING, BEDDING AND rAULTING SOl L STRATA. CE:SC,.IPT ION; Ll THOLOGoV ANO H::XTURE OE&CRI .. TION' GRAVELLY SAND, wELL GRADED, COARSE TO FINE, 1-3% SLIGHTLY PLASTIC -FINES, Sf!.1:E ORGANIC, MEDIUM TO DARK GRAY, SLIGIIT OIL SMELL, TO 3/4 11* (SW) --SAND," UNIFORM, FINE, 1-3% SLIGHTLY PLASTIC FINE3, MEDIUM GRAY. -TSPY CHANG INq TO: -GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% SLIGHTLY -FINES, HEDIUM BROWN, PEBBLES TO 1 1/4 11 , (SW) NO RECO\TERY. NO RECO\TERY I --------POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 1-J% NON PLASTIC - MEDIUJ.1 BOOWN, FEW PEBBLES TO 1", -(SP) GRAVELLY SAND, AS ABOVE, LESS THAN I% NON PLASTIC FINES, (sP) --------SAND, UNIFORH, Fnm, LESS THAN 1% NON PLASTIC FINES, MEDIUM BROWN. -'mY ----END OF BORING @ 29

• 5' ----------------------------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" TO DRIVE A 2". OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTK ,....,r---.,r----------------------1 THE PERCENT OF CORE RECOVEREn. 2. *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. 1 .... ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-1....._--t DVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * ..L INDICATES LOCATION OF NATURAL GROJND WATEf it ? TABLE. 4. -ROCK QUALITY DESIGNATION.

5. lJ INuiCATE3 DEPTH & LENGTH OF NX 6. DATUM IS MEAN SEA LEVEL. r!!'L1L.f CO.iUNG RIJN '11/... BORING 100 552 r BEAVER VALLEY FW1iER STATION -UNIT NO. 1 SHIPPING PCRT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE 6 WEBSTER ENGINEEitiNG CORPORATION A 11700-GSK-26 r J ) ) *-' SH..L or..L SITE BEAVER VALLE! POWER STATION J.O. NO. ___:1:.:1:.:..700::.::...

___ lORING NO. 553 "t Oc ... T*,... SHIPPINGPO"il'T' PENNSYLVANIA GROUND E'LEV. 6S.l.O TVPE Of BORING SPLIT SPOON L "" JVn DATE DRILLED MAY 8, 1974 DRILLED IY AMl!JICAH LOGGED IY __ .... r ...... P.&.l.Yw.*----

SUMMARY

or BORING---------------------------------..... 0/ERALL lAMPL£ u SOIL OR ROCK DESCRIPTION > WEATHERING -.... Xc LLI 1&1 .... l.a.J AND .. '! '"' ..J 1.&1 Q.LIJ RQD IL t9 I&J .... Wu. )-FIELD MD LA&Ofl.UOR't TEST RUULTS> 101 L $TitATA DEICPttrT ION 0 LITHOLOGY 0 0 1.1 10 15110 .i a: .... ax Oft oJOINTIN41"'£DDIN. AND F'AULTING AND TE:ICTUI'lE 11111 0 OI:ICIII.If'TIO ....6.53...0 --650 ---5_ 17 ----10_ 19 --640 ---15 ---123 20---630 ---25 -37 lllr ----30 ---620 ---35 ---llOOil--9 ------------------------------*GRAVELLY SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, NON PLASTIC FINES, MEDIUM BROWN,. PEBBLES TO 'J/4" I (SP) GRAVEIJ..Y SAND, AS ABOVE. (SP) 1-3% --------, GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 5-10% SLIGHTLY PLASTIC -FINES, MEDIUM BROWN, PEBBLES TO 1 1/Sn. -(S) . -§!!Q, WELL GRADED, COARSE TO FINE,. 1-.3% SLIGHTLY PLASTIC FINES, MEDIUM GRAYISH BROWN, WITH SCME BLACK, FEW PEBBLES TO 1 11 , (SW) -------GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% NON PLASTIC FINES,-MEDIUM BROWN, PPEBBLES TO 1/2 11 * -(SW) -Nai'E: SPOON BENT WHILE DRIVING. MARKS ON SIDE INDICATE STRIKING _ METALLIC OBJECT. GRAVELLY SAND, AS ABOVE, PEBBLES TO 1 11* (sw) ------POORLY GRADED, COA!}:)E TO FINE, MOSTLY FINE, l-3% NOO PLASTIC -FINES, MEDIUM BROWN I -<m ---SAND, UNIFORM, FINE, LESS THAN 1% NON PLASTIC FINES, MEDIUM BROWN, -rsPJ . ---END OF BORING 37 .1' --------------------------------l. FIGURES IH BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIREJ TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE nr---,r--------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF !JNDISTrrRBED SAMPLE. 1 4 ,6 INDICATES LOCATION OF SPLIT-SPOON

• SAMPLE. HI----I OVINDICATES LOCATION OF SAMPLING ATTEMPT 1-..t----1 WITH NO RECOVERY.

1* SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * .g. INDICATES LOCATION OF NATURAL GROJND WATEI i 2 TABLE. . 4. -ROCK QUALITY DESIGNATION. BORING LOO 5 53 r BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT COO:PANY STONE l WEISTER ENGINEERING CORPORATION A 11700 -GSK -Z7 it. IN0ICATES DEPTH & LENGTH OF NX COrtiNG RUN 61 DATIJM IS MEAN SEA LEVEL *. ) ) ) DUQUESNE LIGHT CCHPANY SH_l. O'_L SITE BEAVER V!LLEY Pg<<ER STATION J.O. NO. 11700 BORING No. 55lr& TYPE Of BORING SPLIT SPOON LOCATION ..... vAQ.IHI:u..aA _____ _ GROUND E LEV. 661.32 OAT£ DRILLED MAY 10. 1974 DftiLLED IY AHERIQAN LOGGED IY _ ___;F;...;.*..;..P.;...V...;.._.

---

SUMMARY

Of BORING----------------------------------

a:._ OVERALL SAMPLE SOIL OR* ROCK DESCRIPTION

> WEATHERING Xo ..... liJ f-LLI AND >= IU ..J O.w ; 0 IL w RQD L&J LL WI&. oau ,.. I'IELD AND LA&D"ATOI\Y TEaT AEIULTS; SOIL.

OEtCIItlfT JON; Ll TKOI..OCU 0 0 1.1 5o l5 100 ..J w 1-0: Oft AND f"AUL.TING o\NO TltlCTUI\E I I l I I m OUCIII.,TIO l .":!.? --4 1 GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 5-10% SLIGHTLY PLASTIC --FINES, MEDIUM GRAYISH BROWN, PEBBLES TO 3/4". _ (SW) ----5 -------17,; .., -GRAVEIJ..Y SAND, IS ABOVE, MEDIUM BROWN. (sw) ---* 650 -----45 -§m, WELL GRADED, COARSE TO FINE, LFSS THAN 1% NON PLASTIC FINES, MEDIUM GRAYISH BROWN, FEW PEBBLFS TO 1/2 11 * --

---

19 GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 1-3% NON PLASTIC FINES, MEDIUM BROWN, PEBBLES TO 1 1/ 4" , --*--(SW) -640 .------19 GRAVELLY SAND, WEIJ, GRADED, COARSE TO FINE, LESS THAN 1% NON PLASTIC-25 -FINES, JIEDIUM GRAYISH BROWN, PEBBLES TO J/4 11* -(SW) --39 ,-: -GRAVELLY SAND, WELL GRADED,-COARSE TO FINE, 1-J% SLIGHTLY PLASTIC 30 -FINES, MEDIUM BROWN, PEBBLES TO 1/2". 630 --(SW) --15 -UNIFORM, FINE, LESS THAN 1% NON PLASTIC FINES, MEDIUM BROWN. 35 ---1100/111_ jEND OF BORING @ 37,5 1 40 -------------------------------l. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" TO DRIVE ----------------------------------------------A 2" OD SAMPLE SPOON 12 11 OR THE iJISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE r-'lr---,,..--------------------1 THE PERCENT OF CORE 2 *

• 2 INDICATES LOCATION OF UNDI ST!JRBED SAMPLE. 4 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-tl----1 0[7INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.
• J SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPL& NUMBER. 3* .,&-INDICATES LOCATION OF NATURAL GROJND WATEI 2 ... TABLE. 4. -ROCK QUALITY DESIGNATION.

5. INDICATES DEPTH & LENGTH OF NX 6. DATUM IS MEAN SEA LF:\TEL. lM '(tJ/? /'JJ COiU NG RUN, 1 1(11... BORING LOO NO, 554 t:' BEAVER VALLEI POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE & WEISTER ENGINEERING CORPORATION A 11700-GSK-28 I; i! ' . i '

\ ) DUIJUESNE LIGHT CruPANY SH.lor...L SITE BEAVER VALLEY' POWER STATION J.O. NO. 11700 I!IIORtNG NO. 555 ""C TYPE OF BORING SPLIT SPOON LOCATION IHIPPINGPORT, PENNSYLVANIA GROUND ELEV. 675.3 DATE DRILLED MAY S, 1974 DRILLED IV AMEIICAN LOGGED BY _ __:.F..:.* .:..:P*:..:.V.:..*

---

SUMMARY

Of BORING------------------------------------------------------------------ J:.,_ OYERALL SAMPLE 0 SOIL QB RQCK DESCRIPTION > .... WEATH[RING -laJ l&J .... l&J o\.NO >= laJ :to a.w U') 0 .: 9 ...J w RQD 0... L&J u.. L&JLL )-FIELD AM0 L.A&Of'ATOIW TEal RESULTS* SOIL aTRATA LaTHOLOG.Y 0 0 U IOUIOO ..J '"' OR o\ND rAULTING ' AND TEXTUIU I 1 J I I ID 0:. .., Ol:aC:RI" TIO ll 67'5 .. 3 ------670-5 -28 GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% NON PLASTIC MEDIUM BROWN, DAMP, PEBBLES TO 1/2 11 (FILL). ----10 ----GRAVELLY SAND, AS ABOVE, PEBBLI!S TO 1 11* (FILL). (S'f)-NO RECOVERY. -"""' -----* -WJ-15 -GRAVEU.Y SAND, SAME AS SAMPLE #2, LAYER OF DARK GRAY §.lli AT BarTOM-----20 -----25 -37 OF RUN. (SW") --GRAVELLY SAND, POOI.LY GRADED, COARSE TO MEDIUM, TRACE OF GRAY; PEBBLES TO 3/ 4". -* (ISP) ---GRAVELLY SAID, WELL GRADED, COARSE TO FINE, 5-10% SLIGHTLY PLASTIC -650--FINES, MEDIUM GRAY, PEBBLES TO 1 11* -. ----.30 -----640-.35 -----40 ------45 -630 --50 ----*-55 -38 620-----100/0 11 60 --------*---GRAVELLY SAND, AS ABOVE, WITH SOME BLACK FINES * (sw) -------GRAVELLY SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 10-13% -= SLIGHTLY PLASTIC FINES, MEDIUM BROWN, PEBBLES TO P. ----GRAVELLY SAND, WELL GRADED, COARSE TO FINE, LESS THAN 1% NON PLASTIQ.. FINES, MEDIUM BROWN, PEBBLES TO 1n. (SW) ---SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, LESS THAN 1% NON-= PLASTIC FINES, MEDIUM (SP) ----MOSTLY UNIFORM, FINE, LESS THAN 1% NON PLASTIC FINES, MEI)TTTM_ BRCWN, FEW PEBBLES TO 1/2" * (SP) ---SAND, AS ABOVE, TRACE OF BLACK FINES. Tm -----END OF BORING @ 57. 5' ------------l. FIGURES IN BLOW OR RECOVERY COL!JMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRE;) TO ORIVI A 2" OD SAMPLE SPOON 12 Oa THE .iliSTANCE SHOWN. FIGtJRES SHOWN OPPOSITE ROCK CORES DENOTE ,.-,--,-------------------1 THE PERCENT OF CORE RECOVEREJ.

2. 12 INDICATES LOCATION OF fJNDISTURBED SAMPLE. 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. 1-+---l QVINDICATES LOCATION OF SAMPLING ATTEMPT WITH KO RECOVERY.

S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER * .}. "f INDICATES LOCATION OF NATURAL GRO:JND WATEF t TABLE. 4. jigD -ROCK QUALITY DESIGNATION. _p. 5

• lJ. INDICATES DEPTH &: LENGTH OF NX COiliNG RUN 1 )/I 6. DATUM IS MEAN SEA LEVEL. fQ..--BORING 100 555 C BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGP<RT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STON£ 6 W£1ST£R ENGINEERING CORPORATION A 11'700-GSK-29

\ _) \ I / DUQ!JE?KI LIGHT CCMPANY ) SH_o,_ SITE BEAVER VALLEY POWER stATION J.O. NO. 11700 lORING No. 556 t; TYPE Of BORING SPLIT SPOOlf LOCATION -* ____ _ GROUND EL£V. 5 __ _ OAT£ DRILLED MAY 15, 1974 DRILLED BY AMERICAN LOGGED IY __ ....:lLt"r.t.P&.l*Yu.*----

SUMMARY

OF BORING------------------------------------------------------------------ OVERALL IAMfU > ... WEATHERING 11.1 "" t-L&J AN* to.! 0.."" co 0 ..J LIJ RQD L w lL WIL >-0 0 u 10111100 ...1 w I I I I I ID k 675.5 ----15 IIJr 5 -f.no------10 -----(HJ-15 -----20 ---25 -32 ,. ----30 -----640--35 -----40 -----63cr*-45 -74 ,. ----50 ---620---55 --100/0" --60 -----------u -:l:c,s '9 a: <<.:>> SOIL QB RQCK DESC RIPTI 0 N F'I£LD NO LA&OI\ATOI\Y TEST 1\E.SULTS* 1011. ITR.\TA DEICJti,TION; LITHOLOGY = AND f'AULTING ' AND T EXTUI'llt ICI\I .. TIO ---GRAVELLY SAND, WELL GRADED, COARSE 'J'O FINEt l-3% NON PLASTIC WET t MEDIUM BROWN, PEBBLES TO 1 1/8" (FILLJ, ---, -GRAVELLY SiND, WELL GRADED, COARSE TO FINE, 5-10% E..IGHTLY PLASTIC_ FINES, MEDIUM BROWN, PEBBLES TO 1 1/4" (FILL) , WET. (SV)' ---SILTY SAND, UNIFORM, FINE TO VERY FINE, 15-20% MODERATELY PLASTIC -FINES, WE."r, DARK GRAY TO BLACK, SCME ORGANIC. ----2!1:ill, UNIFORM, FINE, 3-5% MODERATELY PLASTIC FINES, YET, MEDIUM -GRAY TO BLACK, SOME ORGANIC. -(SP) ---GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 1-3% SLIGHTLY PLASTIC .: FINES, MEDIUM BROWN, PEBBLES TO 1" * (SW) -.§M!!;!, POORLY GRADED, COARSE TO FINE, HOSTLY FINE; LESS THAN 1% NON PLASTIC FINES, MEDIUM GRAY, FEW PEBBLES TO J/4 11* (SP) --------GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% SLIGHTLY PLASTIC _, FINES, MEDIUM BROWN, PEBBLE:3 TO 3/4"* (S'W) §Am2, WELL GRADED, COARSE !C FDNE, .:i.-J% SLIGHTLY PLASTIC FINES, MEDIUM BROWN. --------§!ill2, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 1-3% NON PLASTIC -FINES,' MEDIUM BROWN, YEW PEBBLES TO 1 11* ----SAND AS ABOVE. rm -----AS ABOVE, FEW PEBBLES TO 1/21 1 * -END OF BORING @ 56.01 --------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A LB HAMMER FALLING 30" TO DRIVI A 2" OD SAMPLE SPOON 12" O.R THE i>ISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTK THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. 4 P'6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-+--1 QP'INDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY.

3 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* .1 INDICATES LOCATION OF NATURAL GROJND WATEF l

• TABLE. 4. -ROCK QUALITY DESIGNATION.

5. U. INLliCATES DEPTH & LENGTH OF NX COI.UNG RUN 6. DATUM IS MEAN SEA LEV'EL. BORING r,g:; 556 'C BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPING PORT, PENNSYLVANIA DUQUESNE LIGHT CCMPANY STONE & WEISTER ENGINEERING CORPORATION A 11700-GSK-,30

) DUQUESNE LIGHT COMPANY SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BORING NO. 557 -t::_ TYPE Of 80RINGSPLIT SPOON LOCATION ... .... NT.&..IA--. _____ GROUND £LEV. 676.1 DATE DRILLED MAY 8, 1974 DRILLED IV LOGGED BY F.P.V.

SUMMARY

Of BORING-----------------------------------

c._ > 1-w w t--w -J UJ O.w ..... lL. Wu_ 0 ----5-670 -----10-----15-66o-----20-----25-65()-.------

---

30-----J5 -640-----40 -.,. ---45 -----50 -----55 -b20 --6o -----------OVERAll WEATHERII'IIG AND RQD o z.s sou lao I I I I I &AMPLE ::> U) ...... D.. >-...J w ..... ID Q:'. 11,-; 15 28 26 29 ROLLER BIT 3:() a: "' SQIL OR ROCK DESCRIPTION fiELD AND LABO"ATOM TEaT RE&UL TS* SOIL STRATA DESCFtiPT ION; LITHOLOGY Oft AND f'A.Ut. T I NG I 1\ND T E:XTU"E DEIC ... IP TIO ---GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 3-5% NON PLASTIC FINES,-DAMP, MEDIUM TO DARK BROWN, PEBBLES TO 1 1/8!1* (FILL) --GRAVELLY SAND, AS ABOVE, PEBBLES TO 1/2 11* (st.r) IIRAVELLY SAND, SAME AS ABCJIIE, PEBBLES TO 1 11 , WET.

-..., -----------GR!VELLY SAND, WELL GRADED, COARSE TO FINE, 5-10% MODERATELY PLASTIC FINES, MEDIUM GRAYISH BROlrlN WITH SrnE BLACK FINES, PEBBLES TO 1 11 * ..... ----GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 5-10% SUGHTLY PLASTIC -FINES, MEDIUM BROWN, CONTAINS BROKEN GRAY SANDSTONE FRAGMENTS TO 1 1/4 1'. ----GRAVELLY SAND, WELL GRADED, COARSE TO FINE, 5-10% MODERATELY PLAST:r.c.. FINES, MEDIUM BROWN WITH SOME GRAY, PEBBLES TO 1 11* (SW) ----POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 1-3% NON PLASTIC MEDIUM BROWN, FEW PEBBLES TO l't. _ (SP) ---WEU GRADED, COARSE TO FINE, 1-3% NON PLASTIC FINES, MEDIUM -GRAYISH BROW, FEW PEBBLES TO 1/2 11 * (SP) ------SAME AS SAMPLE 7. --- POORLY GRADED, OOARSE TO FINE, MOSTLY FINE, j-5% SLIGHTLY PLASTIC FINES, MEDIUM BROWN WITH SCME BLACK, FEW PEBBLES TO 1/2". -(SP) -POORLY GRADED, FINEs, MEDIUM BROWN. END OF BORING @ 58.0 1 ---COARSE TO FINE, MOSTLY FINE, 1-3% NO!J PLASTIC _ (SP) -------------1. FIGURES IN BLOW OR RECOVERY COLrrMH OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12 11 OR THE iJISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOT& r-'1--...--------------------1 THE PERCENT OF CORE 2 * *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. 1--1---1 QI7INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE: NUMBER. 3 * .&. INDICATES LOCATION OF NATURAL GROJND WATEf l TABLE. . 4. -ROCK QUALITY DESIGNATION.

5. lJ. INDICATES DEPTH & LENGTH OF NX COiUNG 6. DATUM IS MEAN SEA LEVEL. BffiiNQ LW 557 r BEAVER POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE l W£1STER ENGINEERING CORPORATION A 11700-GSK -31 I L I* ]: i f' i ; I ci I 'f + l I '

) _) DUQUESNE LIGHT CCJ.fPANY SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BORING No. TYPE OF BORING SPLIT SPOON LOCATJON GROUND ELEV. 662.1 OATE DRILLED MAY 9, 1974 DRILLED BY _AMER __ Ic_AN _____ LOGGED BY __

---

SUMMARY

Of BORING-----------------------------------

l. FIGURES IN BLOW OR RECOVERY COLITMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REGUIREll TO DRIVE A 2 OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE 11111-------------------l THE PERCENT OF CORE RECOVERED.

• 2
• 12 INDICATES LOCATION OF UNDIST!JRBED SAMPLE. 14 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---1 OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3 * ..i... INDICATES LOCATION OF NAT URAL GRO:JN D WATEF: 2 .. TABLE. 4. -ROCK QUALITY DESIGNATION. _M ** .I.,..., 5

• U INuiCATES DEPTH & LENGTH OF NX COiUNG R'JN 1 )I) 6. DATUM IS MEAN SEA LEVEL. rA'Q BORING LOO 55S C BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPING PORT t PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE l WEBSTER ENGINEERING CORPORATION 11700 -GSK -32

\ / ) ) lWJESHE LIGHI COMPANY SITE Bli)AYJR VAIJJS'f POWER. S'UTTQN J.O. NO. 11700 BORING NO. 559 C TVPE OF BORING SPIJT SPOON LOCATION SHIPPINGPORT, PENNSILAVANIA GROUND ELEV. __ 6"""'7J"""' .... l __ OAT E ORIL L E 0 _...M ..... ..... l.;r.97..uJ.,_ 1 -----ORIL l E 0 IY ......,.AMERJ:=.......,CAlf......._ ___ _ LOGGED BY ___ __.m...._ __ _

SUMMARY

Of BORING----------------------------------- OVERALL SAMPLE 0 SOIL OR ROCK DESCRIPTION > ::r:.,_ WEATHERING -:J:u w laJ t-w :> ..... Cl) 0 ..J a.w a.. liJ RQD 11.1 ..._ t&Ju. g t..j )-FIELD J\ND LA&OAA. TOA't TE.S T RE.SULTS; SOl L DESCfiiiPT ION; LITHOLOGY 0 0 z.s so 15 100 1-a: OR .!OINTING.&EDDING AND fAULTING AND TE.lCTUIU .3 --670---5 -----10 ----66o--15 -----20 ---65o---25 ----11111 IJl PUSH BY .3 HAND 18 tA' " OE&CI'I;II'TIONl SILTY SAND: POORLY GRADED, COARSE TO FINE, MOSTLY FINE, 15-20% SLIGHTLY PLASTIC FINES, MOIST, MEDIUM BROWN 1JITH LAYERS OF BLACK SILT, (3-1) NO REDOVERY. SANDY SILT; VERY LOOSE, MODERATELY PLA3TIG, 10-15% MEDIUM TO FINE SAND, DARK GRAYISH BrowN WITH OOME BLACK, WEI', (ML) NO RECOVERY.

---

.30 -!JRAVELLY WIDELY X).&RSE tO FiljE; 5 ... 19%-SLIGHTLY FINES, llEI', VA1UOU3 COLORS ..; BROWN, GRAY, BLACK, PEBBLES TO 1 l/8 11 * --(SP) ---640----35 -GRAVELLY SAND: WELL GRADED, COARSE TO FINE, 3-5% NONPLASTIC FINES, -MEDIUM BROWN, PEBBLES TO 'J/4". (&-f) . ----4fJ -

--630--GRAVELLY SAND; AS ABOVE. (SW) ----------SAND: POORLY GRADED, COARSE TO FINE, MOSfLY FINE, 1-3% NONPLASTIC FINES, MEDIUM GRA.llSH BROWN. --(SP) ----50 ---_.62!1.= -----60 -----------100/0 11 10 GRAVELLY SAND: POO?J,Y GRADED, COARSE TO FINE, MOSI'LY FINE, 1-3% NONPLASTIC FINES, MEDIUM GRAYISH BRQl.ffl, PEBBLES TO 1 11* (SP) NO RIDOVERY, (REFUSAL}

• END OF BORING AT :5.3. 5' 1. FIGURES IN BLOW OR RECOVERY COLlJMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12u OR THE DISTANCE SHOWN. ------------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. 4 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-1----1 OVINDICATES LOCATION OF SAMPLING ATTEMPT .. t-----t WITH NO RECOVERY.

• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. t)-"'hh, 3 * ..fr-INDICATES LOCATION OF NATURAL GRO:JNo WATEI 21t'.l.l TABLE. 4
• Jl9D -ROCK QUA LJ TY DES! GNAT l ON. fA, 'tf!/1 I 14 5'
• U INJ)ICATES DEPTH & LENGTH OF NX COiUNG RUN 1 L//1 6. DAT IJM IS MEAN SEA LEVEL t<<"'-OORING LOp 559t BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT Cct!PANY STONE 6 WEBSTER ENGINEERING CORPORATION A U700-GSK -13:3 i i 1: : I l I i i 11 1: i r ii i !

) ) DlJSUJSNE LIGHT COMPANY Sl T E BEAVER VALLEI POWER STATION J.O. NO. ll700 80RtNG NO. SM t;. TYPE OF' BORING SPLIT SPOON LOCATION PENNSILYANIA GROUND E LEV. 673.9 DATE DRILLED MAY 10, 1974 ORtLLED BY AMERICAN LOGGED BY __ F_._P...;;,.,.v_. ____ _

SUMMARY

OF BORING----------------------------------- OVERALL SAMPLE > x .... WEATHERING 1-LaJ w .... La.J AND > w ..J w a..w RQD ; 0 0.. L&J La.. UJLI-o:u >-0 o ?.5 son too ...J LtJ ...... l I 1 I I a:l a: !671.9 ---(JlO --5 -----10 ----660 - ----25 20 ----650 --25 ---30 ---- ----i,D ----630--45 ---50 ----620 --55 ----------------u -:I:c,:t cr: C) SOIL OR ROCK DESCRIPTION FIELO AND LA80f'ATOf\Y TEST 1\E.iULTS; OR "NO F'AUI..TING $011. STRATA OESCAIPT ION; LITHO\..OGY AN 0 T EX TUPlE DE:ac TIO N --------GRAVELLY SAND: WELL QlWlED, COARSE TO FINE, 3-5% NONPLASTIC FINES, -WET, MEDIUM BRDWN, PEBBLES TO 1/2Jt I -(SW) --..., SILTY §AND,:* FINE TO VERY FINE, 20-25% MODERATELY PLASTIC ....., FINES, WEI', DARK GRAY TO BLACK. -(SM) --GRAVELLY SAN'I1: WELL GRADED, COARSE TO FINE, 5-10% SLIGHTLY PLASTIC -FINES, WET, MEDIUM BROWN WITH OOME GRAY AND BLACK, PEBBLES TO 111

• _ {SW) ---GRAVELLY SAND: WELL GHADED, COARSE TO FINE, 3-5% NONPLASTIC FINES, -MEDIUM BROWN, PEBBLES TO 'J/ 4 rt * -(SW) --MOSTLY UNIFORM, FINE, 1-3% NONPLASTIC FINES, MEDIUM GRAYISH -BROWN WITH TRACE OF BLACK, F:Elol PEBBLES TO 1 11 I -(SF) -GRAVELLY SAND:WELL GRADED 1 COARSE TO FINE; LESS THAN 1$ .NONPL.ASTIC FINES, MEDIUM GRAY, FEW PEBBLES' 'TO 1 11 (SP) SAND: UNIFORM, MEDIUM' TO FINE, LESS THAN 1:' NONPLASriC FINES, MEDIUM GRAY' FEW PEBBLES TO l" I (SP) SAND: AS ABOVE. TSPY NO RECOVERY.

SAND: "WELL GRADED, COARSE TO FINE, 1-3% NONPLASTIC FINES, BROWN' FE.W PEBBLES TO 1/'JJt I (SW) TRACE OF GRAY SHALE AT BJTTOM OF RUN END OF OORING AT 54. 2' -----------------------------------1. FIGURES IN BLOW OR RECOVERY COL7JMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30'1 TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE 2 ** 2INDICATES LOCATION OF UNDISTITRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---4 OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

s SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. (J. 1Ab1JM: 3 * .1 INDICATES LOCATION OF NATURAL GROJND WATEf 2 .IJOD " TABLE. 4. -ROCK QUALITY DESIGNATION.

5. lJ INDICATES DEPTH & LENGTH OF NX 6. DATCJM IS MEAN SEA LEVEL M v-LzLX COiUNG RUN 'I.IIJ. BORING LOG :560t BEAVER VALLEY POWER STATION -UNIT NO. 1 PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE l wtiSTER ENGINEEftiNG CORPORATtON 11700 -GSK -1.34 I* I I I l* f I I I I f I f I I I I I I

) DUQUESNE LIGHT Coo>ANY SH.l:... OF..L SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 BORING NO. 561 t:. TYPE Of BORING SPLIT SPOON LOCATION GROUND ElE\1. 673.6 DATE DRILLED MAY 10. 1m DRtLLED BY AMERICAN LOGGED BY ___ FPV _____ _

SUMMARY

Of BORING -----------------------------------J:._ OVERALL SAMPlE 5::! SOIL OR ROCK DESCRIPTION

> 1-WEATHE:RING J:C) laJ l&J r--w ... ND rn :> l.oJ .J ll.w :l: 0 0... l&J RQD UJ La.. WLa.. O!U FIELD A.ND L.\BORATOA"

TE.ST RE.SULTS; SOIL STRATA OESCAIPT ION; Ll THOLOGl' 0 a t.S So 1S 100 .J w ..... 0: OR AND F'I\UL.TING .1\ND TEXTURE I I I I I tD a:. (!) OE&C ... I,.TIO S h71..h ---670--5 -----5 lllr SILTY SAND: POORLY GRADED, COARSE TO FINE, MOm'LY FINE, 15-20% 10 -MODERATELY PLASTIC FINES, MOl Sf, MEDIUM DARK GRAYISH BROWN, F&l PEBBLES TO 1/2/*. -( l:M) -- SANDY SILT: HIGHLY PLASTIC, 15-20% FINE SAND, VERY SOFT, MOIST, 66o -DARK GRAY TO BLACK. 15 -(ML) ----29 lr GRAVELLY SAND: WELL GRADED, COARSE TO FINE, 5-10% SLIGHTLY PLASTIC 20-FINES, WEI', MEDIUM BROWN, PEBBLES TO 1 11* (SJ) ---650---15 NO RmOVERY. 25 -----13 Jf GRAVELLY SAND: WELL GRADED, COARSE TO FINE, 1-3% NONPLASTIC FINES, 30-MEDIUM BROWN, PEBBLES TO 1 11 * -( sr,.r) --640 -17 Jr SAND: AS AOOVE. 35-sw} -SAND; POORLY GRADED, COARSE TO FINE, MOSTLY FINE, LESS THAN 1% -NONPLAS'l'IC FINES, MEDIUM BROWN, FEW PEBBLES TO 1 11 * -(SP) -19 /.() -END OF BORING AT 40.0* --NOTE: HOLE TERMINATED AT 40.0' DUE TO RISING WATER IN OHIO RIVER ---------------------------* l. FIGURES I'N BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE -------------I --------------------------------------------------------A 2" OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,-,---,--------------------1 THE PERCENT OF CORE

2. 12 INDICATES LOCATION OF ONDIST'JRBED SAMPLE. 4 , 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---f DVINDICATES LOCATION OF SAMPLING ATTEMPT .. t----4 WITH NO RECOVERY. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. d

'* 3. -.J:-INDICATES LOCATION OF NATURAL GROJND WATEF t!PJJJ TABLE.

• r--4 * .ago -ROCK QUALITY DESIGNATION.

i.M L.41 h/'h 5

• U INJ)ICATES DEPTH & LENGTH OF NX COdiNG RUN p* l..d J 6
• DATUM I S MEAN SFA LEVEL 19 (/ OORING LOG 561 t BEAVER VALLEY PO¥IER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT CCMPANY STONE 6 WEBSTER ENGINE£1tiNG CORPORATION A 11700-GSK -135 I* i !: i\ i. 1: I. : I ;. i I ! !. 1: j:

DUQUiSNE LIGHT CCMPANY SH..!.. Of..L 5 IT E BEAVER VA,LLEY POWER STATION J.O.No. 562t: 11700 BORING No. ----TVPE OF BORING SPLIT SPOON LOCATION §HIPPINGPOfiT. PENNSUJTANIA GROUND E LEV. 6?4.1 OATE DRILLED MAY 16, 1974 DRILLED BY AMERICAN LOGGED BY _ ..... .rro;.;;o.;;;;... ____ _

SUMMARY

OF BORING---------------------------------- J: .... OVERALL SAMPLE !:l SOIL OR ROCK DESC RlPTION :> WEATHERING .-l:C) LLI LIJ 1-w AND > loJ ..J LaJ O..w RQD ; 0 0.. LaJ La.. UJLL. 010 >-F IELO AND 1-A.&Ofi.A. TOF\'1 TEST f\EIULTS; SOil. STRATA DESCfi:IPT ION; L.ITHOI..OGY Q 0 u solS 100 -' l&J 1-0: OR .JOINTJNGJ!IBEDOING AND F'AULT!NG /\NO TEli:TUl'tE I I I I I a1 a: C!J O£&CRif'TIO & 671...1 --"""" 670 --5 -----10 ----660--15 -----20 ---- ----30 ----640 *-*c ----40 ---1 ------50 ---------------------4[/? 3 1/1811 If 26 lllf 37 .,s 30 25 lifo 13 ,r ---SANDY GRAVEL, GRAVEL TO 1.25 INCH MAXIMUM, POORLY GRADED, COARSE -TO FINE, MOSTLY FINE, SAND, 3-5% NONPLASTIC FINES, COMPACT, -SATURATED, LIGHT BROWN, (GP). NO RIDOVERY. """" ..., ..., __, ...., --SANDY SILT, SLIGHTLY PLASTIC, 3-5% UNIFORM FINE, SAND, SOFT, BIJLCK, -FEW OF COARSE SAND, (ML) * *----TOP 12 11 -ORGANIC MATERIAL, HIGHLY PLASTIC, SOFT, BLACK, ( GH). -BOTTOM 6 11 -.§!1!, MODERATELY PLASTIC, FIRM, GRAY BLACK. -GRAVELLY SAND, 15-25% SUBROUNDED GRAVEL TO O. 75 INCH MAXIMUM, -COARSE T0 -FINE, MOSTLY FINE, SAND, 1-3% NONPLASTIC FINES, COMPACT, -MOIST, YELLOW GRAY, ( SP). _ GRAVELLY SAND, SIMILAR TO ABOVE EXCEPT GRAVEL TO 1.5 INCH MAXIMUM, -(sP) _ ---2!@, TRACE OF GRAVEL TO 0.25 INCH MAXIMUM, TJNIFORM, FINE, 3% NONPLASTIC FINES, COMPACT, SATURATED, GRAY GREEN, ( SP) LESS THAN-2 DIS!IIC'f BL&Cl STIU1'A APPRO:IIMA'l'ILI 0.2" !HICK OBVICBILY OIDD'ORNID -..... --SANDY GRAVEL, WASHED OUT GRAVEL TO 1.0 INCH MAXIMUM, POORLY GRADED, _ COARSE TO FINE, MOSTLY FINE, SAND, DENSE, SATURATED, LIGHT BROWN, _ (GP) (PIECES OF GRAVEL WOOED IN SHOE) ---GRAVELLY SAND, 15-20% SUBROUNDED TO ANGULAR GRAVEL, POORLY GRADED, -COARSE TO FINE, MOSTLY FINE, SAND, 3-5% NONPLASTIC FINES, COMPACT, _ SATURATED, BROHN, { SP). ---SAND, TRACE OF GRAVEL TO 0.75 INCH MAXIMUM, POORLY GRADED, COARSE -TO VERY FINE, MOSTLY UNIFORM, FINE, SAND, LESS THAN 2% NONPLASTIC -FINES,, COMPACT, SATURATED, GRAY BROWN, ( SP). -GRAVELLY SAND, 10-15% SUBROUNDED GRAVEL TO 0.30 INCH MAXHrnM, POORLY GRADED, COARSE TO FINE, FINE SAND, 3-5% NONPLAGTIC FINES, COMPACT, SATURATED, GRAY BROWN, (SF). SILTY SAND, POORLY GRADED, COARSE TO FINE, MOSTLY FINE, SAND, 10-15% NONPLASTIC FINES, DENSE, SATURATED, LIGHT BROWN, ( 3-1) (SHALE CHIPS IN SHOE). END OF BORING AT 54.5 1 ------------------------1. FIGURES IN BLOW OR RECOVERY COLrrMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 11 REQUIREL> TO DRIVI A 2" OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,...,---,--------------------1 THE PERCENT OF CORE

2. 12 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

OVIND!CATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. ;A PZT1L. 3 * .1 INDICATES LOCATION OF NATURAL GRQ:JND WATEF l rji?n r TABLE. 4. ROCK QUALITY DESIGNATION. 5. U INuiCATES DEPTH & LENGTH OF NX COiliNG RUN 1 ".IIJ1 6. DATUM IS MEAN SEA LEVEL e/1-BlRJIQ LPG 'j62 t BEA.llll T.u.Lif POWill STUIOJ-tJIIT .,. 1 SBIPPilllPORf, PJ!llliS!LVAJI.l OOQUPBD LIGII! f(MPUI STONE & WEBSTER ENGINEEftiNG CORPORATION A .11700 -GSI -136 -\ ) ) . ) DDQW.SNE I.TGif!' COMPANY SITE BEAVER VALLEY POWER STATION J.O. NO. 11?00 BORING No. __ 5_6J_t_ TYPE oF BORING SPLIT sroou LOCATION .. GROUND ELE'V. 674.4 OAT£ ORtLLED MAY 16t 1974 DRILLED BY AMEEUCAN LOGGED BY __

SUMMARY

OF BORING-----------------------------------

cl-OVERALL SAMPLE 0 SOIL OR ROCK DESCRIPTION

> ..... WEATHERING

-t!) w w ...,_La.J -'ND (/) :> w CL ...J w O..w RQO !1'.8 11. 9 La.Ju_ >-<( riELO A.ND L.A&ORATORY TEST RE6ULTS;* SOl\, DE.SCRIPT ION; LITHDLOGY 1&.1 ...... 0 0 u so 15 100 1--Q: 01\ ANO rAULTING ,._NO TE:XTURE: I I I I I a:l (!) OESCRII"TIONI 674.4 ----670 ----10 -----66o ----PUSH ,:: 20 -----650 2? ----,30 --640 ---35 -= 34 ----40 -----630--45 -----50 ----------------ORGANIC SILT, MODERATELY TO HIGHLY PLASTIC, 2-5% UNIFORM, VERY FINE _ SAND, BLACK (MH-OH)? (COAL DUST?) ---ORGANIC SILT, SAME AS ABOVE (MH-OH?) ----GJU.ULJ.I SAJI), 35-45% stJBAlJQOLAR GRAVEL '1'0 l.S IICB MJ.XD!UM, -POORLY GRADBDt COARSE TO FIR, I<<>STLY FilE, SAID, J.-.8% ROIIPLASfiC -liDS, COMPAC'f, SA!URADD,. YELLOW BBOWI, (SP). --1'0P lOrt -JYI!, tJHIPO!a(, J'IIIE, LESS TllO 2% IIOIPLASTIC PilES, -OOMP.lCf, SJ.!UR.l'l'ED, L1DRS Ol LIGBT BBmll, OB..AIO!, BB0W11 J.ID BLAC:l, (LAIIBS ITIDD'OmtED), (SP). 8)ft(lt 2" -GlU.mJ{ SAJID, SUlilllOUIDKD WVIL 'fO 0 * .30 IICR IUIDlOJ(, POORLY Gll.AJ)J:D, COAlS! '1'0 -nn, am nn, SOD, JOJIPLASfic n:ns, LIGBt BBCD, (SP-Sll). ---gym.g SAil), OR PIU:I Of GUVIL 'fO 0.60 IICH M.UDIDM, ABD .l !'IV -QJU.IlfB or COABSK SUD, (SP). ----SAID, !tiel: OJ' SUBII01JIDID GlaYIL !0 O.SO IICB KiiiJO(, POORLt -GRADU, CO.l&'SE '10 riD, lllS'l'IZ J'III S&JD, LISS TJUlr JS BORPJdStiC -rillS, DIISI, Sl!URADD, LIGR'f BROVJ, (SP). -------'f01 S* -§!1m-lJIII'OIII, nB, LISS 'l"R.U _,. IOIPUSfiC nns, DDSI -SA!URl!ID, LICBT BJQfl", (SP). _ BOftQ( * -SlMJ'LLT SA'P, 35-4S. SlJBAIGVLlll '1'0 SUBBOUIDID GIU.VIL !0 0.60 IIOH MA.IID, POOBLY GR.lDID, COJ.BSI !0 no., MOSTLY PillE, --SAID, LISS '!'liB 3' IOJIPLASUO liDS, DDSI, Sl!URA'!ID, LICB! BRONI, --(SP). -- ov!!u.T 3UP,. s-w GB.&.nt m 1.o IliCII MUIMUK, POOm.Y cm.An'I.D, _ !0 J'III. liD... Ri.lwn. L1SS mB mDT...t.M"tC. V!:Eti t-lh. ... __ ........ mlJ.Y IUIUW ** ""T§J, ... , mr* l31.1" -* IR SH011!1 -----------------1. FIGURES IH BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 14-0 LB HAMMER FALLING 30" TO DRIVE A 2" 00 SAMPLE SPOON 12" OR THE DISTANCE SHOWN. ----------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE RECOVERED. 2 *

• 2 INDICATES LOCATION OF t1NDI ST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * ........, _ ___. OVINDICATES LOCATION OF SAMPLING ATTEMPT ,t----1 WITH NO RECOVERY.
• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER
• w 'J/}1, 3 * -J-INDICATES LOCATION OF NATURAL GROJND WATEf 2 {)I_ TABLE. ....-4. ,BgD -ROCK QUALITY DESIGNATION.

5. U IN0ICATES DEPTH &: LENGTH OF NX COiliNG RUN t

6. DATtJM IS MU.N SEA LEVEL IORIE LOG S63 t BU.ftl:.-JU!ifa, ...... -' ** 1. SBIPPIICPOlt!

• PIIIS!LVJJII.l WQUISII LIGB'! CCIIP.AII STONE & WEBSTER ENGINEERING CORPORATION A 11700 _ GS:l -1.37

) ) SH.L O'-l-SITE Bll't'D 1'.1LI.If POVIR S!!!'IOI J.O. NO. __ 11_700 ___ BORING NO. 564 t TY'PE. OF BORING 8PLI! SPOOl LOCATION _____ GROUND ELEV. 623 6 6>7} OAT£ DRILLED JUI 17, 1974 DRILLED BY _ __.pmq __ Gr:a* .. '---LOGGED BY ____ JDG _____ _

SUMMARY

OF BORING----------------------------------- J: ..... OVERALL SAMPLE u SOIL OR ROCK DESCRIPTION > t- -L&J L&J 1--LIJ AND II) :::> w l:C) ..J L&J O..w RQD 0 0.. LIJ LL UJLL. r FIELD '-NO TORY TE.ST SOli. STRATA OCSCRIPT ION; Ll THOI.OG't 0 o u son 100 _J LIJ 0: OR oJOINTINO, IIEDDING AND rAUL. TING ,.,NO T E:)(iYf't 1 I J l I II) a: c, D£6CI'IIP'TIONI 673.6 ------&70 ---5 ----------10----GRim.tif Stp, I'IW PI.,IS OP GBJ.HL AID COAB9 SAID, (SP). ----660---l5 --51?0 !!TPTAJ,, nGBLI PW!'IO, 1:at sort, BI.&OI, ! 1'1:11 PIBIBS, _ ------3) -UIIPOBK, liD, SliD, 25%--:JSS II)DJ:IU.TELI PLAB'riC FillS, - S&!'UU!ID, BUCI, (HIGIILY ORIUJIC), (SM). . _ ------650 -lS ,r 91U!!Hl M!P, 10-15% SUBAIG1JL.Ul to SlJBBOIIDID GJU.RL !0 1.0 IICJI lUIDIUM, POORLY GUDID, CO&BSB to 'liD, HOS!LY no SAID, SLIGII'lLY PL&Sric nus, toOSI, smJJl.lte, aau, ( ar-ao * ------30 ----640 ----40 --------9YJ!Hl_§np, SUBROUIDD GB.I.VJ:L !0 0. SO IIOil llliiMDH, POORLY -GRADZD, COABSI !0 Fin, MOS!Lt Pill SUD, )-8% IOIIPLAS!IC PillS, -COMPJ.C!, SU'UltAHD, LIGB! JIIOWII, (SP), (OBGAIIC Ml!IRUL).

---

fiBAYR.Ii[

SMI), SOJilODDD GR!TIL 'lO 0.60 IICII MAIIMDM, POORLY -GlWJBD, co.&BSB '!'0 no, JIOS'!LY riD, s.&JID, LISS T1UJ 3% IOIPLIS'l'IC -PillS' ftl! DillS, S4'%'UlU.1'JI) I LIGII'!' BROWlf, ( SP) * --630 --'lOP 7* -"!m*l*J syD, SUIIIOOID&D GRl"RL to 0.80 IICll MUDOJM, POOEr GlW)B.J), OCWISI ro no, KOSTLY nu, sun, LJSS _ -mAl "' IOIPLAS!IO nos, nEtt DDSB, Sl!'ORAHD, L!Gift' BROWI, (SP). _ IJm!CM a--lJID'OBM, no, La !lUI" IOIPL.LSno n11.9; DDSZ, Sl!UI4!1D, BBOU, (SP). ---50 ---620 ------------------Sl "' * .lAG, UIDVIK, Pill, IISS !lUI' " IOIPL.IS!IC liDS, VIRr DBISB, semu.u:D, LICII'f ._., (SP). 1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPL"E DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRE!> TO DRIVE ------------------------A 2 OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE Mr--r---------------------1 THE PERCENT OF CORE 2 *

• 2 INDICATES LOCATION OF !JNDI STrJRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--tl-----t Ql/'INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. ) * .1 INDICATES LOCATION OF NATURAL GROJND WATEI " TABLE.. 4. $SD -ROCK QUALITY DESIGNATION.

5. U INuiCATES DEPTH & LENGTH OF NX COiUNG RUN 11)1/ 6. DATUM IS MEAN SEA LEVEL JI)JJIQ LQll 564 t BllUB. "fm.Br rcnraL S!.i!IOI -mt M>. 1 SBIPPIIOI'Oitt, PUISILV.UU.

STONE l WEBSTER ENGINEERING CORPORATION A 11?00 -GSI -13S ) ) DWSN!jl LIGHT COOANI SHL OF...!.. SITE BEAVER VALLEY POWER STATION J.O. NO. 11700 lORING NO. 56Tt TV'PE OF BORING SPLIT SPOON LOCATION __ ..::S;:.:.H:.::IPPI.:..:::.:N:.:.;;;G:.:..P:.OR.:.:.T.L* GROUND ElEV. 64.7.0 <,. Lf 7,o DATE DRILL E 0 -.:MAY..::=......::2;;:;..3.L., .......... , I ORIL lED IY .._;AMmi==CAN==------ LOGGED BY _....::;.::JOO:.;:.,... ____ _

SUMMARY

Of BORING---------------------------------- x .... OVERALL.. SAMPLE u SOIL OR ROCK DESCRIPTION > 1-WEATHERING -w liJ 1-w 1\HD ::> LU XC) O..w en 0 _. IL liJ RQD 3tlo 1&1 LL.. UJLL.. g l&.l >-FIELD AND L.A&OAATOA'f TEST RESULTS; SOl L STRATA DESCFtiPT ION; LITHOLOGY c 0 u $0 lS 100 .... Q: OR tJOINTINGNilEDDING .li>.ND f'"UL T1 NG ,._NO T£XTUPlE I I I I I 61.7 .0 ----s --640----10 -----l5 --630----3) -----2S --620 --------------...; -'i ----------------------------ID a:. c, 11 1 58 51 74 37 6 4- I GRAVELLY SAND, 15-20% SUBROONDED GRAVEL TO o. 75 IN. MAX., UNIFORM, -FINE SAND, 10-15% SLIGHI'LY PLASTIC FINES, CCMPACT, SATURATED, BLACK, _ (SP-SM) (SCME COARSE SAND.) GRAVELL! SAND, 15-.20% FLAT TO SURROUNDED GRAVEL TO O. 50 IN. MAX., POORLY GRADED, COARSE TO FINE, MOSTLY FINE SAND, 5-S% NONPLASTIC FINES, VERY DENSE, SATURATED, GRAY BROW WITH GREEN STAINS, (SP) ----------POORLY GRADED, COARSE TO FINE, MOSTLY FINE SAND, 5-10% NON--PLASTIC..FINES, VERY DENSE, MOIST, BROWN, (SP) -GRAVELLY SAND, 5-10% SUBANGULA.R GRAVEL TO 1.0 IN. MAX., POORLY GRADED, COARSE TO FINE, MOSTLY FINE SA.'fD, 3-S% NONPLASTIC FINES, VERY DENSE, SATURATED, LIGHT BROW. (SP) §!ml, TRACE OF GRAVEL TO 0,25 IN. MAX., POORLY GRADED, COARSE TO FINE, MOSTLY FINE SAND, 1-J% NONPLASTIC FINES, DENSE, SATURATED, BROWN. {SP) SHALE. END OF BORING @ 27 .S' * ---------------------i ....... ---------------------------------l. F I GORES IN BLOW OR RECOVERY COLlJMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30n REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOT& THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF ONDIST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE .........

_ ___. 0V'INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. u h!-.J ). INDICATES LOCATION OF NATURAL GRO:JND WATEE lj_ Wf -r TABLE. 4. -ROCK QUALITY DESIGNATION.

5. 1J INDICATES DEPTH & LENGTH OF NX COiliNG RUN 1 11i, 6. DAT tiM IS MEAN SEA LEVEL 'lftiL BORING LOO 565t BEAVER VALLEY POWER STATION -UNIT NO. 1 SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE & WEBSTER ENGINEERING CORPORATION A. 11?00 -GSK -139 DJtUlt;SN§ ucm COMPABY SH....!_or...L SITE BEAVER VALLEY POotlER STATION J.O. NO. 11700 BORING NO. 566 t T't'PE OF BORING SPLIT SPOON LOCATION _

GROUND ELEV. 650.8 c.so,'j DATE DRILLED JUNE 4, 1974 DRILLED BY AMERICAN LOGGED BY _ __:D;.:.F.:..P ____ _

SUMMARY

Of BORING ----------------------------------- SAMPLE u SOIL OR ROCK DESC RlPTIO N > ..... WEATHERING -w UJ 1-w AND <I) :> LoJ X:c, -J O.w ll. w RQD LLI La.. UJLL. >-fiELD AND TORY TEST TS; SOIL STRATA OESCRIPT ION i LITHOLOGY 0 0 z.s so 11 100 1-0:: OR ,JOINTINO,BEDDING

.No F"AUL.TING 1\N 0 T CKTUI'E I I I I I 650.8 650 --a --(!J GRAVELLY SAND, 10-15% GRAVEL TO 0.8 IN. MAX., UNIFORM, FINE SAND, e;.lO% SLIGHTLY PLASTIC FINES, BROWN. (SF) ---.5l -SANDY GRAVEL, POORLY GRADED TO 2.5 IN. MAX., 10-15% FINE TO MEDIUM _ SAND, MOSTLY FINE, S-12% FINES, BROWN. (GP) _ 5 --....... --10 -640-----15 ----65 108 J'[ SAND, POORLY GRADED, FINE TO COARSE, 5-8% MEDIUM AND COARSE SAND, 8-lQ% GRAVEL TO 2.0 IN. MAX., 5-8% SLIGHTLY PLASTIC FINES, LIGHT BROWN. (SF) SAND, POORLY GRADED, FINE TO COARSE, MOSTLY FINE AND MEDIUM, 5-?% GRAVEL TO 1.0 IN. MAX., 4-7% FINES, LIGHT BROWN. (SP) NCYrE

DRILLER BELIEVED TO BE PtJSHING COBBLE. __, -... ----------,.;' -6? SAND, POORLY GRADED FINE TO COARSE, MOSTLY FINE AND MEDIUM, .2-5% -GRAVEL TO 0.9 IN. MAX., 3-5% FINES, LIGHT BROWN. (SP) 630 ------25 ---= 57 SAND, UNIFORM, FINE, 3-5% FINES, LIGHT BROWN WITH A 2tt LAYER OF MEDIUM AND COARSE SAND. ---------30 -55 POORLY GRADED FINE TO COARSE, MOSTLY FINE AND MEDIUM, 3-5% -GRAVEL TO 1,0 IN. MAX., LESS THAN 5% FINES, LIGHT BROWN. (SP) -620 ---END OF BORING @ 31025' --35 --------! ------... ---------------*------l. FIGURES IH BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING ]0" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. ---------------------------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,..,--,--------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF UNDIST!JRBED SAMPLE. 4 ,. 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE

• Ql7INDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY.

I. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. JA Jl 3 * .& INDICATES LOCATION OF NATURAL GRO:JND WATEf l " TABLE. 4. -ROCK QUALITY DESIGNATION.

. LJ INuiCATES DEPTH & LENGTH OF NX COniNG RUN 'i

6. DATlJM. IS MEAN SEA LEVEL lfJ. BCIHNG LCC 566t BEAVER VALLEY PCMER STATION -UNIT NO. l SHIPPINGPORT, PENNSYLVANIA DUQUESNE LIGHT COMPANY STONE l W£1STER ENGINEERING COIIIICMIATION A 11700-GsK -uo i t r i i

) ) .... T.T. 'i'J'I!! SITE 'IPP !.I.Ll.l:r I'CIIa arm* J.O. NO. _U_'700 ____ BORING NO. __ TVPE OF BORING SPLI!..... LOCATION 4MIPPIEta!, GROUND ELEV . DATE DRILLED .Jill 5, 1974 DRILLED IY MIIIICd LOGGED BY----------

SUMMARY

OF BORING----------------------------------

x: ..... OVERALL SAMPLE 0 SOIL OR ROCK DESCRIPTION

> ..... WEATHERING -w w 1-w "ND ,: t.J l:C) O.w ; 0 Q.. LJJ RQD 1.1.1 LL. LJJLL >-fiELD o\ND I.A80R" TORY TEST TS; 5011. STRATA DESCRIPTION; \.ITHOL.OG'I' 0 0 !.1 so l5 100 1-a: OR \.IOINTING.:,IEDOING ANO f""UL.Tl NG JI\NO TEXTURE I I L l I M1 .'7 -650----S-----10--640----l.S---112 ,.4 --aJ--6.30 --102 ,.s --25-----30--620 ---->>--------------------------.... --------C) DE&CI'III"TIO S ------pamt.y se. JIOO&Y GUDJD, PID !0 couu, JDm.Y nn uo IIIDI., J.O...itl QIU.TIL 'fO 1. 75 IICII JUUlGIM, SLICII!LY PW!IC _ PillS, Ddl _,., COftAlJIIQ A 1/s-W.. rJI LIM !ILLOif G...UD UD, (SP). -tqLn s*p, IIIJOIII, no, nar I'Illl, Jl)l11llft1LY PLAS!IC I'IJD, lWII CilLO' VI!11 OD PIIC:& or Qlll'JL l.S IF.Al II 8IZB J8 L1S8 ftAI' 2$ MDI111 m conn SAD. <:II) ;)' h ) JAB, POORLY GI&DID, no !0 COABSI, )l)ftLt' DDI11f JID CO.GSI, a:l-GUliL !0 0.9 ID JUIDIIM, LISS '!lid -nns, DLWWISI (SP). iAII!. UlllJOIIC, I'IIB, riDS, ui.uln:SB IIDII', (SP). --...., -----------*L, ------.IMJR,. POOILt QUDID Pill to COABSI, MIDI11f 6-UC GlUnL !0 _ 0.7 ID ftJD DLLOWISI _.,.., (SP). ------------------------------_, --------l. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIV! A 2 OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE nr--,r---------------------1 THE PERCENT OF CORE RECOVERE,.

2. *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 1 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * .......,.

_ __. 0(7INDICATES LOCATION OF SAMPLING ATTEMPT ,t----1 WITH NO RECOVERY. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER * . I'll.

3. "f LOCATION OF NATURAL GROJND WATEf tl!J 4. @D -ROCK QUALITY DESIGNATION.

"'*hh. 5

• U IN0ICATE3 DEPTH & LENGTH OF NX COiUNG RUN. A nl 6. DATUM IS MEAN SEA LEVEL J'JL IIATII 1'JLLII' l'OWii BrA'fiOJ -1fii! *
• 1 SIIPPIIGPOJ!, PIIISU.YAIU.

aJQDSD LICJII! OCIIP.uf STONE i WEBSTER ENGINEERING CORPORATION A 11700-GSI -141 i' I I' .J J i l I' I' r I I! I. I .I t ' I I r I I I ! I i j, I' ! j i I j i f ! ' i I p I [: *!1 r-* . ' I ) ) DlJ8llESNE LI<f1 COO ANY SITE Bll'fD. fALLI!' POW& ftA!IOI J.O. NO. 11'700 lORING No. "'t TYPE OF BORING IPLI% RQQI LOCATION--------------- GROUND ELEV. 676.6 OAT£ DRILLED Jlllll, 1974 DRILLED BY a!lRICU LOGGED BY DPP

SUMMARY

OF BORING-----------------....;..._----------------- OVERALL WEATHERING AND SAMPLE :,; ; 0 l.tJ SOIL OR ROCK DESCRIPTION > .... li.JL&J ..JW LIJ LL. RQO 01 u o u so n 1oo t-FIELD AND LA&O"ATORY TEST OR AND F"AUL.TING. OEaC:IIUI"TION& SOn. $Tib\TA DEICRIPT I..ITHOI..OGY ,6,ND TEXTUI'.E 1 I I I I --------s--mym.g "'P, POORLY GB.tDKD, nu !0 COABSJ, lflS'fLY MIDitll ABD -COUSI, ).0..1,_ GltlUL 'l'O 1.4 IDJUXOOJH, II)DJ:RlDLY PLAS'fiC -!'IDS, LICJft 81011, ( SP) * -670----16,.. 10-----15-----3)_ ----25--650 ---30-----.3S --64P----40-----4S --630----so----gam GllJIL, POORLY G1WliD !0 2.0 IICJI1UIDIUN, J'III 'fO 081 SAID, LIGII'l' aMI', ( GP) * ----! ---SdPI SI14', JlllliR.l!lt.I PL1Sf.IO, 10-lSS Vati J'ID SUD, JUOI, (SM).-SIKIL&R TO SS 3. SIMIL1R !0 SS liXCIP!' SAMPLE COftAIBS QBAYIL 'fO 1.9 IICII MAXDmK. ---------------SA11DI GM!I¥, POORLY QIW)ID fO 2.1 II'OH MAIIMUM, J'IJI fO -COABSI SIJID, SLIGR'l'LY 'fO J<<)DEilftiLI PLAS'l'IO I'IDS, LIOR'!' (GP). ---POORLY GlU.DZD, J'IlfB !0 CO.ARSI, I<<'JS'fLY MEDIUM, 6-8% GRAVEL 'fO _ l.SIICJI KAIIHDM, .3-6l nns, LIGII'l' BBOWI, (SP). _ ---GRAv:PLLY SARD, POORLY GRADED, FIRE '1'0 COlRSE, MOSTLY FINE, _ GRAm. TO 1

• 75 IICR MAXIMtll, 3-?'l& f DfES, I.IGBT BROWN. (SP) UBIFORM, FIRE, 5--MEDitll AND COARSE SABD, 2-JJ. FIRES,. LIOHT li\OWll, l-2$ GlUm. TO 1.1 IICH MAXIMlll. (SP) --

---

pOOftLJ GRADED, J'IME '1'0 MOSTLY MEDlDI, 2-.4:& GRAVEL _ TO 0.9 IlfCR MAIIMtll, 2-3% FilES, BROWN. {SP) ---

... ___

---

1

-ruu---------------1. FIGURES IN BLOW OR RECOVERY COLTJMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. ---------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,-,r-----,r-----------------------1 THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION .OF UNDIST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE.

DVINDICATES LOCATION OF SAMPLING ATTEMPT 1lt----f WI TH NO RECOVERY. .;, SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NmffiER.

3. INDICATES LOCATION OF NATURAL GROJNiJ WATEF ti'.Jlj .. TABLE. 4. ,!!gD -ROCK QUALITY DESIGNATION. I* A '* 11 INOICATE3 DEPTH & LENGTH OF NX COrtiNG RUN. 1 Ail 6. DAT l1M

• 1 S MEAN SEA LEVEL r/JJ.; H&.TIR TJLT.U POWER S!U'IOI' -VII! Ill. 1 SRIPPIDO.Rl', PDOIS!LTAIIA DtJQIIDSE LIGH! OOMIWI! STONE l WEBSTER ENGINEEfiiNI CORPORATION A. ll?OO-OSI -142

) ) puQJlESNE LIQJtr COWANY SH..l.. O'L. SITE REAVER yur.Ey P(lelm STATIO>> .J.O. No. "'100 IORtNG No. t TYPE or BORING sn.rT SPOON LOCATION---------------- GROUND DAT£ DRILLED JllBE 12, 1974 6-;.:;.,__ DRILLED IY AMERICAN LOGGED .... F ... P..,. ____ _

SUMMARY

Of BORING----------------------------------- %._ OVERALL SAMPLE u SOIL QR RQCK DESCRIPTION > .... WEATHERING -L&J UJ t-w AN* :>: .... l:c 0 0 _, O.w D.. LIJ RQD IIJ u. w..,_ >-FIELD AND LA.&O ... ATOI\Y TEST 1\EIULTS* SOIL &TRATA. DEICtt"TION; l.ITHOLOGY 0 0 U SO ll-IDO ...I w ..... a: OR loiOINTINOt\BE.DDING AND ,.AUL.TINQ ' AND TEXTU"E I I I I l Ill 0: 671 0 fllo -----5-----lQ-660 -----15-----20-650 -----25-----30--16 r; ---35-----40--630 -18 ,-: ---45 -0 OE&CRif' TIO I GRAVELLY SAND, POQU.Y GRADED, FINE TO COARSE, 10-15% GRAVEL TO 2. 5 fil5HES MlXI NJM, 5-"ffi FI HES, LIGHT BRC1JN .. (SP) SANDY SILT, MODERATELY PLASI'IC, 15-1S% VERY FINE SAtm, BLACK. (fl!) SIMiLAR TO S3#2. SAND, UNIFOOM, FINE, 4-8% SLIGHTLY TO MCDERATELY PLASI'IC FINES, LIQH'l' BLUE!SH GRAY, CONTAINING 5--S:' GRAVEL TO 1. 7 INCH MAXIMUM. (SP) DNIFCE.M, FINE CLEAN 1-2% FINES, 2-J..% MEDitM SAND, PALE BRaJN. (SP) SIMILAR TO SS #5 UNIFCRM, FINE, CLEAN, 1-2% FINES, LIGHT BRa./N,. (SP) .§!!ill., UNIFOOM, FINE, 3-5% MEDIUM AND COARSE, CLEAN, LESS THAN 2$ FINES, LIGHT BRtllN. (SP) -------..., ;,... --------------------------------'------SAND, UNIF!EM FINE, MEDI tlol SAND, FINES, BRGIN, "WITH LE$ _ -THAN 1% GRAVEL TO 0. 6 I HCH MAXIMUM. _ --50-620 --------------------{SP) §!.!m, UNIFOOM, FINE, 4-&/. MEDIUM AND COARSE SAND, LESS THAN J% SRAVEL TO 1.1 INCH MAXIMtM, 3-5% FINES BRaiN. 1. FIGURES IH BLOW OR RECOVERY COL1JMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 1' REQUIRED TO DRIVE -----------------------A 2" OD SAMPLE SPOON 12*' OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,....,r---,r-----------------...,....--1 THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF UNDISTURBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---1 Ql7INDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY.

S SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. !/fl *41n'. ). -f LOCATION OF NATURAL GROJND WATEf 1.11! 4. -ROCK QUALITY DESIGNATION. .,tt IJ.hh 5. U. INOICATE3 DEPTH &: LENGTH OF NX COiUNG RUN t 1 Ail 6. DATtJM IS MEAN SEA LEVEL 'N.k BQUNG LOG N0.569 t BEAvm VALLEY PWER STATION -UNIT NO, 1 SHIPPINGP<RT, PENHSn.VAN:U. DUQUESNE LIGHT COMPANY STONE & WEBSTER ENGINEERING CORPORATION A 11700-GSK -143 ) ) pmyw r IQHT QWPW SITE BK:ATIR V!L.Lir l'O!J]l S'!IDOI J.O. No. 11700 BORING No. 570't TYPE OF BORING SPI.l'l' SPOOl LOCATION GROUND ELEV * ---DATE DRILLED JlJLY 13, 1974 ORtlLE D BY ---jMIRI==C;...;;.;AR...._ __ _ LOGGED BY _ lu*.:..;P*=------

SUMMARY

Of BORING---------------------------------- J: .... OVERALL SAMPLE SOIL OR ROCK DESCRIPTION

> ... WEATHERING

t:o I.&J L&J 1-w ""D :> 1&1 ..J Q.I.&J ; 0 a w RQD L&J 1.1. I.&JLL oau )-fiELD AND L"&OAATOAY TE.&T RESULTS; SOU, $TAo\TA DESCIItiPT tON; LITHOLOGY 0 0 tS SO l5 100 .J w 1-a: OR o.JOINTINO;.IEDDING AND F"AULTING TEXTUP.E I I I I I 10 a:. (!) OE:&C:"I"TIO 651.6 -------S--SAID, POOm..Y GJW>J::D, liD 'fO MEDitll, )I)STLY mE, LBSS 'fiiAI .3J -GRA.VBL TO 0.6 SLIGH'rLY PLAS!IC nos, DARK GRAY. _ (SP) -------10-GRAypJ.y SJID, FOORLY GRADED, FilE 'fO MIDitll, II>STLY :rtRE, 12-1 ,., _ GRAVEL !0 2.0 IlllH IUIIMUM, 3-S% :rillE, DA:RK GR.U. -640----,,_ ----(SP) SAJ!Y! . GM!Il.., POO.m.Y GRADED '1'0 1. 9 IR:H MA'lDIUH, 1 <>-1 5%

• PID '1'0 CO.Alel SARD, D'l'LY AID COAHSE, /ti-...,.

J'IRIS, D&lUt BROW. (GP) ---------20-SJJ!IJJ GMYJL, POORLY GIL\DED '!0 2.0 :008 MUIM'OM, 8-12$ riB 'lO COAIG SAliD, M!D!UM .lHD 00.&.&91!:, 5-'7% l'IIIS, DAHl BBJWlf. . 630_ --------2:5--WD.L Glt&DID, liB '!0 MEDIUM, CLEAR I'IN!B, LIGHT Ba:>WN. -: --100/1*.-L -* OF BOIIlll AT 28.1 1 JO-----------------------------------------1. FIGURES IH BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2" OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. -------------------------------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOT& ,_..r---..,r----------------------1 THE PERCENT OF CORE RECOVERED.

2. 12 INDICATES LOCATION OF UNDIST!JRBED SAMPLE. 4 . r6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * .......,...,._----4 0VINDICATES LOCATION OF SAMPLING ATTEMPT ,.t----t WITH NO RECOVERY. SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. If\ ll.t fJI 3

• INDICATES LOCATION OF NATURAL GRO:JND WATE1 tl') 7'
• TABLE. l'fi'
• 4. -ROCK QUALITY DESIGNATION.

J{D'LHAO 5'. Ll INDICATES DEPTH &: LENGTH OF NX COiliNG RUN 1 i J 11 6

• DAT tJM IS MEAN SEA LEVEL BQBIIi LOO 570t BU.VER VALLI!' POWER ST.l'fml -Olii'l' 10. 1 sm PPIIIJPOll'l', PDBS!LVAII.&

LIGH'l' COMPAI! STONE 6 W£1STER ENGINEEitiNI CORPOfiATtON A 11700 -QSI ) DDQUESQ LI GUT COMPANY SITE JD.YD. Y.u.LK! PCNa S!A!IOI J.O. NO. 11'700 BORtNG NO. ,71 t' TYPE OF BORING SPLJ! POQI LOCATION p*mWIJifml, PPII8!'JDIU GROUND E LEV. __...6 .... 5..-7*_...1 __ _ DATE DRILLED JnllJ, 19"/4 DRILLED BY _.lJ'RJ_ .... .. *-----LOGGED BY __ ..:II'P:.:.... ___ _

SUMMARY

OF BORING---------------------------------- OVERALL ::> WEATHERING 1--LLI LLJ 1-w AND _J w Q..LIJ RQD LLJ LL UJLL. c 0 ts. SO TS 100 l I I I I 657.1 ----,_ -650 ----10-----15-S,t.MPLE :> .... r; 0 n.. O:fU >-..J '"-& m a: PISB(/! 2 Y1 , Y7 u -l:o a: <!) SOIL OR ROCK DESCRIPTION FIELO ANO LABOF\ATOI\'t TEST AE,ULTS; OR ... OINTING,&EtlOING AND FAULTING Ot,CRI .. TIONS 1>011.. STAAT A DE&CftiPT ION; Ll THOL.OGY "'N 0 T EXTUf'lE --------Mg, IID'OBM, no, 3-4$ MIDIUI SOD,. s-a% SLIGI!'LI PLAS!IC nus, -LIGII! CllU VI'!JI LISS !liB s* GRAUL !0 1.0 IICB MW'MII(, (SP). ----sypJ GIJ.DH,. POORLY GI.&IBD !0 1.8 I:ICI **JlMIIK, no fO -OOIJIH SOD, lllS!LY nD, .._.PillS, DUI Gltl!, (GP). -I; --,, 640 ---l4 -a>-----44 2S--630----49 30----------. -------------------------------Jlf llr ,; --9MJZ.!.Y §J.Q, POOILI GB&DD, n:a !0 OODSI, a!Lr JIIDI1II .&D -00 B, GRAUL !0 0 ** IICJt MAXDIDl, nns,*um (SP). -POORLY QJADB., no '10 COJJSB, I<<JS!LL KIDIW, 6-1. GRAUL '1"0 0.8 liCK IUIDIIII, CLIO, 1-2$ nos, LIGI! IROn,. (SP). -------§MI!, oaua, no to COARSJ:, tam.r MBDI1J( JJD CODSB, GlU.tm. !G 1..2 IICJI MAIDIII,*

PillS, BIOIJ,. (SP). ---*--.* JIU& _ _MJ 32.5' --JliiVSAt .lf' 3z..6tt -----------------------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" TO DRIVE A 2" OD SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE RECOVERED.

2. *2 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-1----i Q[7INDICATES LOCATION OF SAMPLING ATTEMPT ,t-----t WITH NO RECOVERY.

• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. vc.A 11,...,_ 3 * .I,.. INDICATES LOCATION OF NATURAL GROJND WATEJ t iZll .,. TABLE. 4. -ROCK QUALITY DESIGNATION.

I ftl.*h/N 5. U INJJICATE3 DEPTH & LENGTH OF NX COHING R[JN, 1 r,} 6. DATUM IS MEAN SEA LEVEL *mr* rm f:;Qt JlllR TJLLII POWD SU!IOI -UIIT ID. 1 SllPPIIBPOI:!, PIIII!I.TAIIJ. lJUQ8ISB LIOII! CCIIP.d! STONE WEBSTER ENGINEI:fiiNG CORPORATION A U700 ---*1.4? I ! lliJ.Ql!F*SNE prm r.QMPANY SH.l_ OF...L SITE B&\ftll IULV P0WD S!!!IOI 0 11700 BORING No. J .. NO. TYPE Of BORING SPLI! SPOOl LOCATION---------------- GROUND ELEV. 668,5' DATE DRILLED .DU.Y 12* 1974 DRILLED BY __ JMBBI __ c_u ____ LOGGED BY __ DJ'P ______ _

SUMMARY

Of BORING----------------------------------OVERALL SAMPLE SOIL OR ROCK DESCRIPTION

> WEATHERING

I: C) I.LI w 1-w "ND en :> laJ ..J Q.LIJ 0 D.. LLJ RQD L&J IJ. l.&.lu. owo >-fiELD AND LA&ORATOAY TE.& T RESULTS; SOIL $TAAn. OESCFliPT ION; LITHOLOGY a 0 Z.S 50 lS 100 ...J ..... .... a: OR .JOINTINO,IIEDDING A.ND r:-"Ul..TING .r\ND TEXTUPIE I I 1 I I ID ----s----66o--10-----lS---650 --=---20-----91 25-----30-----3S----6JO ---40-"' OI:&CRif'TIONa WIIGI!f OF IWilER AND RODS ADVAlfCED SPOOl 15!

lJ1IIPOIOl, nn, QR!TBL '1'0 1. 75 IBOH MAnMUM, Sl.IGH!'LI PI.lSriC !'IDS, DARI GRAY. GRAJ!,J,X syp, UIIFOJM, filii, MEDIUM AID COARSE SAID, GU.VEL !0 1.5 IKCH MAXIMUM, 4.-$ PillS, DAR! BBOWH. .H:Im, UIIJOBM, PilE, .3-,. MEDIUM AID COABSB SAID, s-* GRAVEL TO o. 7 IJCH MAXIMUM, 2-4$ nos, DARK: BROIIJJ. ---------------------------------------49"" -POOltLY GllADID, VIlli Pill !0 001.RSB, MDS'fLY MEDIUM AID PINE, _ GRAVEL to 0.6 IICB MAXDroM, LESS '1'HAJl nns, LIGH'!' BBOWB'. ---45 --JWm, Ulii'J'OBM, nn, FiliBS, LIGR! BROWJ. -620 --B0'1'!0M 07 BORIIG " ,46. s I so---------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUIRED TO DRIVE A 2 OD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. * ----------------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ....... ---------------1 THE PERCENT OF CORE RECOVERED.

2. 12 INDICATES LOCATION OF UNDIST'JRBED SAMPLE. 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--1...._---4 0VINDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY.

3 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. * . )\ fJ£. 3

• L INDICATES LOCATION OF NATURAL GROJND WATEF '2 l_}lp .. TABLE. 4. ,!lgD -ROCK QUALITY DESIGNATION.

5

• U INuiCATES DEPTH &: LENGTH OF NX COiliNG RUN 'j' IAil 6. DATUM IS MEAN SEA LEVEL 'f0#4;' B)BIIG IQG mt BBAYIR TALLI! POVIll S!AfiOlf-UII'l' Ml. 1 SI!IIPPIIQPOB!', P!IJIS!LT.lll!

IIJQUDSI LIQR! COMPAII STONE 6 WEBSTER ENGINEERING CORPORATION A 11700 -QSI -146 \ ,) J ) ) LIGHT CCI4P ANY SITE -YD. T.w.lr ft&!IOI J.O. NO. ll?OO lORING No. S'13 t TVPE OF BORING SPLI! IPOOI LOCATION --------------- GROUND E LEV. __ DATE DRILLED J1ID 12, 1974 DRILLED IY _ __ _ LOGGED IV __ -. _____ _

SUMMARY

Of BORING---------------------------------- x:._. OVERALL SAMPLE u SOIL OR ROCK DESC RlPTI 0 N > WEATHERING -l&J L&J 1-LLI ANa U) :> w Xc -' L&J O..w RQD 3r: 0 a.. l&J "-UJLI. 010 >-fiELD AND LA80f'A.TOA'f T£&T R£$UL.TS;. 501', STRATA DEICAI .. T tON; L.ITHOL.OGY 0 0 t.l solS 100 ...J ..... 1-Q: OR AND r"UL.TING AND T ElCTUI'I.E I I I I I ID a: c. I 668.0 --------,_ -----66o --_. --10----------15-SDIILlll !0 SB-1. ------650 ---a>--WYSLI syp, POORLY CllDID, !'IB !0 OcwtSE, li)S'fL! riB, -GUUL !0 1.0 IICJI HAXIMUM, SLIOII'!LY PLAS!IO riDS, DABI GRAY.-------25--:... GRlVIf.LT SQP, POOBLI GlWlED, rilE 'rO COARSE, tcmU riD, QR!VIL !0 1.3 Ill:! MAIIMOM, 3-'7% SLIGH'l'LI PLAS'!.IO I'IDS, LIGII'f BROilllrl

---

POORLY GRADED, J'IIE !0 COJ.BSJ:, MOS'lLI MIDilJM, GRAVIL !0 -o.s IICll MAIIMDMt :J-S. I'IIES, LIGHt GRAY. ----35---630---JIJ-----45---6.29 -.... ..... 50-----------------..... ..... --2S " POORLY GRADID, FIJI !0 COARSE, MOS!LY K!DIUM AID COARSE, GRATBL '1'0 0.9 IlfCHIS MAXIMOM, )-5. !'103, DARK BBOWB. GMTELLT SAID, POORLY GRADED, FIR 'fO COARSE, !I>S!LI MBDI1JM A1fD COABSE, 8-12$ GRAVBL !0 O. 7 IIICEI MJ.XIMUl(,

FillS, DARI. BllOWII. JAJm, UII!'OBM, lid, OLBAI, LESS !JLU nm, LIGB'r BROVII. 1. FIGURES IN BLOW OR RECOVERY COL!JMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" REQUI REil TO DRIV! A 2" CD SAMPLE SPOON 12 11 OR THE DISTANCE SHOWN. -------------__, --------------------....., ----FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE RECOVERED.

2. I2.INDICATES LOCATION OF 4 ,.6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE * ......, _ __, 0VINDICATES LOCATION OF SAMPLING ATTEMPT WITH HO RECOVERY.

I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. M -LJrJh 3* ..J:-INDICATES LOCATION OF NATURAL GROJND WATEf 2 TABLE. . 4. -ROCK QUALITY DESIGNATION. M 1.,,_ 5. U INuiCATES DEPTH & LENGTH OF NX COiliNG RUN I . 1 6. .IS MEAN SEA LEVEL li>/J... l!OR!Ij LOQ rot Uln:R YALLI! POWD S!A!IOll-1J1IT liD. 1 SH!PPIIIJPORf, PMS!LT.UU. DDQliEISB LIGH! OOMPAIY STONE & WEBSTER ENGINEERING CORPORATION A 11'700-GSI -147 ! '! ) { ) ) = nmpsw uerr goo*NX SITE D&Bil 'f.u.Lif POIIIIl S!A!IOI J.O. NO. ___..u .. ?OO.urx.--- BORING NO. mt Jli.<A , TYPE Of BORING spr;rr SPOOl LOCATION--------------- GROUND ELEV. __ pm...._ .. __ DATE DRILLED JULY U, 19'14 . DRILLED *v AMIKrO'.O LOGGED BY __ II'P==------

SUMMARY

OF BORING---------------------------------- II-OVERALL SAMPLE 0 SOIL OR ROCK DESC Rl PTI 0 N :> WEATHERING -..... :t:o LLI LLI 1-w "ND "' > .... Q.LIJ 0 a.. -1 LIJ RQD liJ LL. UJLL. OIJU )-FIELD LAeOP.ATORY TE8T AEIULTS; S.TAATA DUC:Ft!Pi ION; Ll THOL..OGY c o r.s so ll 100 ...J w ..... a: Ofll ANO r;.ULTING ANO TEXTU"E I I I I I Ill a: 668 0 ----s-----lO-----15 --17 " -650---2()_ (!) OEac" I I' TIO I POORLY QR&DED, rillE t'O COUSE, I<<>S!LL MI:DIUM AID COJ.BSI, Gb.l'BL 'fO 0.6 IIICH M.&IIMDM, CLBU, I'Ili!B, LIQIIf GRAY. ----------------------19 @IIDY Slj,. MODERAHLI !0 HIGHLY PLAS.riC, 8--Pin SODt BLACK, -vmt 1-GRAVEL 'lO l. S IICJI M.&IJJrol(. ---2S --17 " -640---30 -----3S --GIUffif&Y _snp, POORLY GRADBD, MEDIUM AID COAM!!t II>S!Lt MEDIUM, 7-GB&VBL !0 0. 6 IICH MAIIMOM, 5-..,. SLIGHTLY PLASriC Pins, LIGB! BRall' vml .l 1/ 4" LADit f8 stL! AT 'fOP. GRAVELLY SAID, POORLY QRJ.DID, liD '1'0 COABSI, MOSTLY no, GIU.YJ:L !0 O.S IIICH MAXIMt!Mt SLIGB'l'L'I PL!STIC nn:s, LIGB"l' BtiOWIJ. --------------POOBLY GRADED FilE AID MEDIUM, MQS'l'LY MBDIUM, GRAVEL TO -630-O.S IlfCR MAXIMUM, 3-S$ !'I!f!8, LIGB! BllCM1t. ---40 -----4S --OIIJ'OBM, FID, CL&lllt LESS mAH !'IRES, LIOift' BRCWI. -620 ---50 --liD or BORIS .l'l 4 7. S' -------------------1. FIGURES IN BLOW OR RECOVERY COLOMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 14-o LB HAMMER FALLING 30" TO DRIVE A 2'1 OD SAMPLE SPOON 12n OR THE DISTANCE SHOWN. -------' --------------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTE ,....,r----,r---------------------1 THE PERCENT OF CORE

2. 12 INDICATES LOCATION OF ONDIST'.JRBED SAMPLE. 4 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--11----1 OVINDICATES LOCATION OF SAMPLING ATTEMPT , ..... --1 WI.TH NO RECOVERY.

• SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 1f1 .nu. 3* -t INDICATES LOCATION OF NATURAL GROJND WATEl TABLE. 4. l!9D -ROCK QUALITY DESIGNATION.

Mlllh/7<111 5'. U INuiCATES DEPTH & LENGTH OF NX COiliNG RUN 1 1;, hA 6. DATUM *IS MEAN SEA LEVEL BORJm IM 52' t BEAVER VALLEI POliiR S'fAnON-URn" 110. 1 SBIPPilfGPORr, PDISILVAliU. DIJQlJ!lfSE LIGB! OOMP.&B! STONE & WEBSTER ENGINEERING CORPORATION A 11'700 -GSI -l48 \ I ) DUQUESNE LIGHT COMPANY SH.l_ OFJ-SITE BEAym VALLEY PCWER STATIOlf J.O. NO. 11700 lORING NO. 575 t TYPE Of BORINGM.H: .R001 LOCATION---------------- GROUND ELEV. 670 5' DAT£ DRILL. ED JUNE 18. 1974 6-rflf DRILLED IY AMERICAN LOGGED BY _ _,D::..:*::.::.F.::.P:..z*----- SUMMAAY OF BORING-------------------------------....;_ __ _ J:.,_ (7oiERALL SAMPLE 0 SOIL OR ROCK DESCRIPTION > WEATHERING -"' "' 1-LLI o\MD :> .... :z:.., U) 0 D.. G.w t9 _, "' RQD :lau LLI Lt.. wlL 0 w >-f'I[LD AND LA&O"ATOAY TE.aT RUULTS* &OIL $TRUA DEICfiiJ,.TtON; LITHOLOGY 0 0 U SO TIIOO .... a: Of!: AND rAULTIMG

• AND T£KTUJ\E I I I I I (!) 670 -----s-----66o -----650 -zo--

---25-DEICIIU,._TIO DROVE CASIM:i TlltOOGH 6.o* II nLE:. WEIGHT OF HAMMER AND RODS ADVANCED SPOON 13. 5 1

• SAND. UNIFCRM, FINE, 4-6% MEDI'LM SAND, 3-7% F.J:NES, LIGHI' BR<liN LESS THAN 1% GRAVEL TO 0.8 I:OOH MAXIMUM. (SP) -------...., ------------------cm.AVELLY SAND, POCRLY GRADED, FINE TO COARSE, MCSTLY FINE, 8-10% GRAVI L -TO 1.5 INCH MAXIMUM, PLASTIC FINES, DARK BHlJN. ----JO"""" -i ---Js-UNIFCRM, FINE, CLEAN, 1-z:( FINES, LIGRl' BR<NN. --------UNIFORM, FINE, 5--8% MEDIUM AND COARSE SAND, 1-3% FINES, LIGHT -BRCWN, WITH LESS THAN 5% GRAVEL TO 0.5 INCH MAXIMUM. ---630 40-----45-(SP} WELL GRADED, FINE TO MEDIUM, 1-3% .FINES, LIGHT BROWN, WITH GRAVEL TO 0.5 INCH MAXIMUM. . ----------WID , UNIFORM, FINE, J-5% MEDIUM AND COARSE, 4-7% GRAVEL TO 0.5 I.NClt .w!M"tM.

FINES. BR.CllN..

---

50 --END OF BaRING 47.5 1 -------------------1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30 REQUIRED TO DRIVI A 2" OD SAMPLE SPOON 12 OR THE DISTANCE SHOWN. ----------------------FIGURES SHOWN OPPOSITE ROCK CORES DENOTR ,...,.--,--------------------1 THE PERCENT OF CORE

2. 12 INDICATES LOCATION OF UNDIST!JRBED SAMPLE. 4 ,6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE ....... --f OVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

I SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 1/1 3. 7 INDICATES LOCATION OF NATURAL GROJNO WATEF 2 TABLE. ftY 4. ,!!9D -ROCK QUALITY DESIGNATION. fl! 5. U. IN0ICATES DEPTH & L;ENGTH OF NX COdiNG RUN 1 :til 6. DATlJM IS MEAN SEA LEVEL fM BeRING LOG 575t BEAVER VALLEY PCliER STATION -UNIT NO. 1 SHIPP! NGPCRT, PENNSU VANIA DUQUESNE LIGHT CCMP ANY STONE & WEIST£R ENGINEERING CORPORATION A 11700-GSK -149 ) ) \_ ) [)UQtJESNE I.IGHT CQMPANY SHLOF.L._ SITE .. , .... .... x......_.rwmL.WIIolillr.....llls:rll.om: .... ola*iL-.----------- J o No "li'IAri BORING No 576 +: --. . . .. . ..-.u----. . Tl'PE OF BORING SPIJT SPOOll LOCATION ---,------------- GROUND ElEV . __ OATE DRILLED .Jwa* 1.924 DRILLED IY PQIW

• LOGGED BY _n.,., ..... F...,.,P..,., _____ _

SUMMARY

OF BORING--------------------------------- x.,_ O'JERALL SAMPlE u SOIL QR ROCK DESCRIPTION > t-WEATHERING -l&J 1&.1 1-I&J AND ,: .., l:C!) ..J Q.l&J CQ 0 IL 1.&1 RQD t9 "" &a. !au )-FIELD AND I.A&OftATOP.Y TEST A.E.SULTS* STRATA. OESCIIIf>nON; L.ITHOI.OGY 0 0 u 10 1S 100 .J "" 0: = AND FAUI.TI ... G ' o'INO T EXT\1"£ I I I I I Ill a: .., &C ftii'.TIO 11.'71 .0 &70 ----{ DROVE CASING THROOGH 7' OF J!LL. WIClH'l' OF RODS J.ND HAMMm - SPOOif 12* (SILT). ---5 -----10---. --15-----20-6to -----25-----30-)40 -----SAND, UNJ:FQUi FINE, CLEAN, LESS THAN ,2% FINES, LIGHT GRAY. TSPY SIMILAR TO SS il1 :CCCEPT SAMPLE CONTAINS .3-5% GRAVEL TO 1.1.I:OOH MAXIMtM, LIGHT BROJN. {SF) SANDY GRAVEL, POCRLY GRADED TO 1.5 INCH M.UIIIJM, 12-15% FIRE TO COARSE SAJI), 3-6'/t SLIGHTLY PLASTIC FINES, DARK BRilJH. (GP) ----""" ---------------------------35--POCIU.I GRADED, FINE TO COARSE, MOSTLY FINE AliD MEDIUM, 8-lZC -Clt!VBL TO 1.0 I:r<<:H MAXIMUM, .3-5% SLIGHTLY PLASTIC FINES, LIGHT ---40-EBM. (SP) ----630 --GRAVELLY SAN[), POCRLY GRADED, FINE TO COARSE, c;um, TO 0.9 --itiNCH MAXIMttt, 3-5% SLIGHTLY PLASITC FINES, LIGB'l' BRC1tffl. _ --45-------------------------SAND, FINE, 4-8'.' GRAVEL TO O. 75 INCH MAXIMUM, CLEAN, THAN .2% FINES, LIGHT BROWN. . _c:p' END OF BWING AT 48.0 t 1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 140 LB HAMMER FALLING 30" TO DRIVI LESS ---------------------------A 2" 00 SAMPLE SPOON 12" OR THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE n--,--------------------1 THE PERCENT OF CORE

2. *2 INDICATES LOCATION OF SAMPLE. 4 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t--1---t 017INDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY.

J SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. 3* -.J-INDICATES LOCATION OF NATURAL GROJND WATEf't. TABLE.

• 4. -ROCK QUALITY DESIGNATION. ,hi,_ 5
• lJ. INu1CATES DEPTH &: LENGTH OF NX COiUNG RUN ., ** 6
• DAT aM IS MEAN SEA LEVEL 1111 i 6'II.._.. . rur-'" BCRIHG JOB 576 t BEA v:m VALLEY Pailm STATION -UNIT NO. 1 SHIPPilfGPCRT,.

PENBSIL VJJI:U DUQUESNE LIGill' COOAHI ITONE l WEISTtR £NGINEEIIIN8 CORPORATION A 11700-GSX -1"' ) owwm HWT mw SITE wyr.a JUJU Pamt SDTIOB ..t.O. NO * .,.1 .. lOftiNG NO. 5TZ t: TYPE Of BORINGSPL!T SPOOl lOCATtON ---------------- GROUND E:LEV. __ _ OAT E ORrL L E 0 .:rJ1LJ 19, 1974 , DRILLED IY ..,.AJtl!llillillll.,..mlllllll*llllll*---- LOGGED BY ....,jn ........... r ..... P._.,.__ ____ _

SUMMARY

Of BORING---------------------------------- x._ 01/ERALL SAMPLE u SOIL QR RQCK DESCRIPTION

> 1-WEATHERING

-L&J l&.l t-1.&1 ""* "" w 2:c fO 0 A.w 'L ..J 1.&.1 RQD !lu L&J .... \&JLL )-FI£LO AND LAaOMTOI\'f TEll 101 .TIIATA DEICIItiP'T ION j L.ITHOt.OGY Q o u so t**oo _. w a:: OA AND r.ftoUL.TING ' I>.HD TEXTUIIlE I I I I I CD a: c:J DEICfiUP'"fiO 6&1.0 --------5--------660 --10-----------15--------650 ---2fJ --SAHDI QRAVEL, POCRLY GRADED TO 1. 7 INCH MAnMOM, 6-10% FINE SAND, _ 5-Si SLIGHTLY PLASl'IC FINES, LIGH'l' GRAI. 640 -630----25--*---Jo-----35-----40-----45----b20--:50---------------------53,; 69,-; (GP) UND'CRM, FINE, CLEAN, 1-2% FINES LIGHT BRCMN. (SP) SANDI ttUVEL, POOU.Y GRADED TO 1.5 INCH MAXIMUM, 10-15% FINE TO COARSE SAND, 3-5% SLIGH'l'I.Y PLASTIC FINES, LIGHT BROWN .. (GP) UNIF<EM, fiNE, 4-6% <RAVEL TO 0. 7 INCH MAXIMUM, CLEAN, 1-2% FINES, LIGHT BROWN, (SP) SAND, IDn:FCRM, FINE 3-5% MEDitM AND COARSE SAND, 2-4% GRAVEL TO '0':'6""'INCH MAXIMtll, CLEAN, 1-2% FINES, LIGB'l' BRCMN. . (SP} UNIFreM, FINEJ 2-4% MEDIUM SAND, CLEAN 1-2% FINES, LIGHl' .BRam. (SP) END OF BORING AT 49.5' 1. FIGURES IN BLOW OR RECOVERY COLUMN OPPOSITE SOIL SAMPLE DENOTE THE NUMBER OF BLOWS OF A 14-0 LB HAMMER FALLING 30 11 REQUIRED TO DRIVE -------------------------------------------------A 2" OD SAMPLE SPOON 12 11 Oft THE DISTANCE SHOWN. FIGURES SHOWN OPPOSITE ROCK CORES DENOTE THE PERCENT OF CORE RECOVEREJ.

2. *2 INDICATES LOCATION OF r.JNDIST'JRBED SAMPLE. 4 ,. 6 INDICATES LOCATION OF SPLIT-SPOON SAMPLE. t-t---t QVINDICATES LOCATION OF SAMPLING ATTEMPT WITH NO RECOVERY. , 3 SUBSCRIPT NEXT TO SYMBOL INDICATES SAMPLE NUMBER. r.. 3. -&-INDICATES LOCATION OF NATURAL GRO:JND WATEf 1 llflf/./!.,..

r TABLE. 4. -ROCK QUALITY DESIGNATION. A 'Nhhtl. 5. DEPTH & LENGTH OF NX CORING RTJN. 1 ij 11 6. DATUM IS MEAN SEA LEVEL fMJ BCRING LOG rtzt BEAvm VALLEY PillER STATION -UNIT NO. 1 SHIPPINGPCRT, PENNSYLVANIA DUQUESNE IaGHT CCH>ANY STONE l WEBSTER ENGINEERING CORPORATION A 11700 -GSK -151 .1.0. liD. ]221:1 10111111110. SITE UAVBR VAl LEY PQWER SIAT!QN -UNIT z COORDINATES E92JO.O 8RCUID ELE't! Ill 727 SHEET ...l,.OP .....l...- INCL..NATION BEARING INSPECTOII ' " DATE : START I Fl NISH 10/6/81 I 10£8£81 CONTRACTOII/ ORLLER STATIC GROUNDWATER DEPTH /OATE 1'!1/ ORLL RIG TYPE DEPTH TO BEDROCK 104.3 ,., "TOTAL DEPTH DRILLED .g. j lUI METHOOS: DRILLING SOIL AW ROOS 1 3 IN ROLLER BIT 1 DRILLING CASING SAMPLING SOIL SPLIT-BARUL DRILLING ROCK NiA SPECII,L TESTING OR INSTRUMENTATION COMMENTS GRQ!m!!WAIER AT Sl.J FT ON 10/12£81 FILL TO APPROllHATELY 45 FT ,;:: !:: § z!! i ... .... -... :;: .. _,., ..... " Bi .... .. .. i! "'o:" .. !!I SAMPLE DESCRIPTION .. .... 2> .... .... c:> -' u *i i!i,. ... -"' CIIZ .. .. .. 0: .. 727.3 --1 37-31-21 52 GW SANDY GRAVEL, FEW ROUNDED TO AMGUU.R SJ.HDSTONC: AND SlLTSONE FRAQmNTS -.1*-s (10") TO l IN, 40% COAII.SE TO FINE SAND, LESS THAN 51 NONPUSTIC P'IM!S, BRCJW!ri. -2 16-9-7 16 SP GRAVELLY SAND, 30% ROUNDED TO SUBANGULAR GRAVEL TO J/4 IN, LARGE IN (3") GRAVEL AT BOTTOM, 60-70% FINE TO H!DIUH SAND, MOSTLY YIHE. S% --1--NONPLASTIC FIKES, BP.OWN. -3 7-6-5 11 GP SANDY GRAVEL, MOSTLY MEDIUM TO FINE GRAVEL, 30-40'% COARSE TO P'IM! SAND, -720.0 -CW'J MOSTLY MEDIUM TO FINE, FEW Fli.ACKEMTS TO 1 IN, 10:1: NONPU.STIC FIM!S, BRCAIII ** . s 4 3-3-5 ' GP TOP 3 IN -SAME M AliOVE. I--(S>,") SP IN, COARSE SAND-SIZED SLAG, GRAY. --I-2 IN-FINE SAND, 5-101 NONPU.STIC FINES, RUST'! !ROWM. -TRACE OF ORGANICS AI BOTTOM. .. L 5 8-4-5 9 "" SILT'! SANDY GRAVEL, WELL-GRADED COARSE TO nNE GRAVEL, ROUNDED TO -. I-- FEW LARGE GRAVEL SIZES, 301 COARSE TO SAND, MOSTLY -. s 6 3-1-1 2 MEDIUM TO FINE, lSI: NONPU.STIC FINES, SROWN, --(O") SP BOTTOM 2 IN-FINE SAND, LESS THAN 5% NONPLASTIC FINES, TRACE OF FINE -. VOID GRAVE.L, WOOD FRAGMENTS NEAR SOTTOH, RUST'! BROWN * -. f.-..g 7 WOH SP GRAVELLY SAND, 30% COARSE TO FINE GRAVEL TO Jf' IN, COARSE TO FINE SAND, -710.0 . -t-(J") MOSTLY MEDIUM TO FINE, 101 NONPLASTIC FINES, SROWN. (WASH?). . ' 3-0-1 1 . s 20 --I--(O") . llt I If GRAVEL AT TOP. -9 5-4-5 9 SP FINE SAND, NONPLASTIC FINES, TRACE OF FINE GRAVEL, BROWN. -(ll>) . 10 5-3-4 7 SP SAME AS ABOVE. -. (4") SILTY SAND, 10-15% FINE TO COARSE GRAVEL, MOSTLY FINE, MEDIUM TO FINE SAND

• SH 25 -11 6-6-5 11 10-15% NONPLASTIC FINES, TRACE OF BLACK ORGANICS AT BOTTOM (9") SP TOP 6 IN, FINE SAND, LESS THAN 5% NONPLASTIC FINES, BROWN. . . 1-..:_ 12 J2-10-7 17 GH BOTTOM: GRAVELLY SILT, 20*30% FINE TO MEDIUK GRAVEL SIZED SANDSTONE

-700.0 (12") FRAGMENTS, lOX PLASTIC FIM!S, BROWN. . '" . f.-..g 13 6-7-7 14 SH SILTY SAND, 10% COARSE TO FINE wt.ATHER.E.D ROCK FP.AGH.ENTS AND GRAVEL, 10*15%-I ; 1o"; PLASTIC FINES COARSE TO FINE SAND. I. DATUM IS WEAN SEA LEVEl 7. S*SPLIT BARREL SAMPLE 2. WATER LEVEL BORING LOG 3. BLOWS REQUIRED TO DRIVE BEAVER VALLEY POWER STATION "' 2"0.D. SAMPLE SPOON ... OR .. DISTANCE: SHOWN USING UNIT 2 ... \40tb. HA.-.ER FALLING 0

• INDICATES USE OF 3001b. z DUQUESNE LIGHT COMPANY HAMMER. ( ) I .. CHES Of'" ' SAWPLE: RE:COVER".

0 4. % ltOCk CORE RECOVERY I SHIPPINGPORT, PENNSYLVANIA z R04:K OUALIT"' D!.SIGNATION.

• STONES. WEBSTER ENG. CORP . .. S. STD. P£N!TRATIOIII

"' R£SISTAI!tCE 8LOW!/II'T . SKETCH No. 12241-GSK-234A .. .... 15. UNIFIED SOIL CLASSIII'ICATION -OVID I DloTE -NQ.III&T SYSTEM. 'l'/s;fz. f" SED-1 I 0' ] BOlliNG NO. SHEET J.O. NO. 12241 z a ! g a .. .. .. oil .. SAMPLE DESCRIPTION d-.. "' .. 690.0 680.0 670.0 660.0 650.0 640.0 )5 50 55 60 75 80 14 7-9-8 (10") 17 SM 10-15% MEDI\JH TO nNE GRAVEL SIZED WEAni.EilED SANDSTONE ARD , COARSE TO FINE SAND, 10-20% SLIGHTLY PLASTIC FINES, BlOWN 15 11-11-10 21 SH (10") BROWM, IWST, GRAY, 16 1.5-15-16

n SM (14") 18 8-8-7 (14") 15 SH TOP 6 IH, SAME AS ABOVt. BOTI'OM 8 IH, SlLTY SAND, COARSE TO nNE SAND, MOSTLY COARSE TO MEDIUM., 10-15% NONPLASTIC FINES, TRACE OF FINE GRAVEL, STROKG OIL SHELL, GRAY, 19 5-10-12 (18"} 22 CL TOP 5 IH, SAME AS ABOVE, 20 15-22-191 41 (14") 21 8-7-ll (8"} 22 (9") 20 23 14-11-11 22 (l"} 24 10-17-16 33 (14") 25 10-9-11 (12} 20 26 7-8-7 15 (9") 27 13-10-10 20 (12"} BOTTOM 13 IN, STIFF SILTY CLAY, MODERATELY PLASTIC, TRACE OF ROCK FRAGMENTS, TRACE OF ROOTS, GRAY. (1.75 taf) CL TOP 6 IN, SAME AS ABOVE. SM MIDDLE 2 IN, LARGE SANDSTONE FRAGKEMTS VInl. COARSE TO MEDIUM SAND, BR.OW!i. BOTTOM 6 IN, SILTY SAND, Win!. W!.Ani.ERED SANDSTONE AND SHALE, COARSE TO FINE GRAVEL SIZED, 10% SLICHTLY PLASTIC FINES, GUY, OIL SHILL CL STIFF SILTY CLAY, MODERATELY PLASTIC, 2G-30% SILT, MOTTLED BROWN AND GRAY , TRACE OF SHALE FRAGMENTS, FINE GRAVEL SIZED, TRACE OP OIL SMELL. CL IN, SIMILAR TO ABOVE, HOR.E WEAni.ERED SHALE. FBAGMDITS

• . SH IN, SILT':i SAND, WITH SAMDSTONE FRAGHEN'1STO J/4 IN, GRAY. BOTTOM 3 IN, SANDSTONE FRAGMENTS , SHALE FRAGMENTS TO GRAY. S!o! 10-20% MEDIUM TO FINE SAMD,15-20%

SLIGHTLY PLASTIC FINES SHALE FRAGMENTS, TRACE OF MICA, GRAY, URGE SANDSTONE FRAGMENT IN BOTTOM. SM SILTY SAND, WITH SANDSTONE AMD SHALE FR.AGH!HTS TO 1 IN, 10-1.5% PLASTIC FINES, COARSE TO FINE SAND, TRACE OF MICA, TRACE OP BLACK u MOTTLED BROWN AND GRAY. SM SILTY SAND, SIMILAR TO ABOVE, 2Q-30% SLIGHTLY PLASTIC FINES. SH FINE SAND, 2Q-30% NONPLASTIC FINES, ZONES OF WEAni.ER.ED SANDSTONE AND SHALE FRAGKENTS, TRACE OF MICA, BROWN. SM 10-15% NONPLASTIC TO SLIGHTLY PLASTIC fiNES, COARSE TO OF WF.Ani.ERED SANDSTONE AND SHALE FRAGMENTS ,:SROWN AND 28 26 SM 30 9-B-17 (14") 31 (14" 32 ( 12") BROliN. COARSE TO FINE GRAVEL, ROUNDED TO SOBAHGULAR, FEW TO l IN, COARSE TO FINE SAND, 5-10% NONPLASTIC FINES, 25 SM SILTY SAND, WELL GRADED, COARSE TO FINE SAND, 5-15% MONPLASTIC FINES, TRACE OF FINE GRAVEL, SROWN. 29 SM TOP 4 IN, SAME AS ABOVE, MIDDLE 1 IN, SILTY FINE SAND, 10-15% NONPLASTlC FINES, TRACE OF MICA, DAllX BROWN, BOTTOM 9 IN, SILt'\' SAND, 10-15% WEATHERED SANDSTONE AND SHALE FRAGMENTS, COARSE TO nNE SAND, MOSTLY MEDIUM TO FINE, 15-20% MONPLASTlC TO SLIGHTLY PLASTIC FINES, SM SILTY SAND, SIMILAR TO ABOVE, 20-30'% WEATHERED SANDSTONE AND SHALE MENTS, ALL COLORS, 15-20'% NONPLASTlC TO S'LIGHTLY Pt...IISTIC FINES, COARSE TO FINE SAND, MOSTLY MECIUH TO FINE. IORIIG .-y All) STONE L.EDEICI N'll SEE stEET I. .lo!li> SKETCH INErT 2 01 3 SITE BEAVER VALLEY POWER STATION zg !:: .,-.. "'"' g-...... .J .. ... ... .... .... :1 t:l .... ..... "" .... ;:II-.. , ..... ..z .J-.. -...:__ 33 ---95 -f--34 -630.0 --100 -f--* s 35 _--622.8 -::::= 36 105---------------------------------------------E ;; .. z- .. gO C) .. .. .. A-15-14 29 (lO") ll-15-14 29 (10) 11-12-15 27 (10") 105/ .2' (O") i aj 5,_ .. lOlliNG NO. SHEET ...l. O' .2._ ..1.0. NO. 12241 SAIIIPL.E DESCRIPTION GRAVELLY SAND, 10-20% COARSE TO FINE CRAVEL,ROUNDED TO ANGUU.R, COARSE -TO FINE SAND, 5-101 NONPLASTIC FINES, FEW FRAGMENTS WEATHERED SANDSTONE

• AND SHALE FRAGMENTS.
• AT 4 IN, SEAM OF DAD:. BROWN SILTY FtNE SAND, TlACE OF MICA (1 IN THICK)
• tOP 5 IN, SAME AS ABOVE (NO Sttn SAND SEAH) BOTIDH 5 IN, SILTY FINE SAND, 10-1.5% NONPtASTIC FINES, LIGHT SROWN. SAND, LESS TKAN 5% FINE GRAVEL, COARSE TO FINE SAND, MOSTLY COARSE TO 5-7% NONPLASTIC FINES, BROWN, TOP OF E\00:: , END OF BORING AT 104.5 Fl. -------

-..., .... ---------------------------

---

---

NOTE: Fa! 9011 ... ..-AllY -STONE 15. WEBSTER ENG. CORP.T-D I DATE 1'\ BOIIM NO.[IHEIT lEGDI) wo. su st£ET I. a. SI<ETCH No. 12241-GSI(-l34C ¢;;,JL SE0-1 I 3 OF 3 SITE BEAVER VALLEY STATlOH -UNIT 2 ol.Q NO. 12241 lORING NO. ..m=.IL COORDINATES GRCUI) ELI!.'II:ln 727.3 SHEET ..J.OF ....1.-INCLINATION BEARING INSPECTOR J .W. McCOY DATE : START I FINISH l.Q-8l81 1 to£B£al CONTRACTOR I DRILLER EGER DRILLING/JARVIS STATIC GROUNDWATER DEPTH /DATE D I DRILL RIG TYPE DEPTH TO BEDROCK I'I.I TOTAL DUTH DRILLED 'z '!II METHODS: DRILLING SOL Ui III SAMPL lNG SOL lH DRILLING ROCK _JiiA SPECIAL TESTING OR INSTRUMENTATION COMMENTS 4 FT E.AST OF SED-1 t. e s o:=: %;:: 11.1 11.111: w .... ....111.1

....111.1 a z-s; a.. a. a..oa rfta:O 1M

11>-s:a SAMPLE DESCRIPTION w"'-.J I,. CIIZ ...I u Cl:l .... 11.1 II: n 727.3 -.. -.. -.. -s ---.. 720.01 -AIJGERED ro 14 , 5 FT -NO SAMPLES -----10 -----------15 -2._ 1 4-4-3 7 SANDY SILT, 10-15% FINE SAND, 5% MEDIUM TO FINE GRAVEL, --(18") AND SHALE F'RACHtNTS , BROWN. FEW SANDSTONE

-710.0 -_.L 2 4-3-3 6 1----SANDSTONE FRA.GM!NT IN BOTTOM OF SAMPLER. .. -(0") ---20 -END OF BORING AT 17.5 FT. ----.. --------------I. DATUM IS MEAN SEA

7. S-SPL.IT BARREL SAMPLE 2.

WATER L.EVEL. BORING LOG !. BLOWS REQUIRED TO OftiV! BEAVER VALLEY FlOWER STATION In 2"0.0. SAMP\.E SPOON &" OR .... DISTANCE: SHOWN USING ..... 14011'1. HAMIIER FAL.LING !0". UNIT 2 0 z

• INDICATES USE OF 300111. DUQUESNE LIGHT COMPANY HAMIIIER. ( ) INCH£S OF .... SAMPLE RE:COVERY.

Q 4. % ROCK CORE RECOVERY I SHIPPINGPORTt PENNSYLVANIA z lltO"CK QUALITY OESIGIIIATIOH. A STONE f. WEBSTER ENG. CORP. 1&.1 5. STD. PENETRATION (l) RESISTANCE BLOW'Sif'T. SKETCH No. 1224 1&.1 ....l 5. UNIFIED SOIL CLASSIFICATION APPR0¥£0 I DATE "" ltOAM NO. (SHEET SYSTEM. SEO-lA I 0, 1 BEAVER VALLEY POWER STATION - 2 12241 BORIN& NO. SITE .10. NO. COORDINATES N3743.24 E9373.28 GROUND ELE'L (I) 728.7 SHEET ..J... orr _2__ INCLINATION BEARING INSPECTOR J.W. McCOY DATE : START I FINISH l0/8/81 I 10/9/81 CONTRACTOR I DRI.LER EGER STATIC GROUNDWATER DEPTH /DATE 42 l"ll 10/10/81 DRILL RIG TYPE DEPTH TO BEDROCK 105.0 1"1 TOTAL DEPTH DRILLED 105.8 METHODS: DRILLING SOIL AW RODS, 3 IN ROLLER BIT, DRILLING MUD AND CASING SAMPL lNG SOL 2.0 INCH 0. D. SPLIT BARREL DRILLING ROCK N/A SPECIAL TESTING OR INSTRUMENTATION COMMENTS AT 39.J FT ON 10i12i81 FILL TO APPROXIMATELY 42 FT !: ;;; s ;z:;: w wca: Wi -..... li:w ...Jw ...JW Q z-G....J 1-w G.G, 4.11) enca;O 101 ao SAMPLE DESCRIPTION ww 2>-22 1-::J G....J w"-C!:!; Cl-C:::l ...J <.J en enz >-...J-Ill w en w ca: 728.7 :rr-1 29-24/5" 4/5" FicL, LARGE SANDSTONE FRAGMENTS, SILTY SAND, CONCRETE. -(9") (HARD AUGERING TO 3FT), -f-s 2 18-9-7 16 SILTY SAND, 10-20% COARSE TO FINE GRAVEL, ROUNDED TO ANGULAR, -SH COARSE TO -t--(11") FINE SAND, MOSTLY MEDIUM TO FINE, DARK BROWN. 5 -f-s --3 1-1-3 4 SM SILT, 5-10% COARSE TO FINE GRAVEL, 10-20% COARSE TO FINE SAND, -I --(11") MOSTLY FINE, PAPER, GRAY. ---* (HIT REBAR) -720.0 s 4 3-4-2 6 SAME AS ABOVE. -(18") t-----10--r-g 5 2-2-2 4 SM SH'ILAR TO ABOVE, 4-6% COARSE TO FINE GRAVEL, TRACE OF ROOTS , ----(18") DARK GRAY. -*---s 6 3-1-3 4 SM SILTY SAND, LESS THAN 5Z COARSE TO FINE GRAVEL, FEW FRAGMENTS TO 1 IN, 1---(16") COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE,10-15% NONPLASTIC TO SLIGHTLY --r--PLASTIC FINES, GRAY. -*I-s-7 2-3-4 7 SM SANDY SILT, 10-15% COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, NONPLASTIC --1---(18") TO SLIGHTLY TRACE OF GRAVEL, DARK GRAY. -710.0 -s 8 3-2-3 5 SM SIMILAR !0 ABOVE, FEW BROWN SANDSTONE FRAGMENTS TO 1 IN, TRACE OF ROOTS. ---(18") 20---s 9 3-3-4 7" SM SAME AS ABOVE. --r--(18") -,.._._ --s 10 3-6-8 14 SM TOP 11 lN, SAME AS ABOVE. FINE 1 MOSTLY TO FINE, 5-10% NONPLASTIC --(18") SP BOTTOM 7 IN, SAND, COARSE TO 25------FINES, BROWN. ---s 11 3-3-4 7 SH SILTY SAND, 5% FINE GRAVEL, COARSE TO FINE SAND, 10-15% NONPLASTIC FINES, ----(15") BROWN. ----700.0 1n -s 12 3-4-5 9 SAME AS ABOVE, 1 LARGE SANDSTONE FRAGHENT. --. i1a"i I. DATUM IS MEAN SEA LEVEL 7. S*SPLIT BARREL SAMPLE 2. WATER LEVEL BORING LOG 3. BLOWS REQUIRED TO DRIVE BEAVER VALLEY POWER STATION en 2"0.D. SAMPLE SPOON 6" OR w DISTANCE SHOWN USING UNIT 2 1-1<40111. HAMMER FA.LLING 30". 0

• INDICATES USE OF 3001b. z DUQUESNE LIGHT COMPANY HAMMER. ( ) INCHES OF ..... SAMPLE RECOVERY.

Q 4. ,_ ROCK CORE RECOVERY/ SHIPPINGPORT, PENNSYLVANIA -.,___ __ z RO'CK QUA.LITY DESIGNATION. A STONE E. WEBSTER ENG. CORP. w STD. PENETRATION SKETCH No. 12241-GSK-236A (!) RESISTANCE BLOWS/FT. w APPROVED J DATE rA JIIOflltl NO.ISt<<ET 6. UNIFIED SOIL CLASSIFICATION SYSTEM. -:J5j),J 0£/.I'L. SE0-2 I OF 3 / lOftiNG NO. UQ:,1_ SHEET l-OF .J....._ SITE BEAVER VALLEY POWER STATION -UNIT 2 "*0. NO. 12241 \._../* :;j E s :! -i z-Ill IIIII:: ., g-...... ... ... Cll z-li :Cti ..... A. II Ill SAMPLE DESCRIPTION ..,.., 2)o !! ;Iii Ill Clil&. = ... "'"' IIIZ II fii -Ill 11:: _r--s 13 4-4-5 9 SM SILTY SAND, COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 1D-20% NOIIPLASTIC

• (18") FINES, TRACE OF BLACK ORGAKICS , ORANGE BROWN. --s-14 8-6-7 13 SM TOP 7 IN, SANDY SILT, 10% COARSE TO FINE GRAVEL, lD-20% COARSE TO FINE --(14") SAND, NONPLASTIC, GRAY. -)5 -BOTTOM 7 IN, SILTY SAND, COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, ---10-20% NONPLASTIC FINES, TRACE OF GRAVEL, GRAY. -

-,..2... 15 (1 " 8 SM SAME.. AS ABOVE, STRONG OIL SMELL. --t--g 16 5-5-3 8 SILTY SAND, COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 15-20% -690.0 -SM I--(18") NONPLASTIC TO SLIGHTLY PLASTIC FINES, TRACE OF FINE GRAVEL, OIL SMELL, I--GRAY. -s 17 3-4-12 16 SM TOP 8 IN, SAME AS ABOVE. -----(14") BOTTOM 6 IN, LARGE SANDSTONE FRAGMENTS TO lis IN WITH GRAY SILTY CLAY. --IS" 18 3-5-8 13 ML CLAYEY SILT, 5% FINE SAND, 7-12% SLIGHTLY PLASTIC TO NOIIPLASTIC FINES, ----(18") TRACE OF FINE GRAVEL, _TRACE OF ROOTS, OIL SMELL, BRDIIIIISH GRAY. (1 td) rs---19 12-10-9 19 SM TOP 5 IN; SANDY SILT, 10% FINE SAND, GRAY. --1--(18") BOTTOM 13 IN, WEATHERED BROKEN SANDSTONE FRAGMENTS TO lis IN, WITH SILTY -SW COARSE TO FINE SAND, GRAY, BROWN, ORANGE ---** -680.0 -s 20 11-lo-8 18 SM SANDY SILT, WITH WEATHERED SANDSTONE AND SHALE FRAGMENTS, 10-15% COARSE (10") TO FINE SAND, NONPLASTIC TO SLIGHTLY PLASTIC, GRAY AND BROWN. ---------.\.__/ 55-rs-21 9-6-18 24 SM TOP 2 IN, SAME AS ABOVE. ----(18") MIDDLE 2 IN, SILT, 5% FINE SAND, NONPLASTIC, BROWN. --BOTTOU 14 IN, SAME AS TOP. ---670.0 --60 -**-s-22 8-9-8 17 SM SAME AS ABOVE, SANDY SILT AND WEATHERED SANDSTONE AND SHALE FRAGMENTS. --r----(12") -------65-------s 23 10-9-6 15 SM TOP 6 IN, SAME AS ABOVE. .t--(8") BOTTOM 2 IN, SILTY FINE SAND, 10-15% NONPLASTIC FINES, BROWN. ----660.0 --70-I---_2,_ 24 11-11-7 18 sw WELL-GRADED COARSE TO FINE, LESS THAN 5% COARSE TO FINE GRAVEL, --(3") FEW LARGE PIECES, 5% NONPLASTIC FINES, BROWN. -----75----r-JI. 2.5 14-11-13 24 sw SIMILAR TO ABOVE --(l2") AT 75.3 FT SAND, OILY(?), NO SMELL, --2 IN THICK, BLACK STAINS -650.0 --so-.. ---s 26 14-20-12 32 GM SILTY GRAVEL, 5% COARSE TO FINE SAND, MOSTLY FINE, 10-20% NONPLASTIC TO --(16") SLIGHTLY PLASTIC FINES, ANGULAR TO SUBROUNDED WEATHERED SANDSTONE AND --SHALE FRAGMENTS, FEW SANDSTONE FRAGMENTS TO 1 IN. -----85----s 27 2-10-21 31 SM TOP 12 IN, SILTY FINE SAND, 10-20% NONPLASTIC FINES, BROWN. -(18") BOTTOM 6 IN, SAME AS S-26. --\._) --640.0 90 --NOTE : FOR BORING su.atARV AMJ .£STONE E. WEBSTER ENG. CORP., APPROVED I DATE" ,lOR .. NO.IsHrtET L£DDI) N'O. sa stEET L SKETCH No. 12241-GSK-236B SEo-2 2 Off 3 BORING NO. .J!2:L.. SHEETL O' 2.._ SITE POWER STATION -UNIT 2 "*0. NO.

1 t; ;; ! ;:; i z= :z:-1&1 1&111: g--iCI z-8j ......

ILI&I ILIII 1&.1 SAMPLE DESCRIPTION 1&11&1 2>-22 ,.1&1 Cl-C:) 1&1"-ICI"-..1 fd li)o -VI VIZ ..1-ill II: II) 1&1 28 20-20-24 44 GM SILTY SANDY GRAVEL, SIMILAR TO ABOVE. -. (11") . . . . ----29 14-15-11 26 SW GRAVELLY SAND, 10-20% COARSE TO FINE ROUNDED TO SUBANGULAR GRAVEL, . - COARSE TO FINE SAND, MOSTLY COARSE TO MEDIUM, 5% NONPLASTIC FINES, . BRCMN, --630.0 --100-1---* s 30 15-14-15 29 sw SAME AS ABOVE, ONE SANDSTONE FRAGMENT TO IN. -_-=-(7") ----26-100 100 -105--:1' ,J' -Jl ( 2") ___ --GRAY, SOFT CLAYEY SHALE. 622.9 -. .. --f-. 1-------*-*** *----------. *-*-** -. .;; -. -END OF BORING AT 105.8 FT. ------. ------------------------. ---------------------------------. ----. ---. --. --NOTE: FOR BORING AM> ... STONE e. WEBSTER ENG. 1 DATIEt'\ IORM NO.I SHIEIET l.EGEN) N'O. SEE st*£1' I. SKETCH No. 12241-GSK-236C SED-2 3 01 3 .1.0. fl). 12241 IORINI NO. .J.I2;1. SITE !AI III J:arzll S:I:6:E1Wi -Utili 2 COORDINATES N3649.4i aROUND !L!'i (I) 727,2 SHEET _LO, ..l...-INCL.IIATION BEARING INSP£CTOft J.w. J:t'gx DATE: START/FINISH 10/]1/81 I Ul£ll£8l CONTRACTOR I DRLL!R EGER DRILLING/ JARVIS STATIC GROUNDWATER DEPTH/DATE em I DRLL RIG TYPE DEPTH TO BEDROCK g 'nl 10TAL DIPTH DRILLED lll:i 2 lEI! METHODS: DRII.I.ING SOL AW RODS, 3 IN ROLLER BIT I DRILLING MUD AND CASING SAMPLING SOL 2.0 IN O.D. SPLIT BARREL DRII.I.ING ROCK N/A TESTING OR INSTRUMENTATION COMMENTS FILL TO APPROXIMATELY 40 PT .. 5 i o=: :z:i= Ill wa: a -... ... .., £111 ..Jill c:a .. -sj ... .., e;.., Q.GII ... SAMPLE DESCRIPTION oE .J Cl-C:::) ..J u 5,. .... -Ill IIIZ Gil Ill Ill a: Ill 727.2 ----s 1 37-34-35 69 ROAD FILL, SANDY COARSE TO FINE SLAG, GRAVEL TO 1 IN, GRAY AND BROWN. ---{16") ---5 2 7-5-3 8 sw TOP 5 IN, GRAVELLY SAND, 15*20% COARSE TO FINE GRAVEL AND SLAG, COARSE TO

• 5---{12") FINE SAND, GRAY. --BOTTOM 7 IN, GRAVELLY SAND, 10-15% COARSE TO FINE GRAVEL, COARSE TO FINE -SAND, BROWN. * -s 3 l.-2-1 3 -720.0 _f-{15") SM SANDY SILT, 15-20% FINE SAND, NONPLASTIC TO SLIGHTLY PLASTIC, TRACE OF --GRAVEL, TRACE OF ROOTS , GRAY. -s 4 1-1-2 3 SAME AS ABOVE -{15") SM -----s 5 1-1-2 3 SM SIMILAR TO ABOVE, GRASS, ROOTS, FEW SANDSTONE FRAGMENTS.

---{17") *-----s 6 1-2-1 3 SM SAME AS ABOVE, t---{13") ------s 7 1-1-2 3 SM SILTY SAND, 3-5% COARSE TO FINE GRAVEL, 20-2S% SLIGHTLY PLASTIC FINES, -710.0 1--{13") COARSE TO FINE SAND, MOSTLY FINE, TRACE OF ROOTS AND WOOD, GRAY. -t-----s 8 3-3-3 6 SM SAME AS ABOVE, SANDSTONE FRAGMENTS AT BOTTOM. t---(9") --f-s 9 1-2-3 5 SM SILTY FINE SAND, 5-7% COARSE TO FINE GRAVEL, FEW SANDSTONE FRAGMENTS, --f---10-15% NONPLASTIC TO SLIGHTLY PLASTIC FINES, TRACE OF ROOTS, GRAYISH BROWN.* {18") . :----5 -10 3-2-3 s SM SIMILAR TO ABOVE, 20-25% NONPLASTIC TO SLIGHTLY PLASTIC FINES, ORGANIC --{16") SMELL, GRAY. -.. -. s 11 3-5-7 12 SM SIMILAR TO ABOVE, TRACE OF ROOTS AND WOOD, BROWN -700.0 1---{18") :--* --s 12 4-4-6 10 SM SIMILAR TO ABOVE, 15-20% NONPLASTIC TO SLIGHTLY PLASTIC FINES 1 ROOTS,TRACI -30 (18") OF BlACK CINDERS GRAY. {1 tsf). I. DATUM IS MEAN SEA LEVEL 7. S*SPLIT BARREL SAMPLE WATER LEVEL BORING LOG 3. BLOWS REQUIRED TO DRIVE* BEAVER VALLEY POWER STATION ., Z"O.D. SAMPLE SPOON t" OR Ill DISTANCE SHOWN USING .... 140111. HAMlER FALLING UNIT 2 0 z

• INDICATES USE OF 300111. DUQUESNE LIGHT COMPANY HAMMER. ( ) INCHES OF .... SAMPLE RECOVERY.

Q 4. "Jr. ROCK CORE ltECOYERY I SHIPPINGPORT, PENNSYLVANIA z ROtK QUALITY DESIGNATION. £STONE&. WEBSTER ENG. CORP. Ill !. STD. PENETRATION C!l ltESISTANCE BLOWS/FT. SKETCH No. 12241-GSK-237A Ill _, I. UNIFIED SOIL CLASSIFICATION APPROVED I DATI t/1 ..... IIIO.IItUT SYSTEM. 'ft'/i'"-SEo-3 1 OF 3 \.____ .. BORING NO. SI!0-3 -SITE BEAVER VALLEY POWER STAIJQN trniT 2 J.O. NO. ....;1;.;2.;;.24.;.;1;_ _____ _ 690.0 680.0 670.0 660.0 650.0 640.0 -. -s 13 -s 14 35-----s 15 1-** -s 6 40--*-1 -s.= 17 ---s 18 s 19 -------20 s 21 -r--* ---55-22 ---60-s -... ---65--* s . --70-s ----75-23 24 25 -s 26 ---80 -r---_ s_ 27 ----s 28 3-4 (18") (18") 3-4-5 ( 16") (18") 100 5" 4-3-3 (9") 5-6-8 ( 11 ") 9-7-9 (11 ") 6-5-5 (18") (12") 6-7-8 ( 11 ") 8-7-7 ( 11 ") 7 SM 8 SM 9 SM 13 SM 100 5" 6 14 16 10 OH Gli sw GM 27 GM 15 GM sw 14 GW SP SAMPLE DESCRIPTION SANDY SILT, 5*7% COARSE TO FINE GRAVEL, 20*30% FINE SAND, NONPLASTIC TO SLIGHTLY PLASTIC, TRACE OF ROOTS, BROWN. SIMILAR TO ABOVE, 10-15% FINE SAND. SILTY FINE SAND, 5-7% COARSE TO FINE GRAVEL, LARGE SLAG PIECE NEAR BOTTOM, SULFUR SMELL, 20-30% SLIGHTLY PLASTIC FINES, TRACE OF RED CLAY SEAM, BROWN. SILTY FINE SAND, ORGANIC, 5-7% COARSE TO FINE GRAVEL, 15*20% NONPLASTIC FINES, WOOD AT BOTTOM AND SANDSTONE FRAGMENTS. WOOD -------------WOOD ON TOP ORGANIC CLAYEY SILT, MODERATELY PLASTIC TO VERY PLASTIC, TRACE OF COARSE TO FINE GRAVEL, GRAY. 5*10% FINE -SILTY SANDY GRAVEL, COARSE TO FINE GRAVEL AND WEATHERED SANDSTONE AND SHALE* FRAGMENTS, FEW FRAGMENTS TO IN, 6-12% COARSE TO FINE SAND, 10-15%

• NONPLASTIC TO SLIGHTLY PLASTIC FINES, TRACE OF COAL FRAGMENTS, BROWN. * (NO RECOVERY FIRST ATTEMPT).

-SAND, COARSE TO FINE, 5*7% COARSE TO FINE GRAVEL, 5*7% NON*

• PLASTIC FINES, FEW SANDSTONE FRAGMENTS TO IN, BROWN.
• SILTY GRAVEL, SOME SAND, COARSE TO FINE GRAVEL AND WEATHERED SANDSTONE
• AND SHALE, ANGULAR, 5*;0% COARSE TO FINE SAND, 15*20% NONPLASTIC TO
• SLIGHTLY PLASTIC FINES, GRAY. -S !MILAR TO ABOVE, SLIGHT OIL SMELL, RED AND BROWN SHALE FRAGMENTS.

---

SAME AS ABOVE, (NO OIL SMELL) BOTTOM 1 IN, SAND, COARSE TO FINE, GRAVEL, GRAY.--5-7% NONPLASTIC FINES, TRACE OF -TOP 2 IN, SANDY GRAVEL, 20-30% COARSE TO FINE SAND, BOTTOM 9 IN, FINE SAND, 5-7% COARSE TO FINE GRAVEL, FEW SANDSTONE FRAGMENTS, BROWN. ---BROWN. -

NONPLASTIC FINES,* --. 13-13 26 ( (11") SW TOP 5 IN, GRAVELLY SAND, COARSE TO FINE GRAVEL, NONPLASTIC TO SLIGHTLY PLASTIC FINES, BROWN. -MIDDLE 5 IN, BROKEN SOFT SANDSTONE FRAGMENTS WITH COARSE SAND, GRAY. -SW BOTTOM 1 IN, SAME AS TOP. --- 25 SW TOP S IN, GRAVELLY SAND, 10-15% COARSE TO FINE GRAVEL, 5-7% NONPLASTIC

• (13") TO SLIGHTLY PLASTIC FINES, BROWN.
• BOTTOM 8 IN, SANDY GRAVEL, COARSE TO FINE WEATHERED SANDSTONE.

AND SHALE, ANGULAR TO SUBROUNDED, 20-25% COARSE TO FINE SAND, 10-15% NONPLASTIC TO SLIGHTLY PLASTIC FINES, BROWN.

• 16-18-21 39 GW SAME AS ABOVE, SANDY GRAVEL. (15") 21-15-21 37 (12") SW TOP 5 IN, BROKEN SANDSTONE FRAGMENTS SAND, GRAY. BOTTOM, SAME AS S-27. ----------90 -NOTE : BORING S1.Mo1ARY AMD STONE E. WEBSTER ENG. CORP.f APPROVEU.l DATE 1"\ lORNa NO.I SHEET LEGEN) WQ SU SHEET I.

No. 12241-GSK-237B J-::tJi>f./.

1. I'Z.. SE0*3 2 (7 3 BORING NO. ,!!2::l...

SHEET -l.-/ -...__ SITE BEAVER VALLEY POWER STATION -UNIT 2 .1.0. NO. ____ _ :i z; g-;ti :Iiiii -Ill'"' Ill 630.0 E z-Ill IIIII: ...... El! A. Ill !I ..,.., 2)-Cil&. *z -* s 29 .1--. . 95-f.----s 30 _I----100 -"-* s 31 -----12-10-12 22 GW (10") 18-15-18 33 SP (11") 16-14-19 33 SP (10") 100 100 SAMPLE DESCRIPTION SAME AS .ABOVE, SANDY GRAVEL. -. . ;. -GRAVELLY SAND, 20-30% COARSE TO FINE ROUNDED TO ANGULAR GRAVEL AND SOFT COAL FRAGMENTS , FEW SANDSTONE FRAQtENTS TO IN, COARSE TO FINE

• SAND, MOSTLY COARSE TO MEDIUM, 5-7% NONPLASTIC TO SLIGHTLY PLASTIC FINES,
• BROWN AND BLACK. -* SAND, S-10% COARSE TO FINE GRAVEL, SANDSTONE AND SHALE, ROUNDED TO ANGULAR, TRACE OF COAL, COARSE TO FINE SAND, MOSTLY COARSE TO MEDIUM, BROWN TO ORANGE BROWN. ------lOS -t=s= -::T -32 .. .,_* .::_:_ f--SO!LJo!EA1lfEBED 1lfTNI:Y BEDllED. GRAY . _ -. -------------------. . ----. . . ----------. -. . -. END OF BORING AT 105.2 FT -----. . ----------. . -. -----------------. -----NOTE: I"OR IIORtt8 SlMWn' .,., £ STONE f. WEBSTER ENG. CORP. I PATE t'\ IORM NO.IIH!ET L.SIEJI) N'Q SU SfE!T l SKETCH No. 12241-GSK-237C 'fi-/Jt--SEo-3 3 C. 3 "----"

SITE BEAVER VALLEY POWER STATION -UNIT 2 COORDINATES N362'1.89 E9275.Q4 oLO. NO. 12241 GROUND (I) 726.4 BORINI NO. SHEET _LOf -l...-INCLINATION BEARING INSPECTOR .,;;JM:.:::;,:cC::;:OY,;_ _______ _ DATE : START I FINISH 10111/81 I 1 Pill '81 CONTRACTOR I DRI.LER EGER DRILLING/JASVIS STATIC GROUNDWATER DEPTH I DATE I Jol12taJ DRI.L RIG TYPE DEPTH TO BEDROCK _ TOTAL DEPTH DRILLED _____ ....:<u:.r.uil METHODS: DRILLING SOIL SAWPL lNG SOL AW RODS. 3 IN ROLLER BIT. DRILLING MUD 9ND CASING 2 0 Iii 0 p SPT IT BARRET DRILLING ROCK _:;;Niw;A:,._ _________________________ _ SPECIAL TESTING OR INSTRUWENTATION COMMENTS ___ 0; -.... 1-w w'"' ..J-w 726.4 720.0 I 710.0 700.0 :z:i= w ..JW G.Q, ww 2>-CCI-"' -g ---.s-5-----_:__ --*--10 --L ---.rs---s--s 20--**s--*---s 25 -r--JQ *r -,_ -s ;;; wa: -Q ..JW Q.CII (l)a:O 22 c(:::l II'IZ ..J Cll a: l 6-14-16 (12") 2 6-4-4 (18") 3 5-3-3 (13") 4 1-1-2 (12") 5 1-2-l (8") 6 2-1-3 (10") 7 8-9-8 (18") 8 4-4-2 (9") 9 3-4-7 (9") 10 3-4-3 (?") 11 4-3-4 (16") 12 4-3-3 (10"\ a i z-Q,5 1&1 I-:::I 5CII Q,..J (I) 30 SM 8 SM 6 SM 3 SM 3 SM 4 SM 17 GW 6 SM 11 SM 7 SP 7 SP 6 SP SAMPLE DESCRIPTION -TOP 3 IN SLAG FILL. BOTTOM 9 IN, SILTY FINE SAND,10-15% NONPLASTIC FINES, TRACE OF GRAVEL,BROWN

" SILTY FINE 'AND, 5-10% NONPLASTIC FINES, FEW ROCK FRAGMENTS, TRACE OF ROCK FRAQIENTS, TRACE OF GRAVEL, TRACE OF BLACK CINDERS, BROWN. ----SILTY SAND, 10-12% COARSE TO FINE GRAVEL, FEW ROCK FRAGMENTS, COAL AND

• SLAG, COARSE TO FINE SAND, MOSTLY MEDIUM TO riNE, 10*15% NONPLASTtC FINES,
• BROWN I -SAME AS ABOVE, FEW LARGE SANDSTONE FRAGMENTS TO 1 IN. ---SAME AS ABOVE I --SIMILAR TO ABOVE, SILTY FINE SAND, 10-12% COARSE TO FINE GRAVEL, FEW -SANDSTONE AND SLAG FRAGMENTS, 20-25% NONPLASTIC FINES, BROWN. -SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SLAG, FEW FRAGMENTS*

TO IN, COARSE TO FINE SAND, MOSTLY COARSE TO MEDIUM, 5-7% NONPLASTIC

• FINES, TRACE OF COAL CINDERS, BROWN.
• SILTY FINE SAND, 5-7% COARSE TO FINE GRAVEL AND SLAG, 15-20% NONPLASTIC

-FINES' BROWN I -SAND, 5-7% COARSE TO FINE GRAVEL, SANDSTONE FRAGMENT AT BOTTOM, COARSE TO -FI:-lE SAND, MOSTLY COARSE TO MEDIUM, NONPLASTIC FINES, TRACE OF SLAG,

• BROWN. --SAME AS ABOVE I -GRAVELLY SAND, 15-20% COARSE TO FINE ROUNDED GRAVEL, FEW FRAGMENTS TO 1 COARSE TO FINE SAND, MOSTLY COARSE TO MEDIUM, 5% NONPLASTIC FINES, BROWN. *-* SAME AS ABOVE I -I. DATUM IS MEAN SEA LEVEL 7. S-SPLIT BARREL SAMPLE en "" 0 z 2.

WATER LEVEL 3. BLOWS REQUIRED TO DRIVE 2"0.D. SAMPLE SPOON 6" OR DISTANCE SHOWN USING HAMMER FALLING Xt. tt INDICATfS USf 01" '500111. HAMMER. ( ) INCHES OF SAMPLE RECOVERY. o 4. % ROCK

• CORE RECOVERY I Z ROtK QUALITY DESIGNATION.

"-' !1. STD. PENETRATION RESISTANCE BLOWS/FT . ...J 6. UNIFIED SOIL CLASSIFICATION SYSTEM. BORING LOG BEAVER VALLEY POWER STATION UNIT 2 DUQUESNE LIGHT COMPANY SHIPPINGPORT, PENNSYLVANIA

1. .. STONE E. WEBSTER ENG. CORP.

No. 12241-GSK-238A BORING NO. .112:::.. SHI!I!T _;_OF -l..-SITE BJ!AYEB Y t.p;y PMJ STATIQN -tWIT ? "-G. NO. -"'12"'2iilt.&.l

---

g-)iiiAI "'"' .J-161 690.0 680.0 670.0 660.0 650.0 640.0 ---s -.s-35-----s -----s 40 . --,:---s _r---"s" 45-r------50---s _-,----55---_s_ ---60---s ----65 -s .r---70---s *-* -* ---75---___! ---80-r------ss-f---s 1-----90-13 4-3-3 (11") 14 6-7-6 (10") 15 2-3-2 (9") 16 4-4-6 (5") 17 2-5-8 18 15-11-13 (10") 19 10-1Q-23 (10") 20 7-7-9 (14") 21 9-12-9 (13") 22 9-9-9 (14") 23 10*9-15 (13") 24 11*10*9 (12") 25 10-9-11 (14") 26 27-23-22 (14") NOTE : FOR BORING SliiWARY AND LmDI) NQ SEE SHEET L SAMPLE DESCRIPTION

-6 SP SIMILAR TO ABOVE, 20-30% COARSE TO FIME ROUNDED GRAVEL, FEW FRAGMENTS TO . IN, 5*10% NONP1ASTIC PIMES. -13 GM GRAVELLY SILTY PINE SAND, 10-15% COARSE TO FINE ROUNDED TO SUBANGULAR .. GRAVEL, 15-20% NONPLASTIC FINES, BROWN. -5 SM FINE SAND AND LARGE SANDSTONE FRAGMENTS TO IN, 20*25% NONPLASTIC

• TO SLIGHTLY PLASTIC FINES, 5-7% COARSE TO FINE GRAVEL, BRa.IN. --10 SM SAME ItS ABOVE. .. -13 GP LARGE GRAVEL, SOME SAND AND SILT, WET. (POSSIBLE WASH). ---23 GM TOP 4 IN, GRAVELLY SANDY Sil.T, 1D-15% COARSE TO PINE GRAVEL, MOSTLY MEDIUM TO FINE, 10-15% COARSE TO FINE SAND, SLIGHTLY PLASTIC TO PLASTIC, ORGANICS, ROOTS, GRAY AND BRa.IN. BOTTOM 6 IN, BROKEN SANDSTONE FRAGMENTS AND COARSE TO FINE SAND, GRAY AND
• BROWN. ----33 GW SANDY GRAVEL, COARSE TO FINE ANGULAR GRAVEL AND SANDSTOME AND SHALE FRAGMENTS TO IN, 20-25% COARSE TO FINE SAND, 5-10% NONPLASTIC TO -SLIGHTLY PLASTIC FINES, BRa.IN AND GRAY, .. .. --16 GM SILTY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE, FEW LARGE
• FRAGMENTS, 7-10% COARSE TO FINE SAND, 15-20% SLIGHTLY PLASTIC PINES , .. GRAY (FEW RED AND BROWN SHALE). ---21 GM GRAVELLY SILTY SAND, 20-25% COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE, FEW FRAGMENTS TO IN, COARSE TO FINE SAND, 1Q-15% NONPLASTIC

-TO SLIGHTLY PLASTIC FINES, GRAY (BRa.IN SANDSTONE).

---

18 GM SAME ItS ABOVE, -----* 24 GW SANDY GRAVEL, COARSE TO FINE ANGULAR SANDSTONE AND SHALE FRAGMENTS, PEW -TO IN, 15-20% COARSE TO FINE SAND, 5-7% NONPLASTIC TO SLIGHTLY -PLASTIC FINES, TRACE OF CARBON, SHALE, BROWN. ---19 GW 5/oHE M IIIIOVJl, -----20 SM TOP 4 IN, SILTY FINE SAND, 20-30% NONPLASTIC TO SLIGHTLY PLASTIC FINES, -BRa.IN. -GW MIDDLE 5 IN, SAME ItS S24. SP BOTTOM 5 IN, SAND,LARGE SANDSTONE FRAGMENT AT BOTTOM, 5-7% NONPLASTIC

-FINES, COARSE"TOFINE SAND, MOSTLY MEDIUM TO FINE, TL\CE OF GRAVEL, BRa.IN,* 55 WEATHERED SANDSTONE FRAGMENTS TO IN, WITH COARSE TO FINE SAND, BRa.IN : AND LIGHT GRAY, (TRACE OF NONPLASTIC FINES). ---A STONE f. WEBSTER ENG. CORP. I APPtiOVED I SKETCH No. 12241-GSK-2388 J:$.j;),t/ DATE t" IIORM SEo-4 NO.I SHEET 2 (1f 3 '--...____....... BORING NO. SE0-4 -SITE BEAVER VALLEY POWER STATION -UNIT 2 "-0. NO. _____ _ ::t E ;;; ! z;. :-... IIIII: -g-...... .Jill

Cti A. Ill 2)o 05 ,. ... llilol ... "'""

iii--II Ill II: s 27 18-13-12 ---1 (11") ---95---s 28 12-12-11 630.0 --(9") --100-s 29 15-18-32 (12") 623.3 -1..-L 30 _50/.1' -* -los---------------------. . . . -------------------;; z-"' ... ;:) 25 23 so 0/. i a; i,.. SAMPLE DESCRIPTION ., TOP 3 IN, GRAVELLY SAND, 15-20% COARSE TO FINE GRAVEL, FEW SANDSTONE SW FRAGMENTS TO lis IN, COARSE TO FINE SAND, LESS THAll 5% NONPLASTIC FINES, -SP BROWN. .. BOTTOM 8 IN, SAND, COARSE TO FINE, MOSTLY COARSE TO MEDIUM, LESS THAll 5%

• SP FINE GRAVEL, LESS THAN 5% NONPLASTIC FINES, GRAY. GRAVELLY SAND, 30-40% COARSE TO FINE ROUNDED TO ANGULAR GRAVEL, FEW SANDSTONE FRAGMENTS TO lis IN, COARSE TO FINE SAND MOSTLY COARSE TO MEDIUM. GRAY. SP S-7%

TO FINE GRAVEL, FEW SANDSTONE AND COAL FRAGMENTS, COARSE TO FINE SAND, MOSTLY COARSE TO MEDIUM, BLACK AND GRAY* f--_ .. illtllQHL._ __ _ END OF BORING AT 103.1 FT. ---.. ----.. -------------------------------------------... --NOTE: FOR BORING SUIAIARY AM) STONE 6. WEBSTER ENG. CORP.,APPtiOVED I DATE" IORNI N0.1 SHEET L.£GEN) N'Q SEE SHEET I. a& SKETCH No. 12241-GSK-238C -:J!j),d SE0-4 3 t:1 3 . SITE BEAVER VALLEY STATION -UIIIT I .&.Q. Jl), 12241 COORDINATES N3682 79 E9320.89 8ROUND ELE'l en 727.2 INCL.f,IATION DATE : START I FINISH -------INSPECTOR -Mft:.willi:'loiWIL.-------- BEARING 10/10/81 1 10/lo t81 CONTRACTOR I DRLL!R Efil'iB QBU lING/ lABVXS STATIC GROUNDWATER DEPTH /DATE I DRLL RIG TYPE DEPTH TO BEDROCK -...:1=.::0:.:4

• .;;:o _____

TOTAL DEPTH DRILLED _,:;1::;04:.:.*;:.5

---

'a&;r-II METHODS: DRILLING SOIL AW RODS. 3 IN ROLLER BIT. DRILLING KllD ANI! CA§ING SAMPLING SOL 2 0 IN 0 p SPLJT BARRJ!L DRILLING ROCK SPECIAL TESTING OR INSTRUMENTATION COMMENTS HOLE CAVED. YNABLE TO OBTAIN GROUNDWATER LEVEL FILL TO APPROXIMATELY 40 FT %;: !:: E a i o:= 1&1 1&10: -.... 1;:1&1 ,jl&l ,jl&l a z-ai ... .., A.A. A. CD "'o:O "' SAMPLE DESCRIPTION ... ..,.., 2>-22 ... .., ... a!!; Cl-,j u 5>-,j-Cll CIIZ Gl "' 1&1 Q: Cll 727.2 l"""ruu..l 7-1 22-20 42 (11") ROAD FILL, SILTY SAND, 10% GRAVEL,SLAG AND SANDSTONE FRAQIENTS, BROWN AND : GRAY. -.r-s-2 5 -f----rs--3 11-7-5 (13") 720.0 -i--2-1-2 (18") --s 4 10 -r---r---5 -f----s 6 15 -----s 7 3-4-4 (10") 1-2-3 (11") 5-4-2 (14") 710.0 _,. __ 3-4-2 (8") -s 8 20 -i-------s 9 _!----_,______ s 10 25 -------s 11 2-4-6 (11") 2-2-2 (18") 2-2-2 (5") 700.0 3-3 (10") en "' ... 0 z 30 -s*-12 I. DATUM IS MEAN SEA LEVEL 2. -i-GROUND WATER LEVEL 3. BLOWS REQUIRED TO DRIVE 2"0.D. SAMPLE SPOON s* DR DISTANCE SHOWN USING 1401b. HAWER FALLING

• INDICATES USE OF 3001b. HAMMER. ( ) INCHES OF SAMPLE RECOVERY.

Q 4.% ROCK CORE RECOVERY/ Z ROCK QUALITY DESIGNATION. "' &. STD. PENETRATION -12 GM TOP 7 IN, GRAVELLY SILT, 20-30% COARSE-TO FINE GRAVEL, 5% FINE SAND, LIGHT * -3 SP BOTTOM 6 IN, GRAVELLY SAND, lQ-20% COARSE TO FINE GRAVEL, FEW LARGE FRAG-MENTS, COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 5% SILT, BROWN. * -GM GRAVELLY SILT, 20-25% COARSE TO FINE GRAVEL, ROUNDED TO SUBANGULAR, FEW 8 FRAQIENTS TO 1 IN, 5*7% FINE SAND, NONPLASTIC TO SLIGHTLY PLASTIC, BROWN. : GW SANDY GRAVEL, COARSE TO FINE GRAVEL, ROUNDED TO SUBANGULAR, FEW FRAQIENTS -6 TO IN, 20-30% COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 10-15% NON-* PLASTIC TO SLIGHTLY PLAStiC -FINES, BROWN.

• SP GRAVELLY SAND, 2Q-30% COARSE TO FINE GRAVEL, ROUNDED TO SUBANGULAR, COARSE
• TO FINE SAND, MOSTLY MEDIUM TO FINE, 7-10% NONPLASTIC TO SLIGHTLY PLASTIC
• FINES , BROWN. --SP 6 SM SANDY SILT, 20-30% COARSE TO FINE SAND, 5% COARSE TO FINE GRAVEL, FEW
• SANDSTONE FRAQIENTS TO lit IN, NONPLASTIC TO SLIGHTLY PLASTIC, BROWN. -10 SM SILTY FINE SAND, 5*7% COARSE TO FINE GRAVEL, FEW FRAGMENTS TO 1'tiN, 15-20% -SLIGHTLY PLASTIC FINES, WOOD FRAGMENTS, GRAYISH BROWN. ---4 SM SAME ABOVE, GRAY. --4 SM SAME ABOVE. ---6 SM SAME ABOVE. --SM SIMILAR TO ABOVE, SILTY FINE SAND, WOOD, ROOTS, PLASTIC, TRACE OF GRAVEL, -GRAY. 7. S*SPLIT BARREL SAMPLE BORING LOG BEAVER VALLEY POWER STATION UNIT 2 DUQUESNE LIGHT COMPANY SHIPPINGPORT, PENNSYLVANIA

._ STONE f. WEBSTER ENG. CORP. No. 12241-GSK-239A

RESISTANCE BLOWS/FT. 6. UNIFIED SOIL CLASSIFICATION SYS:TEM. APPROYED 1 DATE"" , ..... NO.. riHIET "';;Jj)J(/

I SEP-5 I 0' 3 BORING No. .im:l_ SHEET ..L O' -2,_ J.O. NO. ..;1;;;;2;;.24;;;;1 _____ _ z.= g-...... ""' iO!-690.0 680.0 670.0 660.0 650.0 640.0 E :z:-Ill IIIII: ...... ..1111 CLIII ILII ;a,. 111111 Q'"' IIIZ --I---s 13 _r--___ s 14 35-----s 15 _r--_1*---:-s 16 40-t-* rg--17 -_r--_r-s 18 45---_..____ -.2__ 19 -. *--50-_L 20 -t--2.. 21 -s 22 55-*------.. s__ 23 ----;; ! Wi -a z-Ill 1-::) o, ... !d II II: 5-5-4 9 (10") 7-7-5 12 (9") 5-7-11 18 (11") 5-6-11 17 (15") 14-25-2( 45 (16") 6-8-9 17 (9") 6-10-15 25 (15") 8-7-8 15 (13") 11-10-8 18 (5") 7-11-10 21 (14") 9-6-9 15 (9") i a; 15,. SAMPLE DESCRIPTION ., -SM TOP 4 IN, SAKE AS ABOVE. -GW BOTTOM 6 IN, SANDY GRAVEL, COARSE TO FINE GRAVEL, ROUNDED TO SUBANCULAR, FEW FRAGMENTS TO 1 IN, 20-30% COARSE TO FINE SAND, MOSTLY COARSE TO -MEDIUM, 5% NONPLASTIC FINES, BROWN. -SM TOP 4 IN, SILTY FINE SAND, 15-20% NONPLASTIC TO SLIGHTLY PLASTIC WOOD FRAGMENTS. SW BOTTOM 5 IN, GRAVELLY SAND, 20-30% COARSE TO FINE GRAVEL, FEW SANDSTONE

• FRAGMENTS TO 1 IN, COARSE TO FINE SAND, 5% NONPLASTIC FINES, BROWN
• SM SILTY FINE SAND, 15-20% NONPLASTIC TO SLIGHTLY PLASTIC FINES, FEW SAND-* STONE FRAGMENTS TO 3/4 IN, TRACE OF GRAVEL, TRACE OF ROOTS, BROWN. -SM SILTY FINE SAND, 5-7% COARSE TO FINE GRAVEL AND COAL FRAGMENTS, FEW SAND-* STONE FRAGMENTS TO IN, 10-15% NONPLASTIC TO SLIGHTLY PLASTIC FINES,
• GRAY AND BROWN.
• SM SILTY FINE SAND, 5% COARSE TO FINE GRAVEL, MOSTLY MEDIUM TO FINE, SHALED
• SANDSTONE FRAGMENTS, 15-20% NONPLASTIC FINES, TRACE OF COAL AND WOOD -FRAGMENTS, BROWN AND GRAY. -SM SIMILAR TO ABOVE, ROOTS AND WOOD, DARK GRAY. * -SM SIM1LAR TO ABOVE, 5-10% COARSE TO FINE GRAVEL, BROWN. -SM SANDY SILT, 5% COARSE TO FINE GRAVEL, 10-15% FINE SAND, NONPLASTIC TO .. SLIGHTLY PLASTIC, TRACE OF COAL FRAGMENTS (CINDERS?)

OIL SMELL, GRAY.

• GM GRAVELLY SILT, 20-25% COARSE TO FINE GRAVEL, LARGE SANDSTONE FRAGMENT AT
• BOTTOM, 5-7% COARSE TO FINE SAND, SLIGHTLY PLASTIC, GRAY. -GM GRAVELLY SILTY SAND, 10-15% COARSE TO FINE GRAVEL, ANGULAR SANDSTONE AND
• SHALE FRAGMENTS, 20-20% SLIGHTLY PLASTIC FINES, SLIGHT OIL SMELL, GRAY. -GM SILTY GRAVEL, COARSE TO FINE GRAVEL, FEW LARGE FRAGMENTS, 10-13% COARSE F1NE SAND, 15-20% SLIGHTLY PLASTIC F1NES, BROWN. --s 24 7-6-8 14 GM SILTY GRAVEL, COARSE TO FlNE GRAVEL-SIZED SANDSTONE AND SHALE FRAGMENTS, -ALL COLORS, RED, BROWN, GRAY, 5-10% COARSE TO FINE SAND, 15-20% -6o--(13") -*--* -. L 25 12-11-8 (12") -s 26 9-7-9 65-r---(9") ----70-*--s 27 9-10-10 (12") ---75--s: 28 14-14-10 -(15") ---so----s 29 8-10-15 (14") ---s** -s 30 19-15-18 -(9") --90-SLIGHTLY PLASTIC TO MODERATELY PLASTIC FINES, GRAY. _ 19 GW SANDY GRAVEL, WEATHERED SANDSTONE AND SHALE, 8-10% NONPLASTIC TO SLIGHTLY-PLASTIC FINES ,15-201: COARSE TO FINE SAND, BROWN.
• 16 GW SAND, 5-7% COARSE TO F1NE GRAVEL, ROUNDED TO ANGULAR, COARSE TO F1NE -20 24 25 33 SAND, 5-7% NONPLASTIC FINES, BROWN. --* ---GW SANDY GRAVEL, COARSE TO FINE GRAVEL-S !ZED SANDSTONE AND SHALE FRAGMENTS,-

SOME TO IN, ANGULAR TO SUBANGULAR, 20-251. COARSE TO FINE SAND, 5-8%

• NONPLAST1C TO SLIGHTLY PLASTIC.FINES, BROWN. (FEW SHALE FRAGMENTS, RED -AND ORANGE).
• SP GRAVELLY SAND, 20-25% COARSE TO F1NE GRAVEL-SIZED SANDSTONE AND SHALE FRAGMENTS, ALL *coLORS, COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 5-7% NONPLASTIC FINES, FEW SANDSTONE FRAGMENTS TO 1 IN, BROWN. ------SI TOP 5 IN, SAND, 5% COARSE TO FINE GRAVEL, 5-7% NONPLASTIC S1LT, FINE SAND, MOSTLY F1NE, BROWN. COARSE TO-GW GW BOTTOM 9 IN, SANDY GRAVEL, COARSE TO FINE GRAVEL-SIZED SANDSTONE AND SHALE FRAGMENTS, 15-20% COARSE TO F1NE SAND, 5-7% NONPLASTIC TO SLIGHTLY PLASTIC FINES, FEW SANDSTONE FRAGMENTS TO 1 IN, BROWN. SIMILAR TO ABOVE, SANDY GRAVEL. * --------NOTE= Fat IORM SlMWtY AIIIJ £. STONE E. WEBSTER ENG. CORP. 1 DATE M 1 10R.. NO.' SHEET LEGEN) lfiO. SEE SHEET l SKETCH No. 12241-GSK-239B

])J:¥/ ,_,ha./1&.. SED-5 3 OF 3 lORING NO. S!0-5 -SHEET .J..O' __,!,._ SITE BEAVER VALLEY POWER STATION -UNIT 1 .1.0. NO. 12241 5 e

• ii i z-.., IIIII: -g-...... !i Cl z-Bj A. Ill .; SAMPLE DESCRIPTION

..,.., )illl Qll. ... .., ... IIIZ -. .., Ill a: 31 13-10-12 22 SW GRAVELLY SAND, 15-25% COARSE TO FINE GRAVEL, ROUNDED TO SuaANCULAI --(12") FEW PIECES TO 3/4 IN, COARSE TO FINE SAND, 5-7% NONPLASTIC TO .. SLIGHTLY PLASTIC FINES, BROWN. .. ---95-,....___ -32 8-9-14 23 SW NO RECOVERY FIRST ATTEMPT. .. 1ST -630.0 -2"-2ND SAME AS ABOVE ---100---* s 33 12-11-1 22 sw SAME AS ABOVE. -(10") --50 50 --s :I* :I* SQFT. THINL:Y Bf;!lPED GRAY SI'!ol'STQ!f!.

622.7 --*--* .. -.. ... *-*---** *-*-*------E!1D OF BORING 104. 5 FT. ------------.. -------.. ---... ... -... -----------------------------------------------------NOTE: I"OR BORM

SUMMARY

MID A STONE E. WEBSTER ENG. CORP.,APPRCMD I DATI fi\ IORM NO.IIH!!T L£rBI) N'O. SEE SHEET I. SKETCH No. 12241-GSK-239C SE0-5 3 011 3 SITE BEAVER VaY,loEY 2 J.O. NO. BORIN8 NO. !2!:!._ COORDINATES m:ilJ GRCUI) ELEV. (I) c SHEET ..LOF __L_ INCL.WATION VERTICAL BEARING NA INSPECTOR J.W. MCCOY DATE : START I FINISH 6-4-82 I 6-7-82 CONTRACTOR I DRILLER STATIC GROUNDWATER DEPTH I DATE'WicoRDEDI'n I DRILL RIG TYPE CM! 45 DEPTH TO BEDROCK 52.0 !rTl TOTAL DEPTH DRILLED 52.0 I Ell METHODS: DRILLING SOL 3-1/8 IN ROLLER BIT, 3-1/4 IN I.D. CASING, WATER SAMPLING SOL 2 IN 0.0. SPLIT SPOON DRILLING ROCK NONE SPECIAL TESTING OR INSTRUMENTATION El SICU EIEZQHIIBB IUiiAII WliB IlE 6:1: IL 71§ COMMENTS NONE t: ;;:; i s -o:= :i= Ill IIIII: .!! -.... "'"w E"' ...1111 z-8i "'"w G. Ill 111..._11: .... SAMPLE DESCRIPTION 22 *o"' ww. Cl-Oz> 3ii li,.. ......... Ill IIIZ ....lc8 "' Ill "' Ill a:: 741.0 0

• s 1 1-3-5 8 MI.. TOP 6 IN: SANDY SILT, DENS!, 10% FINE GRAVEL TO 3/8 IN, ANGULAR, 15*20% -(12") COARSE TO FINE SAND, CONTAINS ROOTS AND ORGANIC MATTER, VERY SLIGHTLY HOIST, DARIC BROWN AND BLACK. --CL BOTTOM 6 IN: SANDY CLAY, SLIGHTLY PLASTIC, STIFF, OCCASIONAL FINE GRAVEL, .. -12*15% COARSE TO FINE SAND, ANGULAR, VERY SLIGHTLY MOIST, LIGHT BROWN. .. --s 2 4-13-9 22 CL SIMILAR TO S-1, BOTTOM 6 IN. -(12") --------s 3 1-5-6 11 CL SIMILAR TO S-1, BOTTOM 6 IN, GRAY BROWN. (12") --'5 4 5-6-8 14 CL SILTY CLAY, MODERATELY PLASTIC, STIFF, 2% FINE SAND, SLIGHTLY HOIST, BROWN;" -(18") MOTTLED WITII YELLOW AND S<>>m GRAY, SHALL POCKETS OF LIGNITE, CONTAINS "" -POCKETS OF SANDY CLAY WI Til SOH! COARSE AND MEDIUM .SAND, TRACE SUBANGULAR

.. _.___ GRAVEL TO 0.5 IN MAXIMUM. --s 5 4-5-6 11 CL-SILTY CLAY-CLAYEY SILT, SLIGHTLY PLASTIC, MEDIUM STIFF, MOIST, BROWN. -. (16") HL .. *1-----s 6 6-6-5 11 MI.. SILT, NONPLASTIC TO SLIGHTLY PLASTIC, 5% VERY FINE SAND, MOIST, BROWN. .. -(18") -731.0 10-1-----s 7 2-3-6 9 HL SIMILAR TO S-6. --(13") --r----s 8 4-5-5 10 MI.. SIMILAR TO S-6, CONTAINS OCCASIONAL 5mm FINE SAND LENS. --(17") -r---. s 9 6-7-9 16 MI.. TOP 7 IN: SANDY SILT, NONPLASTIC TO SLIGHTLY PLASTIC, 30-40% FINE SAND, -(15") HOIST, BROWN. . SH BOTTOM 8 IN: SILTY SAND, UNIFORM, FINE, 10-15% NONPLASTIC FINES, BROWN. -. r-g--15 10 I. DATUM IS MEAN SEA LEVEL UNDISTURBED SAMPLES WATER LEVEL US-SHELBY TUBE BORING LOG 3. BLOWS REQUIRED TO DRIVE UO-OSTERBERG (#) z*o.o. SAMPLE SPOON s* OR w DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 1401b. HAIAIER FALLING !0*. 0 4. ( ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPLNGPORT, PENNSYLVANIA ...... !!. STD. PENETRATION RESISTANCE a BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION £_STONE f. WEBSTER ENG. CORP. w SYSTEM. C!t 7. SAMPLE TYPE* SKETCH No. 12241-GSK*241A w .J S-SPLIT BARREL SAMPLE APPttOVED l DATE lllelfN NO.lltEET ""::tsr>>i 9 f.l.n. !OS-1 I 01' 3 BORING NO. l!!!:!... SHEET 2,_ OF__!..,_ SITE BEAVER VALLEY POWER STATION-UNIT 2, SHIPPINGPORT, PA. . 12241.00 J.O. NO. -------72.1.0 711.0 701.0 15 -s --s --1---s -*1---s 20--s -*1----s -*1----s 1----s -*'"s . 10 6-5-7 (18") ll 5-5-7 (14") 12 3-5-5 (14") 13 4-2-3 (12") 14 3-1-6 (17") 15 3-4-4 (17") 16 3-2-3 (17") 17 2-2-2 (15") 18 1-5-6 (18") 12 12 10 5 7 8 5 4 SAMPLE DESCRIPTION KL-it.AYERED SILT AND SILTY FINE SAHD, SLIGHTLY PLASTIC FINES 1 , CLAYEY SILT

• SK CONTAINING COARSE TO PiNE G1i1VEt SIZED 110C1. PRAGMEliTS AT BO!TQC,
• SK TOP 2 IN: SILTY SAND, FINE, PEW FINE GRAVEL.
• KL 11 0TTOK 12 IN: SILT, NONPLASTIC TO VERY SLIGHTLY PLASTIC, KOIST, BIOIIII,
• uo --KL SIKILAR TO S-ll,BOTTOK 12 IN, CONTAINS FINE SAND LENSES ABOUT 2 -TRIO:. * . -SM OP 10 IN: SILTY SAND, FINE, 10-15% NONPLASTIC FINES, BROWII, -ML BOTTOM Z IN: _llll, SLIGHTLY PLASTIC, BROWN. --SK TOP 8 IN AND BOTTOM 1 IN: SILTY SAND, PINE, 10-15% NONPLASTIC FINES, WET
• ORANGE-BROWN.
• KL iKtDDLE 8 IN: SILT, SLIGHTLY PLASTIC, GRAY-BROWN.
• KL-TOP 8 IN: LAYERED SANDY SILT AND SILTY FINE SAND, NOIIPLASTIC FINES*, SK !BOTTOM 9 IN: SU.TY SAHJ), FINE, 10-15% NONPLASTIC FINES, BROWN. --SP UNIFORM, FINE, 5-10% NONPLASTIC FINES, .BROWN. * --SP SIMILAR TO S-16. -. 11 SK 12. IN: SIKILAR TO S-16. GP jKIDDLE 2. IN: SANDY GRAVEL, COARSE TO PINE GRAVEL SIZED VEATREli!D S1IALE ---FRAGKENTS, ANGULAR.

4 IN: _SAND_, UNIFORM, FINE, HOIST, BROWN. --* S 19 3-4-3 7 SP TOP 6 IN: SAND, PINE, TRACE SILT, BROWN. * (13") GP-BOTTOM 7 Iii'i'SANDY GRAVEL, COARSE TO FINE, 1 IN KAXIKUM, ANGULAR TO ROUNDED': - COARSE TO FINE SAND, BROWN,

• 30-s ---s --.* -s ---s 35-*-s ----s *1--- -1-----I---rs---45 -I--20 Z-2-3 (9") 21 5-3-3 (5") 22 4-3-5 (6") 23 5-5-5 (4") 2.4 7-4-5 (13") 25 t;;ft)13 26 8-9-8 5 SK TOP 5 IN: SILTY SAND, FINE, 10*15% COARSE TO FINE GRAVEL, ROUNDED, 5-7% -NONPLASTIC FINES *
• GP BOTTOM 4 IN: COARSE TO FINE, 1 IN KAXIKUM, ANGULAR TO ROUNDED, * ..............

_TRACE SAND, WET, GRAY AND BROWN, ORGANIC OILY SKEU. AND FEEL.

• 6 GP-SANDY GRAVEL, COARSE TO FINE, 1.5 IN KAXIMUK, AIIGULAll TO ROUNDED, 15-20%
• GW COARSE TO FINE SAND, 5-8% NONPLASTIC FINES, TRACE IIIOII STAINING, BROWN, -GRAY ORANGE.
• 8 GP-SIKILAR TO S-21. -10 GW
• GP-SIMILAR TO S-21. GW ---9 GP TOP 5 IN: SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE FRAGHENTS TO
• 1.5 IN MAXIMUM, 10-15% COARSE TO FINE SAND, LESS T1W1 5% NONPLASTIC FINES,
• i'.... GP-!BOTTOM 8 IN: SANDY GRAVEL, COARSE TO FINE, ROUNDED, 20-30% COARSE TO FINE -' ........ GW SAND, LESS TIWI 5% NONPLASTIC FINES, TRACE IRON STAINS, BROWN, -21 RECOVERY.

---17 GP !sANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE FRAGHENTS TO 1.5 IN 1 !ANGULAR, SOME ROUNDED GRAVEL, 15-20% COARSE TO FINE S.AHD, TRACE IIONPLASTIC.: !fiNES , IRON STAINS AND COAL, GRAY, --27 13-19-2.2 41 (14") GP SIMILAR TO S-26. BLOWS/INCH: 2-2-3-2-2-2/3-3-3-3-4-3/4-3-4-4-3-4 -28 9-ll-20 (13") ---31 SP POORLY GRADED, MEDIUM TO FINE, 5-10% COARSE TO FINE GRAVEL,

• TO ROUNDED, 1.5 IN SANDSTONE FRAGMENT AT TOP, TIIACI! NONPLASTIC
• IFINES
• BRCMI. -NOTE: I'CR BORWG StM<eARY AI<<J STONE e. WEBSTER ENG. CORP.IAPPROVED 1 DATE I BORIN& NO.I SHEET LEDEJI) N'Q SEE St£ET L No. 1224l-GSK-241B

"':l:::z,,ll 'l'././82.- I EOS-1 I 2 3

__ rr __ ______ __ BORING NO. !2!:!,_ SHEET L OF ...,L_ 12241.00 J.O. NO. _,;;.;;.;;.,.;;.....;.;... ___ _ t z-= z-1&1 1&11: g-...... ...11&1 ...... A.l&l A. II

I>-ww a Cl-II) II)Z -45

• s 29 -_,___ *f-s 30 --*f-s 31 -691.0 50--s 32 ' -I== -s 33 --------------------.. -. ---. -. ------------.. -.e ! a o, ..I u II 1&1 1: 12-25-31 (16") 23*34*111 (12") 4 7-50-ll (18") 37*105 3" 50 !?' -a s z-Bi w I-::::I s>-II) 56 GP 145 c;p 163 SP GP 105 3" SAMPLE DESCRIPTION SANDY GRAVEL, BROUN COARSE TO FINE GRAVEL SIZED SAlmSTONE Aim SHALE FRAGMENTS TO 1.5 lN MAXlMllK, ANCULAil, FEll ROUNDED, 10*15% COARSE TO FINE
• SAND, LESS TIWI 5% NONPLASTIC FINES, TRACE COAL, BllOWN AND GRAY.
• BLOWS/INCH:

2*1*2*2*2-3/4*5*3*5-4-4/5*5*7*5*3-6

• SANDY GRAVEL, BROKEN COARSE TO FINE GRAVEL SIZED SANDSTONE l"RAGKK!!!TS TO
• 1.5 IN IWCIMUK, ANCULAil, 30-40% COARSE TO FINE SAND, 10*13% NONPLASTIC

-FINES, TRACE COAL AND IRON STAINING, BRIM!.

• BLOWS/INCH:

2-2-3*4*5*7/5*5*5*8-6-5/13*20*18*18*17*25

• TOP 2 IN: FINE, TRACE FINE GRAVEL, 5*10% NOIIPLASTIC FINES, ORA!IGE* *
• BOTTCM 16 IN: SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND -SHALE FRAGMENTS TO 1.5 IN, 20*30% COARSE TO FINE SAND, 1D-15% SLIGHTLY
• PLASTIC FINES, TRACE COAL, BllOWN, GRAY, ORANGE*BllOWN.
• BLOWS/INCH:

3*4-6-4*5*25/18*14*5*5*3*5/20-27*15-17*13*21 -SILTY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTOIIE AND SHALE l"RAGME!!TS

• TO 1.0 IN IWCIMUK, ANCULAil, 5*10% FINE SAND, 5*20% SLIGHTLY PLASTIC -FINES, TRACE COAL, IRON STAINS , ORA!IGE, BllOWN, GRAY. BOTTOM OF BORING AT 52 FT 1/2 IN ELEVATION 688.96 FT -----. ----------.----. -----------------------NOTE: FOR BORM StMWIY AND STONE e. WEBSTER ENG.

T l.EGEN) N"O. SEE SHEET I. .6 SKETCH No. 12241-GSK-241C qf,_,l8l, BORINB NO.I SHEET EOS-1 3 (7 3 SITE vw_u l!!SB .LO. NO. BORIN& NO

• COORDINATES 6.5 I'T SOIJTII OF EOS-1 GROUND ELE'l(l) 741 1 0 n SHEET ..J..OF INCLJ.IATION VERTICAL BEARING NA INSPECTOR J.w. MCCOX DATE : START I FINISH 6/7/82 1 617£82 CONTRACTOR I DRILLER EGER£ JARVIS STATIC GROUNDWATER DEPTH/DATE

!'!!I DRLL RIG TYPE CM! DEPTH TO BEDROCK NA lrTJ 10TAL DEPTH DRILLED 22.0 n ID:I METHODS: DRILLING SOL 3*1/8 IN O.D. AUG!R TO ADVANCE HOLE 1 3 IN O.D. SPLIT SPOOJ! US!D IS! !a.§611 W1I JlgJlj, SAMPLING SOL SHELBY TUBE DRILLING ROCK NONE SPECIAL TESTING OR INSTRUMENTATION COMMENTS t: -i -z_ :z:i= ., s s o::::: ... 1&111: -:§>-z-8j -... ...... £1&1 .JI&I ...... :; ... 4.111 ... SAMPLE DESCRIPTION ...

I ::II ol&l 1-::S ...... c=s .Jz§ lij 15>-.J-CIIZ CDC ... ... en II: 741.0 0 --NO SAMPLES TO 10 I'T ---------------s --------------------731.0 10 -r------us 1 (28") SILTY CLAY-CLAYEY SILT, SLIGHTLY PLASTIC, 4% FINE SAND, LIGHT BROWN, --(SOMEWHAT DILATIVE ON HANDLING).

--::tTS:: 2 (0") ---------15 --I. DATUM IS MEAN SEA LEVEL UNDISTURBED SAMPLES WATER LEVEL US-SHELBY TUBE BORING LOG 3. BLOWS REQUIRED TO DRIVE UO*OSTERBERG rn 2HO.D. SAMPLE SPOON s* OR ., DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 ... 1401b. HAMMER FALLING 0 4. ( ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPLNGPORT, PENNSYLVANIA ..... STD. PENETRATION RESISTANCE Q BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION £ STONE f. WEBSTER ENG. CORP . ., SYSTEM. Cl) 7. SAMPLE TYPE* SKETCH No. 12241-GSK*242A ., S*SPLIT BARREL SAMPLE I DATE IIOfiNI NO.IIHEET '2lz::M1. 9,h,-EOS*lA I 0, 2 BORING NO. !OS*lA SITE BF.AVER VALLEY POWER STATION-UNIT 2, SHIPPINGPORT, PA. SHEET .!,_OF _2._ 12241.00 J.O. NO. ___ _ !:j z-11.1 g-........ ........ "' .... ........ ::1,.. 1£.110. DIO. ..... iil--II) 15 * . us . -----721.0 20-f.----us --f.---. ----. --------------.. . . . -. ------------. -. ---e

• II.IG: -...111.1 D "-Ill

I ::I oo, 4(::::1 ..J u IIIZ Ill 1&1 a: 3 4 (23) -., z-.... I-::::I i gi 13,.. II) SAMPLE DESCRIPTION BOTTOM OF BORING AT 22.0 FT ELEVATION 719.0 FT NOTE: FOR BOR .. G SUioNARY AND STONE e. WEBSTER ENG. CORP.IAPPROVED I DATE L.£Gal) N'O. SEE SHEET I. ,W. SKETCH No. 12241-GSK-242B

"';;;Sb,N or/, ,An. ---. -. . --------------. ----------. -----------------. . . . ------BORING NO., SH!!T EOS-lA 2 OF 2 SITE BEAVER VALLEY POWER STAtiON -UNIT 2 Ill. 1Z241 BORIN& NO. -!2!.:L COORDINATES N4000 E6165 GROIHl ELEII(Il 72.3. 9 SHEET ...L,OF ..!._ INCL.tiAT ION VERTICAL BEARING NA INSPECTOR ! w mi!;i!l! DATE : START I FINISH I CONTRACTOR I DRILLER EGER/JARVIS STATIC GROUNDWATER DEPTH I DATE 40 '10" 1"1 I DRILL RIG TYPE DEPTH TO BEDROCK Qg Q lrTI TOTAL DEPTH DRILLED J I til METHODS: DRILLING SOIL 3-l/B IN ROLLER BIT, 3-1/4 IN !.D. CASING DRILLING MUD SAMPL lNG SOIL Z IN 0.0. SPLIT SPOON DRILLING ROCK NONE SPECIAL TESTING OR INSTRUMENTATION COMMENTS t; -s s :i= "' zS o:= ... .... :3rt .. 3 -,_ .. i["' ..... ...... .. .. ,_!!! a, SAMPLE DESCRIPTION J .. .... "'" 0> .... Cl-C::l _.zo i!i,. ., O>Z .... u ... -., .. "' .. 7ZJ.9 . s 1 l,-5-3 8 OP COARSE TO VINE GRAVEL SIZED, 10-20% COARSE TO FINE SAND, BROWN, -(FILL), -'---. --,.....,.. ' 2-3-2 , SW SAND, WELL GRADED, COARSE TO FINE, 10-15% COARSE TO FINE GRAVEL, -. {13) ROuNDED, LESS TRAM 5% NONPLASTIC FINES, BROWN. ---i-----5 -fs 3 2-2-3 , SP TOP 4 IN: SAND, UNIFORH, FINE, 2-5% NONPLASTIC FlNES, TRACE GRAVEL, -(14") SP MIDDLE 5 IN: SAND, FINE, 5-7% FINE GRAVEL, LESS THAN 5% NON'PLASTIC FINES,*: VERY HOIST, LIGHT BROWN. +-OP BOTTOM 5 IN: COAL, FINE GRAVEL SIZED FRAGMENTS.

---

1-,-4 5-5-4 ow COARSE TO PINE, FEW TO l IN MAXIHUH, ROUNDED TO ANGtJUR, --' -(ll") TO FINE SAND, HOSTLY COARSE, 2-5% NONPLASTIC FINES, TRACE -COAL AND IRON STAINING, MOIST, GRAY AND BROWN. -*i--: -713.9 10 -r-5 4-11-6 17 OP TOP 8 IN: SANDY GRAVEL, COARSE TO FINE, TO ROUNDED, 30-40% --(18") COARSE. TO FINE SAND, 5-B% NONPLASTIC FINES, TRACE COAL, GRAY. --OP BOTTOM 10 IN: SANDY GRAVEL, COARSE TO FINE, 1 IN MAXIMUM, SOME WEATHERED

• *'--SHALE FRAGMENTS, 25-,30% COARSE TO FINE SAND, 5-?t NONPUSTIC FINES, Tli.ACE--IRON STAINING, BRO\o"N. * --BLOWS/INCH:

1/2-1/2-1-1/3**1-2-2-2-1/1-1-l-1-1-1 --s 6 7-12-11 23 OP COARSE TO FINE GRAVEL SIZED SANDSTOf>o'E FRAGMENTS TO IN, ,. * -(9") TO FINE SAND, MOSTLY MEDIUM TO FINE, LESS THAN 5% NONPLASTIC. --FINES, TRACE COAL AND IRON STAINlNC, CRAY AND BROWN.

• BLOWS/INCH:

7/2-2-3-2-2-l/3-2-1-2-1-2 --l5 I. DATUM IS MEAN SEA LEVEL UNDISTURBED SAMPLES z. GROUNO WATER LEVEL US*SHELBY TUBE BORING LOG 5. BLOWS REQUIRED TO DRIVE UO-OSTERBERG .. z"aD. SAMPLE SPOON &" 011 .. DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 ... 1401b. HA ... IER FA,LLING JCf. 0 4. ( ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPlNGPORT, PENNSYLVANIA ' STD. PENETRATION RESISTANCE .. BLOWS/FT . z 6. UNIFIED SOIL CLASSIFICUION £STONE S. WEBSTER ENG. CORP . .. SYSTEM. SKETCH No. 1Z241-<0SK*Z43A .. 7. SAMPLE TYPE: .. S .. SPLIT BARREL SAMPLE APPIIOV£0 I DATE IIORINII NO.,SIBT .J EOS-2 I OF 3 BORING NO. SHEET SITE BEAVER VALLEY POWE:R STA1'10N*UtHT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 15 s a 8-13-11 (8") 20 ' (11") 10 4-5-6 11 (13") 25 11 4-6-7 13 (14") 12 13 (1") 30 14 23 15 45 (7") 35 16 43 (7") 17 45 (11") 40 18 21 19 9-11-14 25 (8") SP SP GW SAMPLE DESCRIPTION TOP 5 IN: SlLTY GRAV!L, COARSE TO FtHE, AHCUI.AJf. iOUHD!D, lO*lS:l CO.USI TO nHE SAMD, MOSTLY FIHE, 15-20% liONPU.STIC nns, BRLMI, BOn'OM t. IN: WEA'I11ERED SANDSTONE FRACMEHTS, l't IN MAXIHIDI, 10-151 CO.USI SAMD, BROWN. BLOWS/INCH: 2-l-l-l-l-l/1-l-l-l-l-2/1-l-l-l-l-1 SANDY GRAVEL, COARSE TO FINE GRAVEL SIZE SANDSTONE FlAGKEMTS, SOME SHALE TO IN MAXIMUM, ANGUlAR TO SUBROUND!D, 20-30% COARSE TO nNE S.<H!I, 5-7% SLIGHTLY PLASTIC FINES, TRACE IRON STAINS, BROWN. BLOWS/INCH: 1-1-1-1-2-2/2-2-2-J-2-2/2-1-2-2-2-2 CO.USE TO FINE, ROUBDED TO AHGULAB. SCIIE SAMDSTONE AND TO 1 IN MAXIMUM, WCE SAMDSTOHE nACKENT AT. BOTTOM, COARSE TO FINE SAlm, MOSTLY COAllSE TO MEDIUM, LESS TKAH SZ: NONPUSTIC FINES, TRACE IR.ON STAUTUIG, BROWN. BLOWS/INCH: l-3-2-3*3-J/4-4-4-3-3-J/3-2-J-2-1-1 POORLY GRADED, COAli.SE TO FIRE, MOSTLY H!PIUH TO FINE, 2-6% COARSE ROUHDEP GRAVEL, 2-5% NONPUSTIC FUllS, HOIST, BICJWll, S.<H!I, SIHII.All TO AJOVE, HOSTLY COIJUi! TO MEDIUM. NO RECOVERY: BLOWS/INCH: 8-9-17-19 BROKEN, ROUHDED GRAVEL TO 1's IN (WASHT) BLDWS/IMCH: 2-2-2-2-2-3/5-5-3-3-4-4/3-J-4-3-4-J 5-15% COARSE TO PINE GRAVEL, 10-15% CQABSE TO FINE tOP 4 IN: FIRE, LESS THAN :5I NORPIASTIC FINES, BlllNR. BOTTC!I 3 IN: SANDY GRAVEL, COAJISE TO FINE GRAVEL SIZED SANDSTONE FRAGMENTS TO 1\" MAXIMUM, 10-ZO% CQABSE TO FIHE SAND, LESS THAN 51 NONPUSTIC FINES, BROWH. BLOWS/INCH: 2-Z-Z-3-4-3/3-3-Z-3-4-4/4-S-4-4-S-4 CO.USE TO FlN! GRAVEL SlZID wtA'm!UD SANDSTONE AHD SKALE. IN, ANGUl.AR, 15-ZO% COARSE TO nNE SAND, lS-20% SLIGHTLY TO MEDIUM PLASTIC FINES , BROWN, GRAY AND ORANG!, BLOWS/INCH: 2-3-2-2-3-2/2-3-3-2-3-3/5-5-4-2-5-6 COARSE TO FINE GRAVEL SIZED WEATHERED SANDSTCME AHD SKALE. 1's IN, ANGULAR, 20-25% COARSE TO FINE SAND, SLIGHTLY PLASTIC FINES, TRACE COAL AND IRON STAINS, BROWN AND GRAY. BLOWS/INCH: 4*5-8-4*4-3/4*5*4-4-4*3/4-4-3-4-3*3 POOJU.Y GRADED, LESS nlAH 5% COARSE TO 'FIME GRAVEL, COARSE TO FINE COARSE TO HEDil.IM, LESS THAN 5% NONPLASTlC FINES, BROWN, 2-2-2*1-2-2/2-1-2-2-2-2/1-2-2-2-1-2 SIHII.All TO ABOVE, SOFT, BLACK, CARBONACEOUS SHALE FRAGMENT AT BLOWS/INCH: I-2-1-2-2-1/1-2-2-2-2-2/2-2-2-l-2-3 STONE 5. WEBSTER ENG. CORP. SKETCH Na. 1Z24l.CSK-245B SHE IT 2 01' 3

• 80RING NO. .!!!!:!...

SHEET l OF -1..,._ SITE BEAVF.H VALLE'! POWER STATION-llNl T Z, SHIPPINGPORT, PA. J.O. NO. 12241.00 z.: ...... ...... d-673. 9 663.9 ):; ,-... ...... ...... ..... .. .. ...... ,.,. o .. ::!'" " -s --1----s -*1---B ! -$ ..... .. 0 z-.. l!l .. .. o i!! SAMPLE DESCRIPTION

n ... u !§,. ..z .. ... a: .. 20 14-108-55 163 GP-SANDY GRAVEL, li!AnliRED SARDSTONE AHD SHALE I'RACMEN'I'S, 30-401 COARSE TO * (7") GW Fin SAND, .5-10% SLIGHTLY PLASTIC FINES, TRACE COAL, BROWN, GRAY, OBAHGE.

• 21 9-8-11 (7") BLOWS/INCH:

2-1-2-3*3-3/ 5-.5-27*38*19-14/16-12-8-7-7-5

• . 19 GW-COARSE TO FINE GRAVEL, !'Eli FRAGHEN'I'S TO 1 IN, ANGULAR TO : GP I COARSE TO FINE SAHD * .5-10% SLIGHTLY 'PLASTIC FINES. TRACE -COAL IRON STAINING, FEW WE.A'MIERED SANDSTONE .urn SHALE P'RAGHENTS,BRCMf,
• BLOWS/INCH:

2-l*l-l-2-2/1-1-2*1-2-1/1-2*1-2-3-2

• . 50 -t-:-""'
• s 22 12-14-28 (6") 42 GW-TOP 3 IN: SIMILAR. TO ABOVE. -. BOTTOM 3 IN: SAND. POORLY GRADED, COARSE TO FINE, MOSTLY COARSE TO HEDIUM,,.

GP -LESS THAN 5% NONPLASTIC FINES, BROWN. BLOWS/INCH: 2-2-2-2-Z-2/3-3*2*2-2-2/2*6*4*5-5-6

--.

• s 23 14-13-11 24 GW-I COARSE TO FllfE GRAVEL SIZED WF.ATHEIIED SANDSTONE AND SHALE -. (5) cP 1 LARGE SANDSTONE:

FRAGK!RT AT TOP, ANGULAR To SUBB.otnmED, J0-40% . . -s -+-----s -+----24 19-56-99 155 -(11") 25 16-30-70 100 GW (15") GP 60 -.--l 26 l00/4 **

• f.'-"'O/' " ----.. -----------------------COARSE TO FINE SAHD, 5-lO:Z: SLIGHTLY PLASTIC FINES, ORANGE AND GRAY. * ---WEATHERED SAlroSTONE AND SHALE, SOn, SCME SOFT CLAYSTOR!, TACE MICA. GRAY-* ---SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE FIAGKEHTS

-TO 11,; IN, SOFT, 20-30% COARSE TO FINE SAND, 10-151 SLIGHTLY PLASTIC -FINES, 'I'R.ACE IB.ON STAINING, GRAY. _ CLAYSTONE, WEATHERED, SOFT, DARK GRAY

• BOTTOM OF BORING AT 60 n lf IN ELEVATION 663.6 FT -----------------.. -----------. -NOTE: FOR BORING ----STONE E. WEBSTER ENG. CORP. I APPROVED I DATE L..EiliX>

N'O. st:E s.cET 1. ""'*'sKETCH No. l224l-Gsx-24Jc 1 :zrx,c .. ;.;e.-BORNl NOTSHEET !OS-2-3 Of l SITE BF.Al!Ell VAJJ ey PMR SIWQN-YNII 2 COORDINATES INCLI'IATION N'4050 E6147 J.O. NO. 12241 GROINI ELEIL (I) 722.1 FT BORINI NO. .!2!:2... SHEET VERTICAL BEARING >124/82 1 5/25/82 CONTRACTOR 1 DRILLER I!CI!I/JARYIS NOT DEPTH I DAT[R<CDRDED<*TI I -----DRILL RIG TYPE C2l! 45 DATE : START I FINISH STATIC GROUNDWATER DEPTH TO BEDROCK METHODS: TOTAL DEPTH DRILLED 6J DRILLING SOL SAMPLING SOL 3-1/8 tH ROLLER Bit, 3-1/4 IH l.D. CASING, DRILLING HUD 2 IN 0.0. SfLIT SPOON '"' DRILLING ROCK SPECIAL TESTING OR INSTRUMENTATION ...!!iNORI!lJ!!. _________________ _ COMMENTS--------------------------------------------------------- SAMPLE DESCRIPTION 6 4-7-6 (lS") 13 SM SILTY SAND, UNI'FO'RM, LESS n1AN 5% FINE GRAVEL, ROUNDED, FINE SAND, 20-30% NOHPLASTIC FINES, Blt.CN'N. I. DATUM IS WEAN SEA LEVEL 2. WATER LEVEL 3. BLOWS R£QUIRED TO DRIVE i!"OD. SAIIPI.E SPOON e" OR CISTANCI. SHOWN USING 1401b. HAMMER FALLING 4. ( ) INCHES OF SAMPLE RECOVERY. ,_, STD. PENETRATION RESISTANCE BLOWS/FT.

6. UNIFIED SOIL CLA991FICATIOH SYSTEM. 7. SAMPLE TYPE* S-SPLIT BARREL SAMPLE UNDISTURBED SAIIPLES US*SHELIY TUBE UO*OSTERBERQ BORING LOG IBE:AVItR VALLEY POWER STATION UNIT DUQUESNE LIGHT COMPANY SHIPPINGPORT, PENNSYLVANIA I

BORING NO. .!2!::L. SHEET 2 OF 3 SITE BEAVER VALLF.Y POWER STAllON-UNlT 2, SHIPPINGPORT, PA. J.O. NO. l224l.OO E Z; .,-'" '""' g-...... .J .. .J'" ...... ..... .. .. :1 ttl '"'" 2>-'" ... a.._ :1,1-U>Z iil-15 -s 7 ----* S B --i--. 702.1 20 ...4--l

• s 9 . *f--.
• s 10 . -i--. " -:: s 11 ----

---

692.1 30_sl3 ---. .* s 14 . i--. 35 s 15 . . ----s l6 . ---682..1 '0:s 11 -----s 18 --" -!?: :! 0 ;a:<> .J frl .. a: 3-4-5 (18") 3-17-20 (10") 3-3-3 (13") 2-3-6 (lB") B-7-10 (18") 6-11-13 (11") 14-11-14 (8") B-10-11 (10") 10-16-20 (9") 10-8-7 (5") 12-B-8 (10") NOTE: FOR BOR .. Q AND LEllEJI) H'O. SI!E SlEET I. -" z-.. .J '" ao q i!i!li 9 SH 37 SH 6 SP 9 sw 17 sw GW 24 GW 25 GW 21 GW 36 SP GW 15 -GW 25 GP "" GP 16 GW SW SAMPLE DESCRIPTION SILTY SAND, WIDELY CII.ADED, 20-251 COARSE TO FINE GRAVEL, ANGUUR TO ROUNDED, COAllSE TO FINE SAND, 15-201 NONPLASTIC PINES, TIAC! ROOTS ARD IRON STAINS, DARK BROWN. SIMILAR TO ABOVE. BLOWS/INCH:

3/2-1-1-3-5-5/4-4-4-2-4-2 ...; -"! "! . --SAND, POORLY GRADED, LESS 'nlAH 5% nNE GRAVEL, ROUNDED, COARSE TO FIME -SAND, MOSTLY MEDIUM TO FINE, LESS THAN 5% NONPLASTIC FINES, BROWN. -. . . -SAND, WELL GRADED, LESS mAN 5% FINE GRAVEL, ROUNDED, COARSE TO FIME SAND,-5-7% NONPLASTIC FINES, TRACE COAL, BROWN. _ --TOP 8 IN: SIMILAR TO ABOVE, -BOTTOM 10 IN: SANDY GRAVEL, COARSE TO FINE GRAVEL, l IH MAXIMUM, AHCUUR

• TO SURROUNDED, J0-40% COARSE TO FINE SAND, HOSTLY CoARSE TO HEDIUK, LESS -THAN 5% NONPLASTIC FINES, TRACE COAL AND IRON STAINS, BROWN.
• BLOWS/INCH:

l-1-2-1-1-2/2-1-1-1-1-1/1-2*2*1-2-2 ... SANDY GRAVEL, COARSE TO n-NE, FEW FRAGMENTS TO 1-1/2 IN, ANGULAR TO -ROUNDED, 15-25% COARSE TO FINE SAND, 10-151 NONPLASTIC TIRES, TRACE COAL -AND IRON STAINING, BROWN. -BLOWS/INCH: 6/2-2-2-2-2-1/3-2-2-1-2-3 -.., SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE FIAGKENTS,-. 1-1/2 IN MAXIMUM, 15-20% COA.ilSE TO F!NE SAND, LESS 1'HAN 5% NONPU.STIC ... FINES, BROWN. ... BLOWS/INCH: 2-2-3-3-2-2/1-2-2-2-2*2/2-2-3-2-3-2 --SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE FRAGMENTS -TO 1-1/2 IN, 15-20% COARSE TO FIRE SAND, 5-10% SLIGHTLY PLASTIC FINES,

• TRACE IRON STAINING, RED, LlGHT GRAY AND BROWN, CONTAINED 1 IN THICK
• COARSE TO FINE SAND SIZED COAL LENS AT 5 IN FROM TOP.
• BLOWS/INCH:

2-2-1-1-1-l/1-I-2*2-2-2/2*2*2*1-2-2

• TOP 5 IN: SAND, POORLY GRADED, TRACE FINE GRAVEL, COARSE TO FINE SAND, .. HOSnY COARSE TO MEDI\.TM, LESS !RAN 5% NONPLASTIC FINES, BROWN. ' '"' BOTTOM IN: SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE FRAGMENTs-TO 1-1/2 IN, ANGULAR TO ROUND'ED, 25-35% COARSE TO FINE SAND, 5-10% -SLIGHTLY PLAStiC FINES, TRACE COAL, BRCIJN. -BLOWS/INCH:

2-2-2-2*1-1/1-2-2-3-5-3/4-5-4-2-3-2 ._ TOP 3 IN: GRAVEL, COARSE GRAVEL SIZED SANDSTOK!. FRAGMENTS TO 1*1/2 IN, .., -BOTTOM 2 IN: SANDY GRAVEL, COARSE TO TINE, ANGULAR TO ROUNDED, 15*20%

• COARSE TO FINE SAND, 5*7% SLIGHTLY PLASTIC FINES, BROWN. BLOWS/INCH:

2-2-1*2-l-2/2*1-2-1*1*1/2-1-1-1-l-1 -SANDY GRAVEL, COARSE TO FINE, ANGUUR TO ROUNDED, URGE ANGULAR FRAGMENT AT BOTTOM, 20-25% COARSE TO FINE SAND, 5-71 SLIGHTLY PLASTIC -FINES, TRACE COAL AND IRON STAINING, BROWN. -BLOWS/INCH: 2-2-1-2-2-2/1*2-2*1-2-2/2-3-3-3-2-2

• TOP 4 HI: SIMILAR TO ABOVE. BOTTOM 6 IN: SAND, WELL GRADED, TRACE FINE GRAVEL, LESS THAN 5% NONPLASTIC FINES, TRACE COAL, BROWN. BLO't>IS /INCH : 2-2-2-2-2-2/1-2-1-1-1-2/1-2-1-1-1-2

--COARSE TO FINE SAND, ----STONE f. WEBSTER ENG. CORP. IAPPR0\/£0 I Df;E SKETCH No. 12241-GSK-"'8 'l//82..-BORNl NO.I SHEET EOS-J I 2 OF 3 BORING ...!!!!:!... SHEET SITE REAVER VALLEY POW£R STATION-UNIT 2, SMIPPINC:PORT, PA. J.O. NO. 12241.00 s 672.1 so ss 60 19 18-U-11 (!i") 20 9-13-11 (9") 2l 6-6-12 (5") 22 12-13-14 (7") 23 30-30-36 (14") 24 25-13-15 (14 ") 2> 18-30-80 (12") ,. 105/6" (4") 27 ** SAMPLE DESCRIPTION to nn. ABGULA1 TO I.OUHDBD, zo-Joz. COAllSE to nn. Sl NONPU.STIC nliES, TRACE COAL, 110111. 2-2-4-3-4-3/2-3-l-3-2-2/2-l-2-1-Z-1 TO Ill. COARSE TO PINE, ANGULAI. TO ROURDED, 15-201: COAlS! TO Fll!fZ 5I NCIIPUSTlC nMES, RJ.IJWR, 1-l-l-1-l-l/1-l-l-1-l-1/2-2-l-3-2-2 SOrt', GRAY, BOTTOM OP BOltiNG AT 63.0 " nEVATION 659.1 n SHUT 3 Of' 3 SITE BEAVER VALLEY POWER STATION-UNIT 2 J.O. NO. 12241 BORING NO. COORDINATES N416<< .ill 'E610l. 98 GROUID ELEV. Ill 720.1 FT SHEET ...LOF J INCLINATION VERTICAL BEARING NA INSPECTOR J.W. MCCOY DATE : START I FINISH 5/26l82 I 5l26l82 NOT CONTRACTOR I DRILLER EGER/ JARVIS STATIC GROUNDWATER DEPTH I DATERFcgapglli'T) I tl6 DRILL RIG TYPE CM1! 4> DEPTH TO BEDROCK "TI TOTAL DEPTH DRILLED 53*0 lUI METHODS: DRILLING SOIL o.o BU lR 12Rll.Lli:!G !:!lJl2 SAMPLING SOL 2 IN 0,0, SPliT SPOON AND 3 IN 0. D. SHELBY TUBE DRILLING ROCK NONE SPECIAL TESTING DR INSTRUMENTATION NONE COMMENTS .. NONE !; -$ WI -%;: ... wo: "' $ -... li:w ....... -l!i .. z-..... .. .. .. '!l SAMPLE DESCRIPTION !Jiw ..... .. "" o"' ..... .. c::> !J:I .... -.. z .. "u 31 "' .. " . 720.1 0 -s 1 3-6-11 17 CP-SANDY GRAVEL, COARSE TO FINE, 1':5 IN MAXIMUM, ANGULAR TO ROUNDED, 25-35% --(10") C\1 COARSE TO FINE SAND, 5-10% NONPLASTIC FINES, TRACE ROOTS, IRON -+---STAINING, BROWN. ----f----s 2 11-17-12 " CP-SANDY GRAVEL, SIMILAR TO ABOVE, 30-40% COARSE TO FINE SAND, LESS 1'1iAN --(10") C\1 5% NONPLASTlC FINES, DARK BROWN, --I-----5 ----s J 10-13-10 23 sw GRAVELLY SAND, WELL-GRADED, 20-30% COARSE TO FINE GRAVEL, COARSE TO FINE --(12") SAND, 5-7% NONPLASTIC FINES, TRACE COAL AND IRON STAINING, DARK BROWN.

• BLOWS/INCH

---

s 4 9-7-7 14 SP GRAVELLY SAND, POORLY GRADED, 20-30% COARSE TO FINE GRAVEL, MED!UK TO --(7'") fiNE SAND, 5-10% NONPLASTIC FINES, TRACE IRON STAINS, DARK BROWN. ----f-----710.1 10 -r-,--TOP 7 IN' S1MILAJ< --5 4-13-11 24 SF -(12") GP BOTTOM 5 IN' <AY 30-40% COARSE TO MED1UK SAND, -TRACE IRON STAINING.

--f--BLOWS/INCH: 4/2-1-2-3-3-2/2-1-2-2-2-2

---

r-,--6 4-17-11 28 CP-SANDY GRAVEL, COARSE TO FINE, FEW SANDSTONE FRAGMENTS TO IN MAXIMUH, ---{12") ow ANGULAR TO ROUNDED, 25-35% COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 10% NONPLASTIC FINES, TRACE IRON STAINING, GRAY AND DARK BROWN. --1---BLOWS/INCH:

---15 I. DATUM IS MEAN SEA LEVEL UNDISTURBED SAMPLES 2. WATER LEVEL US*SHELBY TUBE BORING LOG 3. BLOWS R!QUIFIEO TO DRIVE UO-OSTERBERG .. 2 11 0.0. SAMPLE SPOON 6 11 OR .. DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 ... !o401b. HAMMER FALLING 30*. 0 4. { ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPLNGPORT, PENNSYLVANIA .... PENETRATION RESISTANCE 0 BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION ,A STONE 6. WEBSTER ENG. CORP . .. SYSTEM. .. 7. SAWPLE TYPE* SKETCH No. 12241--GSK-245A .. $-SPLIT BARREL SAMPLE APPROVED I DATE -NO.ISH!ET -' , ;./e-.. EOS-4 I OF 3 BORING NO. ....... SHE!T 1 OF__L___ SITE BEAVER VALLEY PQIMER STA.TIOK-UMIT 2, SHIPPINGPORT, PA. 1<<), 12241.00 700.1 690.1 680.1 ,_,_ .... .... 15 -s --f----s --r--20 =--1 -s ----a ' 9-11-10 (14") 6-8-12 (8") 20 14-12-10 22 (13") -s 10 11-63-74 137 (14"} --r--23---s 11 10-11-17 28 -(0") ----_ s 12 10-9-0 15 -(1") ---S' 13 4-5-6 11 30 -(11") -----S' 14 18-15-19 J4 -(13") *--f----35 -s 15 l-4-4 8 ----us 1 --.. 16 ----40--us 2 -:*1, -----us J -" _, (15") (23.5") 4-4-5 (12") (23") 4-4-4 (12") (O") ' 8 ... sv SAMPLE DESCRIPTION GRAVELLY SAND, 30-40% COi.RSE TO l"lll GRAVEL TO lis IH MAXDIDM, AHGUL.\1. TO KOtJMtiED, CO.USI TO FIWB SAIID 1 HOSTLY MEDIUM TO 1"111'1, L!SS t1Wl .51 MORPLASTIC l"NES, TRACE IltOII, RIOWtl. BLOWS/INCH: 9/2-2-3-1*2*1/2-2-Z-1-1-2

---

GP-COARSE TO FINE, ANGULAI. TO RDURDED, 20-301 COUSE TO l"Ifl : GW SAHD, LESS mAN 5Z liCM"LASTIC FINES, RRfNR. , * --GH SILTY GRAVEL, COARSE TO FUI!, MOSTLY MEDIUM TO FIIIB GRAVEL SIZID SAKDSTOME AHD SHALE FIAGKEHTS, 10*15% COARSE TO Fllll SAND, 15-20% SLIGRTL1_

PU.SIIC l'INES, TRACE COAL ARD MICA, TRACE tROW ST.UMlliC, BIKMI, GRAY, -SM IRON AND BlACK..

• BLOWS/INCH:

2-2-2-3-2-3/2-J-2-2*2*1/1-2-2-1*2-2

• TOP 9 G!.ADED, MEDIUM TO nNE SAND, PLASTIC GRAV!L, BRCIWN, """'"" 5 '"' : ;, BL<JiS/INCH*

11. "" ** " < < 10-121 NOll--: . --------SP GRAVELL! SAND, 20-30% COARSE TO Fllf! GRAVEL, AliGUt.AI.

'IO IOUliDED, COAlS! ,* TO FINE SAND I HOSTLY MEDIUM TO FINE, tESS TRAM U NOHPLASTIC FIJIES 1 BIUJWlf ':.. BLOWS/INCH: 2-2-2-1-1-2/1-2-2-2-1-1/1-1-1-1-1-1 Gl GW SILT'! CUY, SLIGHTLY TO MODERATELY PLASTIC, K!DUDI STill' TO STIFF 1 OCCASIOlfAL Filf! GRAVEL TO ":1 IN, IOUlfDED, .5-7% l"NE SAND, HOISt, MOTTLED BR<MI, GRAY BRI:MI WI'nl POCKEtS OP GUT, qu (pp) :2, 5TSF SANDT GRAVEL, COARS'E TO FINE, FEW TO 1 * .5 IN l'UXIMUK, 30-40% COAKSE TO Fl}f! SAND, MOSTLY COUSE TO MEDIUM, LESS T1Wil U HOHPLASTIC FINES, TRACE !ROB STAIM1RG, GUY, BLOWS/INCH: 1-2-4-3-4-4/2-3-J-2-2-3/3-3-4-J-3*3

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CL SILTY CU.Y, SLIGHTLY TO MODERATELY PLASTIC, HEDIUH STIFF TO STIFF, TRACE -FINE GRAVEL, MOIST, GRAY, qu ( pp) : 2. OTSF. -CL SAHDY CLAY, PLASTIC, 10-1.5% HEDIUH TO FIRE SAND, FEW PUCES COAL UP TO-J/8 IN, DAJ!IC GRAYISH BROWII. Gl SILTY ClAY 1 MEDIUM STIFF TO STlFF, MODERATELY PLASTIC, LESS THAll .51 FINE SAND, BROWN. Qu (pp): 2.0TSF SIMILAR TO 516 (TUBE TIDIMIHGS).

-

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*---*---CL SILT'! CLAY, MEDll/M STIFF TO STIFF, SLIGHTLY 'IO HODERATILT PLASTIC, LESS * 'I1lAH 5% FINE SARD, BROWN W!TH GRAY MOtTLING.

Qu (pp): 2.25TSF ---NO llECOVERY. --NOTE: 1'011 BORN -"' STONE '"WEBSTER ENG. CORP.IAPPIIOYED I DATE I..EilENJ H'Q -SHEET I. .at. SKETCH No. 12241-GSK-245B I :zs.t,,ol .. ;.m.. SORINII NO.I SHEET !OS-4 (2CP3 BORING 110. SHEET '.OF, J SITE \'ALLEY PO\.JER STATION-UNIT 2, SH!PP1NGPORT. PA. J.O. NO. 12241.00 45 ---us -----s 670.1 50 ---us --------. --------------** --

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18 4 19 s 0-4-4 (18") (16") 4-6-.'i (IB") (O") SAMPLE DESCRIPTION 8 let lsrLTY CLAY. KODEJATELY PLASTIC, MEDIUM STIFF TO STIFF, 10% VERY FlH! !SAND, BROWN. qu 1.75, 0.75, 1.25TSF In ct I siLTY cLAY. SLIGHTLY to MODERATELY PLASTIC, soFT ro KEDIUH. snrr, MOIST !BROWN. qu (pp)' O.>TSF CL NO RECOVERY, PUSHED SPLIT SPOON (S-20) -RECOVERED SILTY CLAY S!KlLAR tO S-19. BOTTOM OF BORING AT 53.0 FT ELEVATION 667.1 NOTE : FOR BOAOIG AND STONE e. WEBSTER ENG. CORP. I DAn lo011H> NO. I SHEET LEGEHJ OFO. SEE st£ET 1.

No. 12241-GSK-24Sc I 'zrl,# a-;,j,;, EOS-4 I J 01' J ---------------------

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BORING NO. EOS-IA SITE BEAVER VALLEY STAtiOM*UIUT 2 J.O. NO. 1224l -COORDINATES 7 !6105.3 ELE'tt Ill 720.4 SlEET ...LOP' -L-INCL.IIATION BEARING ** INSPECTOR J.W. MCCOY DATE : START I P'INISH 5£27/82 I 5-28-82 CONTRACTOR I DRILLER !GER£JA11:V1S NOT STATIC GROUNDWATER DEPTH I DATE!II!CQIDEIIPTl I li6 DRILL RIG TYPE QSI DEPTH TO BEDROCK 72.5 IPTI TOTAL DEPTH DRILLED 72.8 lEI I METHODS: DRILLING SOL J-7/8 IN ROLLER BlT 1 4 IN I.D. CASING 1 DRILLING MUD SAMPL lNG SOL 2 IN O,D, SPLlT SPOON AND 3 t'N O,D, OSTDBEIG DRILLING ROCK NONE SPECIAL TESTING OR INSTRUMENTATION NONE COMMENTS t: -zi! i :z:i= .. o:=: "' "'"' -8i -.. .... itt ... SAMPLE DESCRIPTION ,.,. :1:1 o"' > ..... ;;\'" c=> -' z8 5,. .... -OIZ ... .. ... .. .. . NO SAMPLES TO FT -. --. -----------" -----. -uo 1 (30.5") ------------s 1 5-4-5 9 CL I MODERATELY PLASTIC. S'l!Fl'. LESS TJIAR sz FINE SAMD, TRACE --(14") _ _ WlTH SatE MO'M'LED GRAY. -*-(pp): 2.25, 2,0, 2.5TSF -680.4 40 ---uo ' NO RECOVERY, ------r------uo 3 (30") -CL SIMILAR TO S-1 (Tli.IHHIHGS)

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45 -r-s ' -t. DATUM IS MEAN SEA LEVEL UNDISTURBED Z.

WATER TUBE BORING LOG 1. REQUIRED TO DillY! UO*OSHRBERQ .. z!'QD. SAMP\.E SPOON e" OR .. DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 .. 1401b. HA..._R FALLUtG 50". 0 4. ( ) INCHES OF SAIIPLE DUQUESNE LIGHT COMPANY z RECOVER". SHIPPINGPORT, PENNSYLVANIA ' !. STD. PENETFIATION RESISTANCE Q BLOWS/FT. z &. UNIFIED SOIL CLASSIFICATION A STONE E. WEBSTER ENG. CORP . .. S"STEW, "' 1. SAMPLE TYPE* SKETCH No. 12Z41-GS.*Z46A .. S-SPLIT BARREL SAMPLE AP9t!OYED I OATIE -NO.ISH!!T .... !OS-U I OP' ' BORING NO. !OS-4A SHEET!,_OF 2 SITE VALLEY POWER STATION-UNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 !:! E s z"' ,.,-'" "'"' ;; .... .... .. " z-.. ci ...... .... 5,. SAMPLE DESCRIPTION

e

td .... ,.,. o..., ""' ...... .. , .... i:l w .. "' CI>Z !! oj-.. "' 45 -s 2 3-3-4 7 CL Slt.TY CLAY, MODERATELY PlASTIC, MEDIUM STIFF, TRACE nHE SAND, MOIST, --f--BROWN VITH CRAY Mom.tNG. --qu (pp): 1.25, 1.75TSF ----uo 4 (29. 8") CL SIMILAR TO S-2. (TR.IMKINGS)

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1---s 3 3-4-6 10 CL SIMILAR TO S-2. TRACE OII.GANIC MATERIAL.

--(18") Clu (pp): 1.25TSF -670.4 50 ----uo 5 (30") CL SIHILAR TO S-2, (TRIMMINGS)

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r-s 4 3-4-5 9 CL SANUY CLAY, MODERATELY PLASTIC, STIFF, 23% VERY FINE SAND, IROWN. ------f-----,_ uo ' (30") ct. SIMILAR TO S-2. (TRIMMINGS)

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,....,..-5 J-5-4 9 CL TOP 8 IH: S !MILAR TO S-2. --(18") ct. BOTTOH 10 IN: SILTY Cl..A.Y, MODERATELY PLASTIC, SOFT, CONTAINS FINE SAND --LENSES LESS ntAN 1 IIIII THICK, GRAY. qu (pp): 0. 75TSF --'uo --7 (30.5") -----660.4 60---r-;----6 2-2-4 ' CL SANOY CLAY, SLIGHTLY PLASTIC, 20-25% VERY FlNE SAND, MEDIUM STIFF, SOli! --(18") VERY FlNE SAND LENSES, 5 11DD. THICK, GRAY, qu (pp) 1.0, 0.7STSF -----uo 8 (29.3") -** ------.--7 3-3-6 9 SANDY CLAY -SANDY SILT, SLIGHTLY PLASTIC, 15-2m: VERY FINE SAND, CONTAINS ..: 65-(16") FINE LENSES LESS THAN 1-2 mm THICK, NUMEROUS SMAIJ. WHITE DEPOSITS * --1 mm DIAMETER, MOIST, DARK GRAY. ..., --.... -..., ---I s ' 29-28-19 47 CP SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE TR.AGKE!n'S, : -(10") --WEATHERED, MAXIMUM SIZE 1-1/2 IN. ----650.4 70----------s 9 ] 3-15-101 116 TOP 10 IN:

SHALE, son, WEATHERED. -....., 2;i" 10" "' '" ' -------BOTTOM OF lORING AT 72 FT 10 TN --! ELEVATION 647.6 FT -NOTE : FOil BOA"'G 9!-.url AND A STONE 1!. WEBSTER ENG. CORP., APPROVED I DATE BOlliG NO., SHEET L.EGEMl N'O. SEE SI£ET I. SKETCH No. 12241-GSX-2468 "".Z:iJ>f/ 9//8!.-EOS-.4A 2 iY 2 SITE BEAVER VALLE:Y POWER S'IA'I'ION -UNIT 2 J.O. NO. 12241 BORINCI NO. N4100 E6057 GROUND ELEV. (I) 683.0 SHEET ..LOF ' COORDINATES INCUNATION VERTICAL BEARING NA INSPECTOR JWHCCOY DATE : START I FINISH I CONTRACTOR I DRILLER EGER/JARV1S ""' --00! 45 STATIC GROUNDWATER DEPTH I DATERECORDEIXPTI I DRILL RIG TYPE DEPTH TO BEDROCK 51.0 I'TI TOTAL DEPTH DRILLED 51.25 II"TI METHODS: DRILLING SOL 3-1/8 IN ROLLER BIT, 3-1/4 IN !.D. CASING, DRILLING MUD. SAIIPL lNG sot. 2 IN O.D. SPLIT SPOON, 3 IN 0,0. SHELBY TIBE AND OSTERBERG. DRILLING ROCK SPECIAL TESTING OR INSTRUMENTATION NONE COMMENTS z:l :z:>= c ;;; ;;-i 0; "' ..... -i!i,.. -... :;: ... IC"' !I z-.. 5 ...... ... a, SAMPL.E DESCRIPTION ..... 0!: ..... oz> :SJ 5,.. .. o>Z 5c§ .. -.. .. .. 683.0 0 -s 1 2-2-1 ' NO RECOVERY -(0") --I---. --f-s 2 1-1-1 -. 2 HI. SILT, SLIGHTLY TO MODERATELY PLASTIC, SOFT, TRACE FINE SAND AND ROOTS, -(7") BROWN WITH ORANGE MOTI'LING

• . -----' ---. -s ' 1-1-1 2 HI. <ANOY SILT, SLIGHTLY Pl.ASTlC, SOFT, 15-20% FINE SAND, SOHE ORGANIC . -----------s ' 1-1-2 3 HI. SIMILAR TO ABOVE. ------673.0 10----s 5 l-l-1 2 HI. UYJ', SLIGHTLY TO MODERATELY PLAStiC, 15-20% FINE SAND, TRACE --(7") BROWN. --I-----us 1 (0") NO RECOVERY * -----r----s ' 1-2-2 4 P.oo. -"15 -SANOY CLAY-SANDY SILT, MODERATELY PLAS'I'lC, SOFt', 15-20% F!ME SAND, -(5") BROWN. I. DATUM IS WEAN SEA LEVEL UNOISTURBEO 9AWPLES 2.

WATER CEVEC US*SHECiY TUBE BORING L.OG S. BLOWS REQUIRED TO DRIVE UO-OSTERBERO .. 20.0. SAMPLE SPOON e OR .. DISTANCE :!IIHOWN USING BEAVER VAL.L.EY POWER STATICl UNIT-2 ... 1401b. H.....r.R FALLING :SO". 0 4. { ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPINGPORT, PENNSYL.VANIA .... !5. STD. PENETRATION RESISTANCE c BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION A STONE 6. WEBSTER ENG. CORP" .. " 7. SAMPLE TYPE* SKETCH No. 12241-GSK-247A .. .J S-SPLIT BARREL SAMPLE 19;;:_ -NO.,SHEET EOS-5 I 0' 3 BORING NO. EOS-5 SHEET 2 OF ...1.,_ SITE BEAVER VALLEY STATION-UNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 663.0 6.53.0 643.0 ........ o.W ww .... 15 * *I--. s . -. uo . . 20 s . . *-. uo -. ----s ,_ *--us -----.--------30 s -----s ----35 s . -------.--------;o---.---------s . 7 2 a 3 ' ' 10 11 12 13 " 15 16 -!! -.. .,.,a .... f;l "' a: 2-2-2 (1.5) (JO") 2-2-3 (18") (28") 3-2-2 (18") (2 7") 2-2-11 (18") 17-19-16 (6") 10-20-14 (7") 19-18-12 (4") 21-lo-6 (8") 9-11-9 (9") 25-10-9 (11") NOTE: ,OR IIOR..O AND I..EGDil N'O. SEE SHEET L SAMPLE DESCRIPTION -. ' :I./11. SANDY CLAY-SANDY SILT, SLIGHTLY PLAStiC, SOFT, 20-25% FINE SAND, BlOWN, . ---CL SANDY CLAY, MODERATELY PLASTIC, 30-401 MEDIUM TO FINE SAND, MOSTLY . FINE, MOTTLED LIGHT BROWN, Gli.AYISH BROWN AND YELlm BROWN. --' SANDY CLAY, SLIGHtLY PLASTIC, )0% FINE SAND, BROWN AND GRAY W1TB ORANGE -: CL MOTTLING. q_u(pp)

• 0.7.5, 1.0 TSF -------' CL TOP 13 IN: SIMILAR TO S-8. -ML* BOTTOM .5 IN: ORGANIC CLAYEY SILT, MODEII.ATELY TO HIGHLY PLASTIC, TRACE -Mil FINE SAND, GRAY. -SANDY CLAY, MODERATELY PLAStiC, 12-20% VERY FINE SAND, GRAY. -(TUBE TlUMMIRGS}

---13 SH-LAYERED SILTY SAND AND nt:ICKNESS 1/4 IN TO J/4 lR, -CL SAND IS FI!!E, CLAY IS SOFT I GRAY. ---35 SP GRAVELLY SAND, FINE TO COARSE GRAVEL TO l IN, COARSE TO FINE SAND, HOSnY: FINE, 10-15% NONPLASTIC FINES, CONTAINS SEVERAL PIECES OF FRACTURED -SANDSTONE INDICATING SPOON SAMPLED COB.BLE. BLOWS/INCH: 2-3-J-J-J-3/4-J-3-4-2-3/2-3-3-3-2-3 ---" GP GRAVELLY SAND, 20-Jo:l: COARSE TO FINE GRAVEL, n;w SANDSTONE F'BAGHENTS -TO 1-1/2 IN, ANGULAR TO ROUNDED, COARSE TO FINE SAND, 5-10% NOMPLASTIC FINES, Tli.ACE IRON STAINING, GRAY, -BLOWS/INCH: 2-2-2-2-2-2/1-J-3-J-5-5/3-4-2-2-1-2 --30 GP TO FINE GRAVEL SIZED, HOSn.Y COARSE WEATHERED SAIID-: IN MAXIMUM, ANGULAR (SOME ROUNDED), 15-20% COARSE TO FINE SAND, LESS THAN 5% NONPLASTIC F1NF.S, TRACE Ili.ON STAINING, GRAY, : BLOWS/INCH: 4-4-2-4-2-3/4-3-2-3-3-3/2-2-2-2-2-2 --16 GP SANDY Gli.AVEL, COARSE TO FINE, ROUNDED, CONTAINS SOME WEAn£ERED SANDSTONE -AND SHALE FRAGMENTS TO 1 IN MAXIMUM, 20-30% COAllSE TO FINE SAND, TRACE -NONPLASTIC FINES, GRAY. BLOWS/INCH: 4-3-5-3-3-3/2-2-2-1-2-1/1-1-1-1-1-1 ---20 "" GRAVEL, WELL GRADED, COARSE TO FINE, FEW FRAGMENTS TO 11, IN, ANGULAR TO -ROUNDED, 10-15% COARSE tO FINE SAND, GRAY, BLOWS/INCH: 2-2-1-1-2-112-2-1-2-2-2/2-1-1-2-1-2

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19 GW TOP 6 IN: SANDY GRAVEL, COARSE TO FINE, ANGULAR, CONTAINS SANDSTONE

-SP FRAGMENTS TO IN MAXIMUM, 30-35% COARSE TO FINE SAND, GRAY, -BOTTOM 5 IN: SAND, POORLY GRADED, 5-10% COARSE TO FINE GRAVEL, ROUNDED, -COARSE SAND, GRAY. BLOWS/INCH: 5-4-7-4-2-3/2-2-2-2-1-1/2-1-2-1-1-2 -£STONE f. WEBSTER ENG. CORP. 1 SKETCH No. 122U-Gsx-247B

9. BORING N0.1 SHEET EOS-.5 2 OF 3 BORING NO. SHEET l OF l SITE BEAVER VALLEY PO\o/ER STAT!ON-U;-.IIT 2, SHIPPINGPORT, PA. J,O. NO. 12241.00 633.0 ,_,_ ..... '"'" Q .. 45 s ----17 30-15-7 22 GP (9") -t-=llB 60 60 --I" 1" ----s -so -+-I -:= ----------

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(O") 19 69-26-90 116 GP (14") 20 100 r 100 j"'i" SAMPLE DESCRIPTION SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE FRAGMENTS, _ FEW TO 1-1/2 IN MAXIMUM, WEATHERED, SOFT, 30-40% COARSE TO FINE SAND, TRACE IRON STAINING, BROWN AND GRAY. ---NO RECOVERY.

--SIMILAR TO S-17, DARK GRAY SHALE AT BOTTOM, SOFT. ----SHALE, SOFT, DARK GRAY. - - -BOTTOM OF BORING AT 51 FT 3 IN -ELEVATION 631,75 ------------. ---

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"" ---i ... -! NOTE: FOR BORING AND ,#., STONE E. WEBSTER ENG. CORP.TAPPROVEO I OJit;E L£GEhD wo. SEE SHE:[T I. .. SKETCH NO.lZZ41-<;SK-247C I :J;p,J BORING NO.j SHEET EOS-5 I 3 OF 3 SITE SEAVER VALLEY POWER STATION-UNIT 2 J.O. NO. 12241 BORING NO. EOS-6 COORDINATES N3848 E6173 GRDltiD ELEV. (I) 7 45 .1 SHEET ...LOF 3 INCLINATION BEARING INSPECTOR J .w. MCCOY DATE : START I Fl NISH 6l8l82 I tHBlB2 CONTRACTOR I DRILLER EGER/JARVIS NOT STATIC GROUNDWATER DEPTH I DATERECORDEII>TI I tit. DRILL RIG TYPE CHE-4.5 DEPTH TO BEDROCK 48.1 IFTI TOTAL DEPTH DRILLED 48.1 METHODS: 3-1/B IN ROLLER BIT TO ADVANCE HOLE, 3 IN O.D. SPLIT SPOON TO CLEAN OUT, 4 IN I.D. DRILLING SOL CASING, WATER. SAMPLING SOL 2 IN O.D. SPLIT SPOON DRILLING ROCK SPECI4L TESTING OR INSTRUMENTATION 2 FT NORTON 'POROUS PIEZOMETER INSTALLED WITH TIP AT EL 710.1 COMMENTS !:: -$ i :1:;: .. .. .... -I§,. 8S -.. .... -'"'

i:i .. .. !!I SAMPLE DESCRIPTION ,.,. .... > ..... .... c::> .J z 8 5,. _,-.. <liZ .... .. .. .. 0: 745.1 0 -s 1 1-3-3 6 -TOPSOIL, SILT, LESS THAN 5% FINE SAND, 1.5 IN SANDSTONE FRAGMENT AT TIP, --(6") DARK BROWN. --------s 2 4-4-6 10 CL SANDY CUY, MODERATELY PLASTIC, STIFF, 12% COARSE TO FINE GRAVEL SIZED --(18"") SANDSTONE, SHALE AND COAL FRAGMENTS, ANGULAR, 22% COARSE TO FINE SAND, ---BROWN, MOTTLED WITH YELLOW BROWN AND GRAY. -----s 3 4-7-8 15 CL SIMILAR TO S-2. -s-(18") --------s 4 6*8-B 16 CL SlMILAJl TO S-2. --(Ill") -----1----s 5 6-6-B 14 CL SIMILAR TO S-2. --(11") --r---735.1 10-r----s 6 4-5*5 10 CL SILTY CLAY, SLIGHTLY PLASTIC, STIFF, OCCASIONAL COARSE SAND AND COAL --(18") -FRAGMENTS, HOIST, BROWN. -eLl SILTY CLAY, SLIGHTLY PLASTIC, 4% VERY FIME SAND, BROWN. --,...., ML --7 3-2-3 / Hi:"" -(14"") TOP 4 IN: SANnY SILT 1 NONPLASTIC TO SLIGHTLY PLASTIC, FlNE SAND, -WET, BROWN. -OP MIDDLE 6 IN: SANDY COARSE .TO FINE GRAVEL SIZED SANDSTONE AND SHALE--s-8 6-8-5 13 FRAGMENTS, ANGULAR TO ROUNDED, _20-30% COARSE TO FIME SAND, 1 (14") SP 5-B:r. NONPLASTIC FINES, BROWN, CRAY. _ BOTTOM 4 IN: SILTY SAND, UNIFORM, FINE, 10*15% NONPLAS!IC FINES, BROWN. I. DATUW IS WEAN SEA LEVEL UNDISTURBED SAMPLES 2. WATER LEVEL US*SHELBY TUBE BORING LOG !. BLOWS REQUIRED TO DRIVE UO-OSTERBERG ., Z"O.D. SAMPLE SPOON &,. OR "' DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 ... 1401b. HA ... ER FALLING 0 ** I ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. PENNSYLVANIA .... &. STD. PENETRATION RESISTANCE 0 BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION .£STONE E. WEBSTER ENG. CORP. "' SYSTEM. "' 7. SAMPLE TYPE1 SKETCH No. 12241-GSK-248A "' S-SPLIT BARREL SAMPLE APPROVED I DATE -Na !SHEET ':i:>J># .. ;, ,., EOS*6 I OF 3

• BORING NO. !2!;L SHEET 2 OF 3 SITE BEAVER VAI.Lf.Y POWER STATION-UNIT

.. SHIPPINGPORT, PA. J.O. NO. L22H.OO E E c :! § Z=> ,.-'" '""' ';; ...... -" -" .. z- .... .... <f>o:O '" ..... :1> "" o,. SAMPLE DESCRIPTION ,. '" '"'" ..... .. , ..... .... "' <f>Z -' tl ,.. d-'" .. "' 15 -a -9 3-4-5 9 SP TOP 6 IN: SIMILAR TO BOTTOM 4 IN. -(17") SP BOTTOM 11 IN: SAND, COAASE TO FlNE, MOSTLY MEDIUM TO FlNE, 7-8% NONPLASTtC* -F!NES, BROWN, CON'IAINS OCCASIONAL POCKET OF SILTY CLAY, MODERATELY

• PLASTIC, BROWN, --f----s 10 5-6-7 13 SP SAND. POORLY GRADED, 5-7% FINE GRAVEL, ROUNDED, MEDIUM TO FINE SAND, -(15") 7-12 NONPLASTIC FINES, MOIST, BROWN. --f----725.1 20 -s 1 4-3-5 ' SP TOP 2 IN: SIMILAR TO S-10. --(15") ML BOTTOM 13 IN: SILT, NONPLASTIC, TRACE FlNE GRAVEL SIZED SANDSTONE AND ---COAL, SOME LENSES OF SANDY SILT, MOIST, BROWN. ----s 2 4-6-9 15 MI. SILT, NONPLASTIC, TRACE FINE SAND, \lET, BROWN. --(18") -----ROCK FRAGMENTS, : s 13 4-3-4 7 HL* LAYERED SILT AND SILTY FINE SAND, TRACE FINE GRAVEL SIZED 25-(18") SM NONPLASTIC FINES, WET, SROWN. ---1--14 2-3-4 7 CL SILTY CLAY-CLAYEY SILT 1 SLIGHTLY TO MODERATELY PLASTIC, 1% VERY FINE --s (16") SAND, BROWN. ---1----1-g-15 2-2-2 4 SM SILTY SAND, UNIFORMLY GRADED, FINE, TRACE COARSE SAND, 20-251 NONPLASTIC

--(10") TO SLIGHTLY PLASTIC FINES, W'ET, BROWN. --v 5P TOP 11 IN: SAND, UNIFORMLY GRADED, FINE, S-7% NONPLASTIC FINES, WET, BROWN.* GP BOTTOM 7 IN -;-TANDY GRAVEL, COARSE TO FINE, ANGULAJ. TO ROUNDED, FEW

• 715.1 JO-f-g 16 3-7-5 12 SANDSTONE FRAGMENTS TO 1.5 IN, SOME COAL, 20-30% COARSE TO FlNE SAND, S:t --(18") -SLIGHTLY PLASTIC FINES, TRACE IRON StAINING, BROWN, OA.ANCE. * -/ TOP 10 IN: SILTY SAND, 5-10% COARSE TO FINE GRAVEL SIZED COAL FRAGMENTS

SM --TO 1 IN, FlNE SAND, 15-20% NONPI.ASTIC FINES, CP* BO'l'TOM 8 IN: 'GRA_vEi.-

COARSE TO FlNE GRAVEL, ANGUUR TO ROUNDED, FEW --s 17 5-4-4 a SANDSTONE TO l IN, 15-2Gl' COARSE TO FlNE SAND, LESS THAN 5% -(18") GW .. NONPLASTIC FINES , BROWN. -SP* SILTY SAND, FINE, TRACE F'INE GRAVEL AND COAL FilA.GMENTS, 10-15% NONPLASTlC

--SM FINES, SANDSTONE FRAGMENTS AT BOTTOM, -s 18 4-5-5 10 -'Iii 35-(16") "/ TOP 13 IN:SJJilLAR TO S-18. -CP BOTTOM 5 IN: SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE -fs FRAGMENTS TO 1 IN MAXIMUM, ANGULAR TO ROUNDED, 15-20% COARSE TO FINE --19 7-8-11 19 SAND, TRACE IRON STAINING, BROWN, GRAY, BLACK. (18") 1----i/ SP GRAVELLY SAND, 25-35% COARSE TO FINE GRAVEL SIZED SANDSTONE SBALE AND -COAL, ANGULAR TO ROUNDED, MEDIUM TO FINE SAND, 5-10% NONPLASTIC FINES, --7-20 49-81 Sl TRACE IRON, SROWN, GRAY, --f--2" 2" fop TOP 13 IN' SA!!DY GRAVEL -COARSE TO FlNE, ROut.:OED, SOME BROKEN SANDSTONE

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s 21 26-34-17 51 AND SHALE, 20-3o:l: COARSE TO FINE SAND, LESS THAN 5%

F1NES, TRACF:_ 40-(18") COAL, BROWN, GRAY, ORANGE BROWN. 705.1 GP HUTTOM 5 IN: BROWN SANDSTONE PRAGMENTS TO 1,5 1N,SAMPLED COBBLE, .. ------s 22 20-16-103 119 GM TOP 12 IN: SILTY GRAVEl, COARSE TO FINE GRAVEl, MOSTLY COARSE TO l IN, -(18") ANGULAP.., 25-30% COARSE TO FINE SAND, 15-20% SLIGHTLY PLASTIC FINES, WET, -BROWN. --GP BOTTOM 6 IN: SANDSTONE FRAGMENTS, SAMPLED COBBLE, -BLOWS/INCH: 3-3-2-4-4-4/2-2-l-2-3-6/5-4-30-34-18-12 ---s 23 33-107-33 140 GP GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE FRAGMENTS , SOME COAL, _ (ll") 1.5 IN MAXIMUM, 20-25% COARSt TO MEDIUM SAND, 5-10% SLIGBTLY PLASTIC -FINES, TRACE MICA, TRACE IRON STAINS, BROWN, GRAY, ORANGE. NOTE: FCII BORWG AND £STONE 6. WEBSTER ENG. CORP. I APPROVED I DATE BORING NO. t SHEET CEGENl N"a SEE SHEET I. SKETCH No. 12241-osx-24s,

• 1.4'-EOS-6 2 OF :J BORING NO. SHEET J OF ....l.._ SITE BEAVER VALLEY POWER StATION-tiNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 E Z=> ,.-"" g-,_,_ ,_ .... ..... """" .,,_ ., ... Ul,_ ...... _,_ "' ., -' --* -' -----------------------------** -----------------------;;; !: ..... ;; " z-"'a:" """ c::> ..z .... fll .. a: 24 36-28-41 69 (lJ") 25 21-71-103 174 1'5"' 75" (11") § 01 !!i,_ SAMPLE DESCRIPTION

.. GP SIMILAR TO S-22, TOP. GP TOP 5 MIDDLE 2 TOP. SOFT, GRAY. BOTTCM o4 IN: """"-""'"' BOTTOM OF RaRING AT 48 ,1 FT ELEVATION 697.0 FT NOTE: FOR IIQRtjG AND #. STONE E. WEBSTER ENG. CORP. (APPROVED I 9+TE cEGEK> N'O. SEE sHEET L No. 12241-GSK-248G ( BDRM NO.( SHEET EOS-6 I 3 OF' 3 ----------------. . . -. . . -. ------. -------. ------------------ BORING t<<l EOS*7 SITE BEAVER VALLEY POWER STATION-UNIT 2 J.O. NO. 122lol ---COORDINATES E61L.Q GIIOUIID ELEV. (I) 7 59. 9 SHEET .J...OF ' INCLINATION VERTICAL BEARING ,. INSPECTOR J'W McCOY DATE : START I FINISH I 6/J/82 CONTRACTOR I DRILLER EGEA./JARVIS HOT -STATIC GROUNDWATER DEPTH I DATE ' I DRILL RIG TYPE CME 'I DEPTH TO BEDROCK 44.5 I'Tl TOTAL DEPTH DRILLED 45.0 , .. , METHODS: DRILLING SOIL J tLa IN ROLLER BIT TO ADVANCE HOLE 1 3 IN 0.0. SPLIT SPOON TO CLEAN OUT SAMPLING SOL 2 IN 0.0. SPLIT SPOON DRILLING ROCK SPECIAL TESTING OR INSTRUMENTATION 2 FT POROUS STONE PIEZOMETER, INSTALLED WITH TIP AT EL, 716.9 COMMENTS BORING WITHOUT DID NOT ENCOUNTER ANY GROUNDWATER. z2 -$ ,.;:: .. if "' "'"' -!>-z-:;: ... ...... ..... ....... .... ,_!'j a! SAMPLE DESCRIPTION §"' "'"' ,.,.. ..... O!t. ...... .. , Oz> O.;;j 5,.. ... -., .,z m*§ "> "' .. a: 759.9 0 -s l 4-7-9 IRON STAINS.: l6 -FILL, SLAG AND SILTY GRAVEL, COAli.SE TO FINE, TRACE ROOTS -(S") GRAY. I---1----s 2 4-7-6 u MI. GRAVELLY SILT, SLIGHTLY PLASTIC, 10-15% COARSE TO FINE GRAVEL SIZED --(ll") WEATHERED SANDSTONE SHALE, ROUNDED TO SUBANGULAA, 15-20% COARSE -TO FINE SAND, SOME ROOTS SLIGHTLY MOIST, GRAY. --I-Lin_ TOP 8 IN: GRAVELLY SILT-GRAVELLY CLAY, SLIGHTLY TO MODERATELY PLASTIC, --s J 6-S-6 11 2D-30% COAli.SE TO FINE GRAVEL, SOH:E WOOD FRAGMENts, GRAY AND BROWN. (18"} -BOTTOM 10: COAL AND SHALE FRAGMENTS, WIDELY GRADED, COARSE TO FINE --I-GRAVEL AND SAND SIZED FRAGMENTS, TRACE IRON STAINING. --1----SILTY CLAY, SLIGHTLY TO MODERATELY PLASTIC, STIFF, CONTAINS FEW LAYERS --s 4 7-6-5 ll CL OF COAL FRAGMENTS AND SANDSTONE FRAGMENTS TO 1.5 IN MAXIMUM, FEW RED -(16") SHALE FRAGEMENTS, 7-10% COARSE TO FINE SAND, VERY SLIGHTLY MOIST, BROWN._: -I---s 5 4-7-6 ll CL SIMILAll TO S-4, MOTTLED SROWN AND ORANGE. --(\6") --1---749. 9 10 -I---s 6 J-5-8 13 CL SIMILAR TO <-4 CONTAINED l IN THICK LAYER OF SILTY CLAY WITHOUT COARSE --(13") FRACTION

• MOT' GRAY AND BROWN. -----SLIGHTLY PLASTIC, STIFF, OCCASIONAL FPlE GRAVEL SilEO -s 7 7-8-8 l6 CL r'ARTICLt:, 15-20% COARSE TO FINE SAND, SOME MINOR IRON --(\6") STAINING, SLIGHTLY HOIST, SROWN. ------15 -s 8 4-7-7 14 CL SANDY CLAY, SLIGHTLY TO MODERATELY PLASTIC, STIFF, 10-15% FINE GRAVEL -( 13") TO J/4 IN MAXIMUM, ANGULAR, 15-20% COARSE TO FINE SAND, SROWN. I. DATUM IS WEAN SEA LEVEL UNDISTURBED SAMPLES 2.

WATER LEVEL US-SHELBY TUBE BORING LOG 3. BLOWS REQUIRED TO DRIVE UO-OSTERBERG ., z"O.D. SAMPLE SPOON 6" Oft 8. SAMPLE CONTAINS PIECES OF ... DISTANCE SHOWN USING ... 1401b. HAMMER FALLING !0". SANDSTONE 1.5 IN DIAMETER BEAVER VALLEY POWER STATIO"! UNIT-2 0 4. ( ) INCHES OF SAMPLE AND 1/B IN THICK, INDICATING DUQUESNE LIGHT COMPANY z SAMPLER PENETRATED COSBLE RECOVERY. OR BOUl.DER

• TYPICAL OF SHIPPlNGPORT, PENNSYLVANIA

.... STD. PENETRATION RESISTANCE THIS MATERIAL. 0 BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION A STONE 5o WEBSTER ENG. CORP . ... SYSTEM. "' 7. SAMPLE TYPE: SKETCH No. "' -r.<<-"" ... ...J S-SPL!T BARREL SAMPLE APPROVED I DAT!. -NO.ISHEET q;:; ...... EOS-7 I OF ' SITE BEAVER VALLEY POIJER STATION-UNIT 2, SHIPPINGPORT, PA, J.O. NO. BORING NO. SHEET 2 OF....:._ 122.1, 1. 00 N Z<> Q-....... '" ... ... -'" 7 39. 9 729.9 7l9. 9 E '" .,-........ ..... .. .. .... '""' ,.,. "!:. ..... " 15 -r--s --r--s . 20 -1 . . -s -s -r---s 25 -r--. -s ----s -r--*r-JO -S --r---1--* s --r--* s . 35 -1 ' . --r---s . *--,.--40 -s --'--'""' -'"' .... O>Z a ' e " 11"'0 ... t.: .. 0: 6-6-6 ( 14") -" g z-"' ..., oi l!i,. " 12 CL ""CL 10 19-17-12 29 "'G'P" (7") 11 4-15-17 (14") 12 99-10-8 (10") 13 9-59-26 (10") 14 6-7-10 (14") 15 9-9-11 (12") 16 8-9-B (12") 17 7-14-14 (12") "'-32 SP ""' GP 18,. GP "--...., __ j 85 ep--17 GP 28 GP 18 12-14-11 25 GP (14") 19 10-9-13 (12") 20 4-7-25 (14") 22 SP SP 32 SP GP 21 32-24-24 46 GP (14") : 22 100/5" SP 5 --s .-*r-s " . 23 47-22-30 52 (17") 24 27-135 (0) 135 6" SAMPLE DESCRIPTION TOP 10 IN: SILTY CLAY, SLIGHTLY TO MODERATELY PLASTIC, STIFF, 15-20% COARSE TO nNE GRAVEL SIZED SANDSTONE AND SHALE Flt.AGMENTS TO 1.5 IN MAXIMUH, FEW COAL FRAGMENTS, ORANGE, BllO\lN AHD GRAY. BOTTOM 4 IN: SILTY CLAY, MEDIUM STIFF, MODERATELY PLASTIC, TRACE FINE .SAND, HOIST, BROWN. (SIMILAR TO ABOVE BUT WITHOU'I' COARSE FRACTION). GRAVEL POORLY GRADED, COARSE GRAVEL SIZED SANDSTONE FRAGMENTS, 20-25% CO.USE TO FINE SAND, MOSTLY CO.USE TO MEDIUM, 5% NONPLASTIC FINES, BROWN. (CONTAINED LAYER OF SOFT CLAYEY SILT AT TOP OF SAMPLE), (SEE NOTE B). TOP 10 IN: SILTY SAND, SLIGHTLY PLASTIC, 15-20% COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE FRAGMENTS, FEW TO 1 IN MAXIHUH, ANGULAR, SIMILAR TO S-15. SAMPLER. BLOWS/INCH: SANDY GRAVEL, SIMILAR TO S-15, AT 7 IN. FROM TOP -2 IN. THICK SEAM OF FINE SAND, 15-20% NONPLASTIC FINES, HOIST, BROWN. REFUSAL/NO RECOVERY. END OF BORING AT 45 PI'. EL. 714.9 NOTE: FOR 80RtjG AND LEGEN) N=O. SEE StEET I. .#.. STONE E. WEBSTER ENG. CORP. (APPROVED I* 8.SKETCH No.l224l-GSK-249B BORNl I'"'-' NO.ISH!ET ,OF - SITE BEAVER VALLEY POWER STATION-UNIT 2 J.O. NO. 12.:H*l BORING NO. COORDINATES N3814.6 E6136. 2 GROU<IO ELE\1. (I) 7S9.6FT. SHEET ...LOF 2 INCLINATION BEARING NA INSPECTOR J.IJ. DATE : START I FINISH 6/3/62 I 6/3/62 CONTRACTOR I DRILLER EGER/ JARVIS STATIC GROUNDWATER DEPTH /DATE NA (HI/ DRILL RIG TYPE CHI: ,, DEPTH TO BEDROCK NA 'H! TOTAL DEPTH DRILLED 24.5 IHJ METHODS: DRILLING SOIL 3 l/6 IN O,D, ROLLER BIT TO ADVANCE HOLE 1 3 IN O.D, SPLIT SPOOE TO QI!I SAMPLING SOL 2 IN O.D. SPLIT SPOON AND 3 IN O.D. SHELBY TUBE DRILLING ROCK SPECIAL TESTING QR INSTRUMENTATION 2 FT NORTON POROUS PIEZOMETER INSTALLED WITH TIP AT COMMENTS DRILLED 5 fT NORTHWEST OF EOS-7 !: --$ $ ,.;:; "' .... ... w -.... ... ...... ...... -z-..... ....... .... ..., I e3 ffi .. i3j SAMPLE DESCRIPTION ... "'"' ,,. "" ,.., ..... ...... "" 0 z l!i,. ... -.. .,z < u "' .. .. .. 759.6 0 * -. -. -. NO SAMPLES TO 7 FT, -----. ---. -. -. -. -*----us 1 05") . --------749. 6 10 -us 2 (25.5") ---r--* s l 10-7-6 13 ell SANDY SILT, SLIGHTLY PLASTIC, STIFF, 20-25% COARSE TO FINE --(13") <L SAND, 10% FINE GRAVEL TO 1/4 IN, MOIST, BROWN. --1----1----s 2 5-7-7 " CL SANDY CLAY, SLIGHTLY TO MODERATELY PLASTIC, STIFF, 10% FINE GRAVEL, --(lO") OCCASIONAL COARSE GRAVEL TO 1 IN, 20% COARSE TO FINE SAND, HOlST 1--, -I. DATUM IS MEAN SEA LEVEL UNDISTURBED SAWPLES 2. WATER LEVEL US -SHELBY TUBE BORING LOG 5. BLOWS REQUIRED TO DRIVE UO-OSTERBERG .. Z"O.D. SAMPLE SPOON 6" OR ... DISTANCE SHOWN USING BEAVER VALLEY f'OWER STATifiN UNIT -2 ... 1401b. HAMMER FALLING 30". 0 4. ( ) INCHES OF DUQUESNE LIGHT COMP .. NY z RECOVERY. SHIPPlNGPORT, PENNSYLVANIA ... 5. STD. PENETRATION RESISTANCE 0 BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION Ji_ STONE f. WEBSTER ENG. CORP . ... SYSTEM. "' 7. SAMPLE TYPE: SKETCH No. 12241-GSK-ZSOA ... S-SPLIT BARREL SAMPLE APPROVED I DATE 80AING NO.,SHEET ..J -=;! EOS-7A I OF 2

NO. SHEET 2 OF-'---SITE BEAVER VALLEY POWER STATION-UNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 :;j 1-1-tj .., .. .... -"' 739.6 £ "' :.:-........ .... "'"' ,,. ., .. ;ll-15 --s -----s ------s 20------s ----s ----------------

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"'"' .... "'z 3 4 5 ' ;;; 0 oo, .... " .. "' 5-6-9 (13") 4-6-6 (16") 0: 11-15-14 (13") 20-20-8 (18") S-11-18 (13") -., z-'" 1-::1 15 12 29 ,. 29 g l!i,. "' CL CL lO. GP GP GP SAMPLE DESCRIPTION SIMILAR TO S-2, 20-30% COARSE TO FINE GRAVEL TO 1 IN. TOP 13 IN: SILTY CLAY, MODERATELY PLASTIC, MEDIUM STIFF, MOTTLED GRAY AND BROWN. BOTTOM 3 IN: SILT, LOOSE, TRACE FINE SAND, WET, BROI!rn.

GRAVEL, WEATHERED SANDSTONE FRAGMENTS TO 1 IN MAXIMUM, 25-30% COARSE TO FINE SAND, MOSTLY MEDIUM FINE, 5-10% NONPLASTIC FINES, TRACE COAL AND IRON STAINING, BROWN AND GRAY. GRAVEL, COARSE GRAVEL SIZED SANDSTONE FRAGMENTS TO 1.5 IN MAXIMUM, LIGHT GRAY. CONTAINS POCKEtS OF SANDY SILT, 10-15Z: FINE SAND, V!RY JoKIIST, BROWN, SIMILAR TO S-6. BOTTOM OF BORING AT 24.5 FT ELEVATION 735.1 Fl' NOTE: FOR BOliNG ,___ AND "' STONE E. WEBSTER ENG. CORP. !APPROVED I DA,Tf L£llEII) N'O. SEE SHEET 1. No. 12241-GSK-2508 I r'l' q IORNl NO.I SHEET EOS-7A I 2 OF 2 -. . . -. . --. -. --. . ---------------------------------------- SITE BEAVER VALLEY POWER STATION-UNIT 2 J.O. NO. 12 24 1 BORING NO. COORDINATES N3944 !6185 . GROUND ELEV.(I) 732.7 SHEET _LOF J INCUNATION VERTICAL BEARING NA INSPECTOR J.W. MCCOY DATE : START I Fl NISH 5-19-82 I 5/20/82 NOT CONTRACTOR I DRILLER EGER DRILLING/JARVIS STATIC GROUNDWATER DEPTH IDATE"'CORDED("i I DRILL RIG TYPE 00: 45 DEPTH TO BEDROCK 52.0 'H! TOTAL DEPTH DRILLED 52.0 II'T! METHODS: DRILLING soo.. 3-1/8 IN ROLLER BIT, 3-1/4 IN I. U. CASING, DRILLING MUD SAMPLING SOL 2.0 IN 0.0. SPLIT SPOON DRILLING ROCK SPECIAL TESTING OR INSTRUMENTATION NOliE COMMENTS LOST DRILLING FLUID AT 35.0 AND 40,0 FT t; -$ s ,.;: "' lii "' ..... -!> z-.. 5 -.... :;: ... ..J"' ii* ....... .. .. ' .. ... a .. SAMPLE DESCRIPTION ... ...... :1> :1:1 c"' ,_, ...... ;:!I-.. , BiJ lil! ..J-.. z ., .. u "' ... " a: 7)2. 7 0 -s 1 2-5-3

• f<L;M SANDY SILT, DENSE, SLIGHTLY MOIST, FEW SANDSTONE FRAGMENTS AND ROOTS, _ -(14 .. ) GRADING TO SILTY SAND, TllAC'E FINE GRAVEL, 30-40% NOKPLASTIC FINES, BROWN. * -----r,-2 4-4-6 10 ML SILT, NONPI..AS'!IC TO SLIGHTLY PLASTIC, 0-S% FINE SAND, TllACE ORGANICS, --(18") FEW" SMALL SAND SEAMS, WET, BROWN, . -. ----5-r;--J 3-4-5 9 ML TOP 13 IN: SIMILAR TO ABOVE. --(16") SP BOTTOM 3 IN: SAND, FINE, FEW flf!IE Gli.AV"EL AND WEATHERED SANDSTONE

--FRAGMENTS TO 0.5 IN, 0-5% NONPLASTIC FINES, BROWN. --r-----r,-4 4-4-4 8 SP TOP 13 If!!: SAND, COARSE TO FINE, MOSTLY COARSE TO MEDIUM, 2-5% FINE --(16) GRAVEL, 0-5% NONPLASTIC FINES, BROWN. --ML BOTTOM 3 IN: SILT NOKPLASTIC TO SLIGHTLY PLASTIC, BROWN. --1--BLOWS/INCH: l-1-1)2-1/2//1-1/2-1/2-1//1/2-1/2-1-1 ---722.7 10-r,-5 3-3-4 7 SP TOP 4 IN: SILJY SAND, FINE, TRACE COARSE-MEDIUM SAND, 15-20% NONPLASTIC -. (14") Flf!IES, *MOIST, BROWN, -SP BOTTOM 10 IN: SAND, COARSE TO FINE, MOSTLY COARSE TO MEDIUM, TRACE FINE ---GRAVEL, 5% NONPLASTIC FINES, MOIST, BROWN . -. BLOWS/INCH: 1-1/2-1/3//1/2-1/2-1/2//1-1/2-1/2-1 --s 6 6-4-3 7 GW GRAVELLY SAND, WELL GRADED, 20-30% COARSE TO F!NE GRAVEL, MOSTLY MEDIUM : . (18") TO FINE, SUBANGULAR TO ROUNDED, COARSE TO FINE SAND, TRACE NONPLAST!C . flNES, Tli.ACE COAL, BROWN. --BLOWS/INCH: 1-1-1-1-1-1//4//1/2-1/2-1/2 -I. DATUM IS WEAN SEA L.EVEL. UNDISTURBED SAWPL.ES 2. WATER LEVEL US*SHELBY TUBE BORING LOG 3. BL.OWS REQUIRED TO DRIVE UO-OSTERBERO "' 2"0.0. SAMPLE SPOON 1 11 OR .. OISTAttCE SHOWN USING BEAVER VALLEY POWER STATIO UNIT-2 .. 1401b. HAMMI!" F.t.L.LING lef. 0 .. ( ) INCHES OF SAMPL.E DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPINGPORT, PENNSYLVANIA ... STD. PENETRATION RESISTANCE Q BL.OWSIFT. z 6. UNIFIED SOIL. CLASSIFICATION £.STONE E. WEBSTER ENG. CORP . .. SYSTEM. .. 7, SAYPL.E TYPE= SKETCH No. 12241-GSK-251A .. .... S-SPL.IT BARREL SAMPLE APPROVED I DATE -NO.ISHE£T "J>b.il EDS-9 J OF 3 BORING NO. SHEET 2 OF _,2_ SITE BEAVER VALLEY POWER STATION-UNlT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 E. ZO> ,.-"' "'"' g-...... ....... ....... ...... ..... .... .. .. :fl::j "'"' ,.,. "'"' ..... "'" "' ... ""' "' cnz .... -.. 15 -s -----f-..,.,-J. ---t---:! " <t>a:O ..I !;! .. a: 4-3-3 (lB") " z-"' 6 9-11-10 21 (18") $ ...... i5j i!i,.. .. SH SP SAMPLE DESCRIPTION TOP 9 IN; SILTY SAND, 10-15%COARSE TO FINE GRAV!.L, SUBAN'GUl..Ail. TO ROUNDED,

• COARSE TO FINE SAND, MOSTLY FINE, 10-15% HONPLASTIC FINES,
• BOTTOM 9 IN: SAND, FINE, 2-6% FINE GRAVEL, 0-5% !WNPLASTIC FINES, TRACE
• COARSE SAND SIZED COAL FRAGMENTS, BROWN. BLOWS/INCH:

l-1/2-l/2-1//1/2-1/2-l/2//1/2-l/2-l/2

• SANDY GRAVEL, WIDELY GRADED, SUBANGULAR TO ANGULAR loi'EATHER.ED SANDSTONE FRAGMENTS TO 1 IN MAXIMUM, 25-35% COARSE TO FINE SAND, 5-10% NONPU..STIC FINES, TRACE COAL, FEW IRON STAINS, BROWN. -. . . -712.7 20 -t--,.,-1, 4-3-2 (16") sP I cM_v!;:LIJ sAND. 20-Joz coARsE ro nNt GRAVEL srzED SANDSTONE FRAGMENTS, : --+----s 10 --1---9-10-13 23 (16")

ANGULAR TO ROUNDED, COARSE TO FINE SAND, MOSTLY FlKE, S-10% SLIGHTLY PLASTIC FINES, TRACE GOAL FRAGMENTS, IRON STAINS AT BOTTOM,'"' WET AT BOTTOH, BRIYN. . '"' . -GW I Q_R.AVEL WEATHERED SANDSTONE AND SHALE FRAGMENTS TO 1 IN HAXIKUH, .. I 'A'NGiiLAR,l5-2sZ" COAllSE TO FINE SAND, 2-5% NONPU..STIC FINtS, IRON STAINS,

• MOIST, BROWN AND GRAY. BLOWS/INCH:

2-2-1-2-1-1/1-I-2-2-2-2/J-2-2-2-2-2

" :r-s 11 27-17-13 30 CP GRAVEL, WEATHERED SANDSTONE AND LIH'ESTONE(O FRAGMENtS TO 1-1/2 lN, ANGULAR TO SUBANGULAR, SOME IRON STAINING, 5-10% NONPLASTIC FINES, TRACE SHALE FRAGMENTS , DRY, BROWN. --702.7 30 35 !)92.7 40 -(12") ---BLOWS/INCH:

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f_-;;S-112 5-9-19 28 SP TOP 3 IN: SAND, UNIFORM, FINE, TRACE FINE GRAVEL, TRACE NONPLASTIC FINES,: -(13") BROYN, --SP MIDDLE DARK BROWN. SP BOTTOM 9 IN: FINE, TRACE FlNE GRAVEL, ROCK FRAGMENT AT -* BOTTOM, -f--

J.-"-11"-2//1-1-1-2-2-2//3-4-3-3-3-3 --S 13 11-15-15 30 SM TOP 4 IN; SILTY SAND, 10-15% FINE GRAVEL TO 1/2 IN, ANGULAR TO SUBROUNDED,- -(13") .COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 25-30% NONPI.ASTIC FINES, DRY, -BROYN, DENSE AND HAli.D IN NATURAL STATE, PAllTICLES APPEAR WATER-BORNE. _ _ S'W BOTTOM 9 IN: WELL GRADED, COARSE TO FINE, 0-5% FIN! GRAVEL, 0-5% --NONPLASTIC FINES, SANDSTONE FRAGMENTS TO 1 IN MAXIMUM, IRON STAINING, r----BROWN, BLOWS/INCH: 2-2-2-1-2-2/3-2-3-3-2-2/3-1-3-3-3-2 . -.... S 14 9-7-14 22 SH TOP 15 IN*SIMll.AR TO S-13, TOP 4 IN. -... (lB") SP BOTTOM 3 IN: SAND, COARSE TO FINE, MOSTLY COARSE TO MEDIUM, TRACE FINE - GRAVEL, HOIST:B'iOWN. -..., 0f--BLOWS/INCH: 1-2-2-1-2-1/1-1-1-1-1-2/1-2-2-3-3-3 ..: -t-,s-115 11-12-15 27 SM TOP S IN: TO S-13. TOP 4 IN .,. -(lS") GP BOTTOM 10 COARSE TO FINE GRAVEL, 1 IN MAXIHUH, ANGULAR

• TO ROUNtiED, COARSE TO FINE SAND, MOSTLY FINE, 10-15% NONPLASTIC

-* -FINES, BROliN. * -BLOWS/INCH: 2-2-2-3-2-2/2-2-3-2-2-2/3-2-3-3-2-2 --s 16 16-20-25 45 ------sl) 5-5-B (8") 13 ------' --18 12-19-22 41 (16") GM "" CP SILTY GRAVEL, COARSE TO FINE GRAVEL, FEW TO 1 IN MAXIMUM, ANGULAR TO ROUNDED, 1 IN SANDSTONE FRAGMENTS AT BOTTOH,10-15% COARSE TO FINE SAND, MOSTLY FINE, 15-20% NONPLASTIC FINES, DRY, BROWN (SIHJLAR TO S-13, TOP 4 IN), BLOWS/INCH: SANDY GRAVEL, COARSE TO FINE GRAVEL, FEW TO 1 IN MAXIMUM, ANGULAR TO ROUNDED, 15-20r. COARSE TO FINE SAND, 0-5% SLIGHTLY PLASTIC FINES, HOIST, BROWN. BLOWS/INCH: 1/2-1-1-l-1//1-1-1/2-1-1//1-1-2-2-1-1

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SANDY GRAVEL, MOSTLY LARGE, WEATHERED SANDSTONE AND SHALE FRAGMENTS 1-l/2 IN, SOME SHALE FRAGMENtS, 15-20% COARSE TO FINE SAND, 2-5% NONPLASTIC FINES, MOIST, BROWN. TO --BLOWS/INCH:

3-2-2-2-2-1/2-2-2-4-4-S/7-3-3-4-3-2 --" -NOTE : fOil BORING AND lEGal) N=O. SEE SHE:ET I. .t.. STONE E. WEBSTER ENG. CORP. IAPPIIOVED T DATE No. l2241-CSK-151B I ... BORING EOS-9 NO.I SH!!T I 2 OF 3 BORING NO. EOS-9 SHEET l OF 1 SITE BEAVER VALLEY POWER STATION-UNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 Q-... ... ...... _._ .. 682. 7 E E! <; g ,.-"' ..... ...... ...... ..... .. z-..... .. .. .... .. .... ,_\!;I SAMPLE DESCRIPTION ..... ,.,. "'"' ..... "" t!i,. ..... "' ..z ... lil .. "' "' 45 -5 19 13-9-19 28 GP TOP 4 IN: GRAV!L, SAI4DSTOliiE Fl\AGKENTS TO 1-1/2 IN, SOME SHALE FRAGMENTS, (11") 5-10% COARS""'i'T'OFINE SI.ND, 5-10% SLIGHTLY PLASTIC FINES, GRAY AND ORANGE. --SP MIDDLE :l l'N: UMIFOIX, FlNE, 0-51 NONPLAS'l'lC FINES, WET, BROWN. --s --s i'-. GP BOTTOM 4 COARSE SlZED SAlmSTONi AND SHALE-. "..,...-'"""'""' 1-2/! _-20 45/6" 5/6' CP FINE GRAVEL SIZED SANDSTONE AND SHALE FRAGMENTS, -........... (5) SANDSTONE FRAGMENT AT BOTTOM, 10-15% COARSE TO 'f-"'-'--+--1'-._' FlNE SAND, 2-5% -,.-;_'!.-ii.TL..I PUSTIC FINES, MOIST, ORANGE, BLACK AND BROWN. -21 30-23-20 43 -......, SLOWS/INCH: 8-4*9-6-ll-7 -(lO") CP SANDY GRAVEL, S!Klt.Alt TO ABOVE., MAXIMUM PARTICLE SIZE 1-1/2 IN, 5-7% s SLIGHTLY 'PLASTIC FINES, BROWN. 98/3" 98/j' BLOWS/INCH: 3-4-4-7-7-5/6-3-5-4-3-2/4-3-2-3-3-5 -" :...:__ ....._ --WEATHERED SHALE, 10-15% FINE SAI4D, 10-15% SLIGHTLY PLASTIC TO M!DIUM-----------

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J0/0" ........_

PU.STIC FIKES, ORANGE, 'SUCK, GRAY BROWN. REF1.ISAL -1 BOTTOM OF BORING AT 52.0 FT ELEVATION 680.7 FT -------------------------

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NOTE: FOR BORtiG SlMIAR'I'

-STONE !. WEBSTER ENG. CORP. I APPROVED I DATE CEGEICl H'O. SEE SHEET I. a!lll SKETCH No.l2241-GSK-251C I '2f:J:,A/ 9))!1z.. IORNl NO !SHEET EOS-9 3 OF 3 BORING NO. EOS-10 SITE BEAVER VALLEY POWER STATION-UNIT 2 J.O. NO. 12241 ---COORDINATES N4097.3 E6L37 .4 GRCUIO ELEV. Cll 720.7 SHEET ....L..Df 3 INCLINATION VERTICAL BEARING NA INSPECTOR J, W. MCCOY DATE : START I FINISH 6/10/82 I 6/11/82 CONTRACTOR I DRILLER EGER/ JARVIS STATIC GROUNDWATER DEPTH I DATEJ't'CoRDEil>Tl I DRILL RIG TYPE CME 45 DEPTH TO BEDROCK NA ji'Tl TOTAL DEPTH DRILLED 66.5 '£:TI METHODS: DRILLING SOIL 3-1/8 IN O.D. ROLLER BIT, 4 IN I.D. CASING AND DRILLING MUD SAMPLING SOL 2 IN O.D. SPLIT SPOON AND 3 IN O,D, SHELBY TUBE DRILLING ROCK NONE SPECIAL TESTING OR INSTRUMENTATION NONE COMMENTS NONE !:; -£ :z:>= .. ii ... ..... -i!i,.. -... ..... ....... ...... z-""<5 ...... ::; .. .. .. !I ., ...... .. i!!l SAMPLE DESCRIPTION

t ... ,.,.. !!

""' t-:> z> ...... ..... .... .. o li,.. ., O>Z .... -.. trl .. ... a: 720.7 0 -s l 1-21-21 42 GP-I COARSE TO FINE TO 1 IN MAXIMUM, 20-30% COARSE TO FINE SAND, _ -(13") GW 15-10% PLASTIC FIKES, BROWN, GRAY AND ORANGE, _ -r-------r----s ' 6-5-3 8 SP-GRAVELLY SAND, 20-301 COARSE TO FINE GRAVEL, FEW FRAGMENTS TO 1.5 IN, --(ll ") SW COARSE TO FINE, MOSTLY MEDIUM TO FINE, 5-10% SLIGHTLY PLASTIC FINES, BROWN-+--5 -------------r---s 3 2-1-l ' SP-GRAVELLY SAND, 30-35% COARSE TO FINE GRAVEL, ANGULAR TO ROUNDED, COARSE TO--(10") sw FINE SAND, MOSTLY MEDIUM TO FINE, 5-10% SLIGHTLY PLASTIC FINES , GRAY. --r--710.7 10 -------------r---s 4 5-5-5 10 SP-GRAVELLY SAND, 15-25% COARSE TO FINE GRAVEL, 1 IN HA.XlKUH, ANGULAR TO --(l5") sw ROUNDED, COARSE TO FINE SAND, MOSTLY MEDIUM TO FINE, 5-10% NONPLASTlC FINES , GRAY. -l5 ---I. DATUW IS WEAN SEA LEVEL UNDISTURBED SAMPLES 2.

WATER LEVEL US-SHELBY TUBE BORING LOG '* BLOWS REQUIRED TO DRIVE UO-OSTERBERG .. 2"0.0. SAMPLE SPOON e* Oft .. SHOWN USING BEAVER VALLEY POWER STATIOf'l UNIT-2 ... 1401b. HAWWER fALLING 0 4. ( ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPLNGPORT, PENNSYLVANIA .... !5, STD. PENETRATION RESISTANCE 0 BLOWS/FT. z 6. UNIFIED SOIL CLASSIFICATION A STONE E. WEBSTER ENG. CORP. "' s..-STEM. "' 7. SAMPLE TYPE* SKETCH No. 12241-GSK-Z52A .. ...J $-SPLIT BARREL SAMPLE APPROVED I DATE NO.ISHI!ET ":i:rp/1 EOS-10 I OF 3 BORING NO. *2!:22.... SHEET ' OF _2__ SITE BEAVER VALLf.Y POWER STATION-UNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 :l !: z'"' =-.. Q-.... .. .. § l:t .... ,.,.. ..... .. .. c .. .... " l5 ------f---s ---700.7 20---------s ---,_ -----1---s --1--690.7 30------.. ---,-----35-.,... ----s -----us 680.7 40----s ---us -4S --E .... 0 .... u ;,.o .J " .. .. 5 4-2-3 (9") .. 6 10-14-26 (12") 7 18-23-36 (17") 8 2-4-5 (15") 9 3-5-6 (17") 10 3-4-6 (13") l (23.5") ll 4-3-3 (16") 2 {23") NOTE : FOR SI..IAlARY AND CEGEN:l H'O. SEE SHEET I. -" $ z-.. SAMPLE DESCRIPTION li"' ------5 SP SAND, TRACE FINE GRAVEL, MOSTLY MEDIUM TO FINE SAND, LESS 'IHAM 5% NOKPLAStiC FINES, SROWN, -40 GP-GW " HI. GW 9 SM CL ll HI. lO CL CL 6 CL -------"ANTIV t':liAVF.L. COARSE TO FtKE GRAVEL TO 1.5 IN, ANGULAR TO ROUNDED, COARSE FINE SAND, MOSTLY COA.ItSE tO MEDIUH, TRACE IRON STAJN!NG, SOTTOH 3 IN: SROKEN tiGHT GRAY SANDSTONE FRAGMENTS TO 1.5 !H. BLOWS/INCH: 2-1-1-2-2-2/1-1-1-2-5-4/4-3-6-4-3-6 25-35% -BROWN. ---------TOP 7 IN: GRAVELLY SILT, 15-2D:'.: COARSE TO FINE GRAVEL, MOSTLY MEDIUM TO .. FINE, ANGlJLAR tO StmANCT.JUR, 5-10% FINE SAND, VEllY DRY, BR.O\iN. .. BOTTOM 10 IN: SANDY GRAVEL, COARSE TO FINE GRAVEL, 1.5 IN, ANGULAll., SOME IHI.OKEM SANDSTONE, 25-35% COARSE TO FINE SAND, TRACE NOHPLASTIC FIKES, COAL,. AND lRaf STAINING, BROWN. -BI.CrtiS/INCH: 1-4-3-3-4-3/4-3-4-5-3-4/9-7-6-S-4-5

• ----TOP 5 IN: SILTY SAND, 10*15% COARSE TO FINE GRAVEL, SU&AMCULAR, FINE --SAND, SOME MEDIUM AND COARSE, 10-15% NONPU.STIC FlKES, BllOWK. BOTTC>>t 10 IN: SILTY CLAY, SLIGHTLY TO MODERATELY PLASTIC, STIFF, 5-7% -COARSE TO FtNE GRAVEL, SOME RootS, POCKETS OF COAL FRAGMENTS, MOIST, 'DAn
• GRAYlSH BROWK, -CLAYEY SILT. SLIGHTLY TO MODERATELY PLASTIC, TRACE FlKE GRAVEL SIZED AND COAL FllAGKEmS, FEW SANDSTONE FRAGMENTS TO 1 IN NEAR TOP, TRACE ROOTS, GRAY. llu (pp): 1.2.5, 1.75TSF TOP 4 IN: <n.T-<TT.TV OUY SlMIL\R TO S-9. SOTTOM 9 HOIST, GRAY TO MOUER.A.TELY Pt.ASTIC, MEDIUM STIFF,
• qu (pp): LS, 1.75TSF SILTY CLAY, SLIGHTLY TO MODERATELY PLASTIC, OCCASlOHAL GRAVEL TO 1 IN, HOIST, BROWK. (nrBE TRIMMINGS)

SILTY CLAY, SLIGHTLY TO MODERATELY PLASTIC, MEDIUM STIFF, FINE GilA VEt. TO 1/2 IN, SOME. nRE SAND, MOIST, BROIJN. qu (pp): 1.75, 2.00 TSF SIMILAR TO S-11. (TUBE TRIHKINGS) OCCASIONAL

---

.£STONE f. WEBSTER ENG. CORP. I APPROVED I DATE SKETCH No.12241.csK-Zl2*

I :!1>11 BORING NO. SHEET 3 OF 3 SITE BEA\'ER VALLEY POio/ER STATION-UNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 E !: ;; $ z; :z:-... "'"' g-...... ...... ...... Q z-..... ...,o ... "o ... ... ..... .. .. .... !';o!!: ,.., oi SAMPLE DESCRIPTION

! ...... ,.,.. '""' c .. .. , ...

.: IS,.. ... .. ..z ..1-.. "' "' ... " . s 12 11 20 SP GRAVELLY SAND, U**20% COARSE tO FINE GRAVEL, ROUNDED TO SUBANGULAR, COARSE-+---(6") sw TO FINE SAND, 3-5% NOHPLASTIC FINES, BROWN . . . s 13 9 16 SP* GRAVELLY SAND, 10-1.5% COARSE TO FlNE GRAVEL, ANGULAR TO ROUNDED,.

COARSE . -(8") sw TO FINE SAND, 5-7% NONPLASTIC FINES, BROWN. -_,___ BLOWS/INCH: 2-1-2-1-1-l/l-l-l-l-2-1/2-2-1-2-l-l . -. --s 14 -S-6 11 GP SANDY GRAVEL, MEDIUM TO FINE, SUBANGULAR TO ROUNDED, 25-30% COARSE TO FINE-670.7 50-(8") SAND, MOSnY COARSE TO MEDIUM. ------s 15 2-9-8 17 GP* SANDY GRAVEL, COARSE TO F!NE, 1,5 lN MAXIMUM, MOSTLY BROKEN SANDSTONE --(8") GW FRAGMENTS, ANGULAR TO ROUNDED, 15-20% COARSE TO FINE SAND, TRACE -NONPLASTIC FINES AND COAL, BROWN. BLOWS/INCH: 2-2-3-2-2-1/2-1-2-l-1-2/2-l-1-1-2-1 --. -. ----. s 16 Q-14-8 22 GP* SIMILAR TO S-15. 5-7% NONPLASTIC FINES, BROWN. . . (9") GW BLOWS/INCH: 2-1-1-2-1-3/3-3-2-2-2-2/1-1-2-1-1-2 . . . . --. . -. s 17 7 14 GP* SIMILAR TO S-15, 7-10% NONPLASTIC FINES, BROWN. . . GW . 60 --660.7 . . . . . . . . --.. . . . . . . . 65 -s lB 1-42-34 " GP SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED GRAY SHALE AND ORANGE BROWN . . (14") SANDSTONE FRAGMENTS, TRACE SLIGHTLY PLASTIC FINES, COAL AND IRON . *>--STAINING. . . . --. . . BOTTOM OF BORING AT 66.5 FT . . ELEVATION 654.2 FT . . . --. . . -. . . --. . . . . . NOTE : FOR BORI<S SI.MIARI' AND .£STONE f. WEBSTER ENG. CORP.TAPPROVED I DATE BORM NO.I SHI!:ET lf'O. SEE SHEET I. SKETCH No 1224 l-GSK-"" :Z,))f/ .,;;. ... *n<-'o ' OF ' BVPS-2 UFSAR Rev. 15 2.5C-i

APPENDIX 2.5C RELATIVE DENSITY PLOTS FOR VERIFICATION BORINGS TERRA PROBE DENSIFICATION MAIN INTAKE STRUCTURE

BVPS-2 UFSAR Tables for Appendix 2.5C

BVPS-2 UFSAR Rev. 14 1 of 1 Table 2.5C-1 TERRA PROBE DENSIFICATION AT MAIN INTAKE STRUCTURE VERIFICATION BORINGS

Description Boring Number Test Panel 1 TH-1 through TH-6 Summary Plot - Terra Probe before initial densification 537T through 548T Summary Plot - Terra Probe after densification 549T, 550T, 553T, 554T, 565T, 566T, 567T, 570T through 577T Borings performed before initial densification 537T through 548T Borings performed after initial densification 549T through 558T

562T through 564T 568T and 569T Test Panel 2 559T through 561T

Borings performed after redensification offshore 565T through 567T

570T and 571T Borings performed after redensification onshore 572T through 577T

STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO .-BVPS-2 J.O. NO. 12241.00 SUBJECT TERRA PROBE-TEST PANEL-BEFORE BORING TH-1 CHECKED COMPUTER RUN J5B64002 ON 09/03/BI AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B .219 AT 14.12.34 LL. (J) ::s::: (J) (J) w 0::: 1-(J) w > ....... 1-u w LL. LL. w 0 0 1 2 3 4 5 6 7 Gl BBS &. HOLTZ 20 I I I I I I I I I I I 40 50 N (BLOWS PER FOOTl 40 60 80 \ \ I \ \ I I \ I I I I I I \ I \ I I \ I I I I I I I I 60 70 eo 90 RELATIVE DENSITY 100 570 v 667.00 660 1!1 650 640 ,... 630 LL. z 620 0 .... ,... a: 510 > LIJ ...J LIJ 600 590 580 \ \ 570 \ \ \ \ 560 \ \ 100 (!) SAND 1!1 SRND/N>IOO STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT DUQUESNE liGHT CO. -BVPS-2 suBJECT TERRA PROBE-TEST PANEL-BEFORE BORING TH-2 J.D. MD* 12241 ,QQ CHECKED RUN J5B64002 ON 09/03/B1 AT 09.56.41 mDRA" GT-004 RELOEN VER 04 LEV 01-COMPILED ON 7B.219 AT 14.12.34 N !BLOWS PER FOOTl 20 40 60 80 100 670 1 v (!)

• 660 2 650 LL.. (/) X:: 640 (/) I-(/) 3 630 LJ.... w -a::: z 1-(/) 620 0 ..... I-LL..J a: > 4 610 > LL.I ....... ....1 1-LL.I u LL..J 600 LL.. LL.. 5 LL..J 590 sao 6 I I I I \ I I I I I I \ 570 I I I I I I \ I I I I I \ \ \ I I I I I I \ I I I \ 560 I I I \ I I. I I I \ 7 40 50 60 70 80 90 100 RELATIVE DENSITY 7. (!) SAND GIBBS I. HOLTZ
• OTHER STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CD .-BVPS-2 suBJECT TERRA PROBE-TEST PANEL-BEFORE BORING TH-3 PAD! NO
• J,Q, NO. 12241.00 CHECKED ,.,1. " IT ./.,.. ....

RUN J5B64DD2 ON 09/03/81 AT 09.56.41 PRODIIAK GT-004 RELDEN VER 04 LEV 01-COMPILED ON 78.219 AT 14.\2.34 -(J) 0 0 1 2 (J) 3 LI.J 1-(J) LI.J > 4 ..... 1-LJ LI.J u... 5 6 7 Gl BBS I, HOLTZ 20 1 1 1 1 1 1 1 1 1 1 1 1 1 40 50 N !BLOWS PER FOOTJ 1 1 1 1 1 1 1 60 40 60 I \ \ \ I \ I \ I \ I \ I \ 70 80 RELATIVE OENSITT X \ \ \ \ \ \ \ 90 \ \ 100 1!1 870 v 887 .oo 880 850 840 830 820 810 600 590 580 z 0 .... 1-a:: > IJ.J ...J IJ.J \ 570 \ \ \ \ 580 \ \00 (!) SAND 1!1 SANO/N>\00

• OTHER STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT Cil.-BVPS-2 suBJECT TERRA PROBE-TEST PRNEL-RFTER BORING TH-4 J.Q. NO. 12241.00 DATE qiSISI BY 'lii:>M RUN JSB64002 ON 09/03/81 RT 09.56.41 GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 78.219 RT 14.12.34 N !BLOWS PER FOOTJ 20 40 60 eo 100 v 670 1 680 650 2 LL.. (/) 640 X: -(/) -830 I-(/) 3 LL.. LLJ a:::: I-820 z (/) 0 -I-LLJ 810 cc > 4 > LL.J ,__, ...J I-LL.J u 800 LLJ LL.. LL.. 5 LLJ 590 580 6 I I I I \ \ 570 I I I I I I \ I I I I I I \ I I I I I I \ \ I I I I I \ 550 I \ I I I I I \ \ I I I I I \ 7 40 50 60 70 80 90 100 RELATIVE DENSITY X (!) SAND GI 88S & HOLTZ
• OTHER STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE liGHT CO. -BVPS-2 J,Q, NO. 12241.00 auaJrcr TERRA PROBE-TEST PANEL-AFTER BORING TH-5 CH[CK[D MKD RUN J5864002 ON 09/03/81 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 N !BLOWS PER FOOTl 20 40 60 80 100 670 v 1 *
• BBO 650 I.J.... 2 en 640 CJ) [!] 830 1-CJ) 3 u.. w (!) -0::: (!) z 1-620 0 en ..... 1-w a: > 4 BIO > LLJ ...... ....J 1-LLJ u 800 w I.J.... I.J.... 5 590 w 580 6 I \ I \ \ \ I \ I I I \ 570 I I I \ \ I I I \ I I \ I I I I \ 560 \ I I I I I \ \ I I I I \ 7 40 50 60 70 80 90 \00 RELATIVE DENSITY 4 0 SAND [!] SANO/N>!OO GIBBS I. HOLTZ
• OTHER STONE l WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO .-BVPS-2 suBJECT TERRA PROBE-TEST PANEL-AFTER BORING TH-6 NO *. PRELIRINAn ITER----J.O. NO. 12241 *00 CHECKED f/ / Vt BY 1! BASED ON COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12,34 N !BLOWS PER FOOTJ 20 40 60 80 100 670 I
• v 680 * (!) 650 2 LL.. (f) :::r::: 640 (f) 630 1-(f) 3 LL.. w (!) a::: z I-620 0 (f) w a: > 4 610 > w ...... ...J I-w u 600 w LL.. LL.. 5 w 590 580 6 I I I \ \ I I I I \ \ 570 I I I I I \ \ I \ \ I I I I \ I I I I I \ 560 \ \ I I I I I \ \ I I I I \ 7 40 50 60 70 80 90 100 RELATIVE DENSITY X (!) SAND GIBBS C. HOLTZ
• OTHER STONE '

ENOINE£RINO CORPORATION RELATIVE DENSITY PLOT ,ADr NO. "IIELJPIJNARY-JTE:PI ---....,.. cLzE:NT DUQUESNE LIGHT co .-BVPS-2 J.o. No. 12241 .oa aui!IJECT TERRA PROBE-BEFORE INITIAL OENSIFICATION I!IA8!D ON COMPUTER RUN JS86420 1 ON 09/15/81 AT 14.23. 31 GT-004 RELOEN VER 04 LEV 01-COMPILED ON 78.219 AT 14.12.34 N (BLOWS PER FOOTl 0 20 40 60 80 100 0 (!) (!) 1 (!) (!) -2 LL.. UJ -en cn 3 LJ.J et:: I-(f) LL.I > 4 -I-u i.LJ LL.. LL.. 5 w 6 I I I \ \ \ \ I I I \ \ \ \ l I I \ \ \ \ \ \ \ 1 I \ \ I I I \ \ \ I \ \ \ \ I I \ I l I \ \ \ 7 40 50 GO 70 eo 90 100 RELATIVE DENSlTY (!) SRNO GIBBS " HOLTZ OTHER STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT co .-BVPS-2 IUIJECT TERRA PROBE-AFTER DENS IF I CAT I ON J

• Q
• NO
• 1 2 2 4 1
• 0 0 COMPUTER RUN J5864300 ON 09/15/81 AT 18.52.36 I'KOOIU'" GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 0 1 -2 LL.. (f) ::s:::: -(f) (f) 3 LLJ a::: ....... (f) LJ..J > 4 -u lJ.J LL.. 5 6 7 0 GIBBS &. HOLTZ 1 I 1 I l I l 40 N 20 (!) I \ I I I I I I I I I I I I 50 GO (BLOWS PER FOOTl 40 60 80 100 (!) (!) (!) C!IC!) (!) (!I (!) Cl) (!) (!) (!) I!J (!) (!) C)(!) I!J r!Jf!I!J(!)

(!) I l!l (!) (!)(!) (!) (!) (!)(!) (!I \ \ \ \ \ \ \ \ \ \ ' \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 70 liD 90 100 RELATIVE DENSITY X (!) SAND l!l SAND/N>lOO

• OTHER

NO, STONE WEBSTER ENGINEERING CORPORATION --RELATIVE DENSITY PLOT IT EN CLIENT DUQUESNE Ll GHT CCl.-BVPS-2 J,Q, NO. 12241.00 SUBJECT TERRA PRClBE-BEFClRE INITIAL DENSIFICAT!ClN BClR I NG 537T CHECKED BASED ON COMPUTER RUN J5B64002 ON 09/03/61 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 76.219 AT !4.12.34 N (BLOWS PER FOOTl 0 20 40 60 80 100 0 &n:lo &SO 1 640 630 2 LL.. 6ZO (j') :s::: 6\0 (j') 1-(j') 3 600 LL.. w a::: z 1-0 (j') sao ..... 1-w a: > 4 > 560 L>J ...... ..J 1-L>J u w 570 LL.. LL.. 5 I.J..J 560 sso 6 I I I I \ \ I I I I \ \ I I I I \ \ 540 I I \ \ I I I \ \ I I I I I \ I I \ 530 I I \ \ \ I I \ I I I \ 7 40 so 60 70 60 90 I 00 RELATIVE DENSITY 7. (!) SANO GIBBS 4 HOLTZ

NO. STONE WEBSTER ENGINEERING CORPORATION _ RELATIVE DENSITY PLOT ITE" CLIENT DUQUESNE Ll GHT CO.-BVPS-2 J.O. NO. 12241.00 SUBJECT TERRA PROBE-BEFORE INITIAL DENS IF I CAT! ON DATE .,1*/111 IT DDN BORING 538T CHECNED lASED ON COMPUTER RUN J5864002 ON 09/03/81 AT 09.56.41 GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.\2.34 N (BLOWS PER FOOTl 0 20 40 60 80 100 0 liU:!o 650 640 1 630 820 lL.. 2 (/) 810 -(/) 800 t-(/) 3 '""-w a::: z I-590 0 (/) ...... t-LJ...J a: > 4 sao > LIJ ...... ...J I-LIJ u 570 w lL.. lL.. 5 w 580 550 6 I I I I \ \ I I I I I \ \ 540 I I I I I \ \ I I I \ \ I I \ \ I I I \ 530 \ \ I I I \ I \ I I I I I \ 7 40 so 60 70 80 90 \00 RELATIVE OENSITT X I!) SAND Gl B85 I. HOLTZ STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT NO, ITEK ----CLIENT DUQUESNE Ll GHT CD .-BVPS-2 J,Q, NO. 12241.00 suBJECT TERRA PROBE-BEFORE INITIAL DENSIFICAT ION BORING 539T CHECKED DN COMPUTER RUN J5864002 ON 09/03/81 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 N !BLOWS PER FOOTl 20 40 60 80 100 830 1 szo S\0 2 l..L. (/) 500 590 (/) t-(/) 3 LL.. w 580 -a::: I--z 0 (/) .... 570 t-w a: > 4 > UJ ...... ...J I--SBO UJ u w l..L. 550 l..L. 5 w 540 530 6 I I \ I \ \ I I \ I I \ \ I I \ I I \ \ I I \ \ 5ZO I I I \ I I I I I \ \ \ I I I I 1 \ \ I 1 1 I I \ 510 7 40 50 60 70 80 90 \00 RELATIVE DENSITY 7. C!) SAND GI 8BS ' HOLTZ STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT DUQUESNE LIGHT CO.-BVPS-2 J.a. NO. 12241 .00 suBJECT TERRA PROBE-BEFORE INITIAL DENSIFICATION DATE 9/11/111 BORING 540T CHECK EO BAaED ON COMPUTER RUN J5B64002 DN D9/03/81 AT 09.56.41 PROOIIAn GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 1 (./) (./) 3 w a::: t-(./) w > 4 ...... u w LL.. LL.. 5 w 6 7 Gl 885 &. HOLTZ I I I I I I I 40 20 I I I I I I I 50 N (BLOWS PER FOOTl I I I I I I I so 40 I I I I I I 70 \ \ \ 60 \ I \ I ao DENSITY X \ \ \ \ \ 80 \ I \ 90 \ \ \ \ 100 \ \ \ \ 640 630 620 610 600 590 580 570 560 550 540 530 520 \00 (!) SANO 1-u.. -z 0 .... 1-a:: > U.l ...J U.l STONE 4 WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT PAGe: Pft!LiftiNAftT ITEft ----CLIENT DUQUESNE LIGHT co .-BVPS-2 J.O. NO. 12241.00 suBJECT TERRA PROBE-BEFORE INITIAL OENSIFICATION BORING 541T CHECKED COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 PRDGAAn GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 LL.. (f) ::s:: -(f) (f) l..L.I a:::: I-(f) l..L.I > -I-u l..L.I LL.. LL.. LU 0 0 1 2 3 4 5 6 7 GIBBS .r. HOLTZ 20 I I I I I I I I I I I 40 50 N !BLOWS PER FOOTJ 40 60 80 100 640 630 620 610 600 1-u.. 590 z 0 -580 1-a: > LLJ -' 570 LLJ 560 550 I I I \ 540 I I I \ \ I I \ \ \ I I \ \ 530 I \ I I I \ I \ I I \ I \ I I I \ \ 520 60 70 80 90 100 RELATIVE DENSITY 7. (!) SAND STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE Ll GHT CO. -BVPS-2 suBJECT TERRA PROBE-BEFORE INITIAL DENSIFICATION BORING542T PAOE NO. I IT[" J,o. NO. 12241.00 CHECKED emo DN COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56. 41 PRODIIA" GT -004 RELDEN VER 04 LEV 01 -COMPILED ON 7B. 219 AT 14 .12. 34 N !BLOWS PER FOOTJ 0 20 40 60 80 100 0 U! :!o 1 tl) tl) 3 w a::: t-tl) w > 4 ...... 1-w w LL.. 5 6 7 GIBBS I. HOLTZ I I I I I I I I I I I I I I 40 50 60 I I \ \ \ \ I 70 I I I I I I I 80 RELATIVE DENSITY X \ \ \ \ \ \ \ \ 90 650 640 630 azo 6\0 600 590 580 570 560 550 \ 540 \ \ \ \ 530 \ \ \ !00 (!) SAND z 0 ...... 1-a:: > LU ....1 LU STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT ,AO£ IT!H CLIENT DUQUESNE Ll GHT CD. -BVPS-2 J.o. NO-12241.00 SUBJECT TERRA PRDBE-BEFDRE INITIAL OENSIFICATIDN OAT! 'f/s/111 BORING 543T!Al CHECKED RUN JSB64002 DN 09/03/81 AT 09.56.41 ,ROOIIAH GT-004 RELOEN VER 04 LEV 01-COMPILED ON 78.219 AT 14.\2.34 1 2 (/) (/) 3 w 0::: (/) LLI > 4 ...... 1-u w LL. LL. 5 LLI 6 7 GIBBS I, HOLTZ 20 I I I I I I I I I I 40 so N (BLOWS PER FOOTl I I I I I I I so 40 60 I \ I \ I \ I \ I \ I \ \ 70 so RELATIVE DENSITY X \ \ \ \ \ eo \ \ 90 \ \ \ \ 100 \ \ \ \ 870 v 667 .oo sao 650 640 830 620 BID 600 590 580 570 560 550 100 (!) SAND

• OTHER .... u.. z 0 -.... a: > L<J _J L<J PRot: NO. STONE 4 WEBSTER ENGINEERING CORPORATION PRELl ftJIIIIRY

-RELATIVE DENSITY PLOT IT Eft CLIENT DUQUESNE LIGHT CO.-BVPS-2 J.o. NO. 12241.00 SUBJECT TERRA PROBE-BEFORE INITIAL DENSIFICATION DATE 9/sMI ., "{)J)JI BORING 544T CHECKED " n .lfiP. lASED ON COMPUTER RUN J5864DD2 ON 09/03/81 AT 09.56.41 PROOIIRft GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.\2.34 N !BLOWS PER FOOTl 0 20 40 60 80 100 0 674.2 670 v 667.40 1 680 (!) 8&0 2 l.L. U) 840 ::.::::: -U) 830 1-U) w 3 LL.. a::: azo z I-0 U) .... 1-w 610 a: > 4 > UJ ..... ....1 I-600 UJ u w l.L. S90 l.L. LLJ 5 580 6 I I I I \ \ S70 I I ' I I \ \ I I ' I I \ \ I I \ \ ' ' ' \ sao I ' ' I I \ \ \ I ' ' I I \ \ ' ' ' I I \ 7 sso 40 so 60 70 80 90 100 RELATIVE DENSITY X (!) SAND GIBBS &. HOLTZ

• OTHER PAIIE NO. STONE l WEBSTER ENGINEERING CORPORATION PRELIRINIUIT-RELATIVE DENSITY PLOT ITER CLIENT DUQUESNE LIGHT CO.-BVPS-2 12241.00 SUBJECT TERRA PROBE-BEFORE INITIAL OENSIFICATION IT lJPII BORING 545T CHECNED lASED ON COMPUTER RUN J5864002 ON 09/03/B1 AT 09.56.41 PROORAR GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 N (BLOWS PER FOOT) 0 20 40 60 eo 100 0 87\.& 870 v 887.00 1 880 8&0 2 840 l.L. (/) ::s::: 830 --(/) 1-(/) 3 8ZO LL.. w -a:::: z 1-(/) 8\0 0 .... 1-w a: > 4 > 800 LLJ -...J 1-LLJ u w 690 l.L. l.L. 5 w uo 570 6 I I I \ \ I I I I \ \ \ 580 I I I I \ \ \ I I I \ \ \ I \ I \ I I I I \ I I I I I \ \ 560 I I \ \ 7 I I I 40 50 80 70 80 90 100 RELATIVE DENSITY X (!) SAND GIBBS I. HOLTZ
• OTHER STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT NO. PRELUIMART-nEn ----CLIENT DUQUESNE Ll GHT CD. -BVPS-2 J.D. MD. 12241.00 suaJECT TERRA PRDBE-BEFDRE INITIAL OENS If I CAT I DN BORING 546T CHECKED IIAIED DM COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 PRDOIIRK GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 LL.. (I) ::.:::: -(I) (I) w a::: 1-(I) w > u w LL.. LL.. w 0 0 1 2 3 4 5 6 7 GIBBS &. HOLTZ 20 I I I I I I I I I I I 40 50 N (8LOHS PER FOOTl 40 60 80 100 v e70 880 e&o 840 -830 ..... u.. ezo z 0 -..... e\0 a: > LLJ ...J LLJ 800 590 580 I I \ \ \ &70 I I I \ \ I I I \ \ I I I \ \ \ I I I \ 580 \ \ I I I \ I I \ \ I eo 70 eo 90 100 RELATIVE DENeiTT X (!) SAND STONE l WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT NO,

!TEN----CLIENT DUQUESNE LIGHT CO .-BVPS-2 J,o, NO. 12241.00 SUIJEtT TERRA PROBE-BEFORE INITIAL DENSIFICATION DATE tf/$/61 BORING 547T CIIECKED IIIIIED COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 GT-OD4 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N (BLOWS PER FOOTJ 20 40 so 80 100 STONE l WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT

---

CLIENT DUQUESNE LIGHT CCl.-BVPS-2 J,Q, NO. \224\.00 SUBJECT TERRA PRClBE-BEFClRE INITIAL DENSIFICATIClN DATE 9/. BClR I NG 54BT CHECKED J lASED OM COMPUTER RUN J5B64002 ON 09/03/8\ AT 09.56.4\

GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT \4.12.34 N (BLOWS PER FOOTl 20 40 60 80 100 v 670 1

• 680 850 2 LL. (/) 840 ::s:: -(/) 830 1-(/) 3 u... LI.J -0:::: 620 I-z 0 U) -810 1-LI.J c:t > 4 > UJ ...... ...J I-800 UJ u LI.J LL. 590 LL. 5 LI.J 580 6 I I \ \ 570 I I I I \ \ I I I I \ \ I I I I \ \ 580 \ I I I I \ \ \ I I I I \ I I \ \ 7 I I I 550 40 50 60 70 80 90 100 RELATIVE DENSITY X (!) SAND GIBBS 1, HOLTZ
• OTHER STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT NO ,

ITfft DUQUESNE Ll GHT CO .-BVPS-2 J,Q. NO. 12241.00 suucr TERRA PROBE-AFTER INITIAL OENSIFICATION BORING 549T CHECKED BASED ON COMPUTER RUN JSB64002 ON 09/03/B1 AT 09.56.41 GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 7B .219 AT 14 .!2 .34 1 (f) (f) 3 w a::: 1-(f) w > 4 ........ 1-u w l.i.. t1:i 5 6 7 Gl BBS I. HOLTZ 20 1 1 1 1 1 1 1 1 40 50 N (BLOWS PER FOOT) 1 1 1 1 1 1 80 40 I I I I I I I 7D \ \ \ \ \ 60 \ \ 8D RELATIVE DENSITY X \ \ \ \ \ 80 \ \ \ 90 \ \ \ \ 100 \ \ \ \ 840 630 820 810 800 590 580 570 sao 550 540 530 520 IOD (!) SAND u.. z 0 ..... a: > UJ ...J UJ STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT DUQUESNE LIGHT CO .-BVPS-2 suBJECT TERRA PROBE-AFTER INITIAL DENSIFICATION BORING 550T J.o. NO. 12241

• 00 CHECKED IAifD ON COMPUTER RUN J5B64002 ON 09/03/BI AT 09.56.41 PRoom GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N !BLOWS PER FOOTl STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO .-BVPS-2 suBJECT TERRA PROBE-AFTER INITIAL OENSIFICATION BORING 551T CHECKED BAlED DN COMPUTER RUN J5B64002 ON 09/03/B 1 AT 09.56. 41 JT[ft ----12241.00 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N (BLOWS PER FOOTJ 850 1 640 830 -2 LL.. (/) &20 -810 -(/) I-(/) 3 I.L. w -a::: 800 f-z 0 (/) .... 590 I-w a: > 4 > UJ ...... ..J f-580 UJ u w LL.. 570 LL.. 5 w 580 \ \ 550 6 I I I I I I I \ \ I I I I \ \ I I I I \ \ 540 I \ \ I I I I \ \ I I I I I \ I I \ \ &30 7 I I I 40 50 80 70 80 90 100 RELATIVE DENSITY X (!) SAND GIBBS & HOLTZ STONE 4 WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO .-BVPS-2 auaJECT TERRA PROBE-AFTER INITIAL DENSIFICATION BORING 552T J,Q, NO. 12241.00 CHECKED ama ON COMPUTER RUN JSB64002 ON 09/03/B1 AT 09.56.41 PKOIIIIAK GT-004 RELDEN VER 04 LEV 01-COMPILED ON 78.219 AT 14.12.34 N !BLOWS PER FOOTJ 20 40 60 80. 100 640 1 830 820 2 u... en 810 ::.::: 800 (/) 1-(/) 3 1.1.. lLJ -a::: 590 1-z 0 en -580 1-LLJ a: > 4 > UJ ...... ...J 1-570 UJ u lLJ u... 580 u... 5 LLJ 550 \ \ uo 6 I I I I \ I I I I \ \ \ I I I I I \ \ I I I \ \ 530 I I \ I I I I \ \ \ \ I I I I I \ \ I I I I I \ 520 7 40 so 60 70 80 90 100 RELATIVE DENSITY X (!) SAND GIBBS & HOLTZ

NO. STONE l WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT ITER CLIENT DUQUESNE LIGHT CO.-BVPS-2 J,o. NO. 12241 . DO SUSJECT TERRA PROBE-AFTER INITIAL DENSIFICATION DIITE ll 7:JDII BORING 553T CHECKED SAUD ON COMPUTER RUN JSB64002 ON 09/03/B1 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N (BLOWS PER FOOTl D 20 40 60 80 100 0 il!:lo B50 640 1 1!1 630 620 2 l.L.. (/) BID (/) BOO .... (/) 3 IL. w -a::: 590 z f-0 (/) .... .... w 580 a: > 4 > I..LJ ..... ...J f-570 I..LJ u w l.L.. l.L.. 5 560 w 550 6 I I I I \ \ 540 I I I I I \ \ I I I I I \ \ I I \ \ I I \ 530 I I I I \ \ \ I I I I I \ \ I I I I I \ 7 40 50 60 70 80 90 100 520 RELATIVE DENSITY X (!) SAND 1!1 SANDIN> I 00 GIBBS I, HOLTZ STONE 4 WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT PAOf PRELiftiNARl_ ITEft ----CLIENT DUQUESNE LIGHT co .-BVPS-2 J.o. No. 12241.00 IUIJECT TERRA PROBE-AFTER INITIAL DENSIFICATION BORING SS4T CHECKED IIIIED ON COMPUTER RUN JSB64002 ON 09/03/81 AT 09.56. 41 PRODIAft GT-004 RELDEN VER 04 LEV 01-COMPILED ON 78.219 RT 14.12.34 lJ.... (/') -(/') (/') w 0:::: 1-(/') w > ...... 1-u w lJ.... lJ.... w 0 0 1 2 3 4 5 6 7 GIBBS I, HOLTZ I I I 40 20 I I I I I I I 50 N !BLOWS PER FOOTJ 40 60 80 100 650 640 630 820 610 u. 800 z 0 -590 a: > LJ.J ....J 680 LJ.J 570 560 I I I \ \ 550 I I I \ \ I I I \ \ I I I \ \ 540 \ I \ I I \ I I I I \ \ I I I \ 530 80 70 80 90 100 RELATIVE DENSITY 7. (!) SAND STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT tLmr OUQUESNE LIGHT CD .-BVPS-2 suBJEcT TERRA PROBE-AFTER INITIAL OENS IF I CAT I DN BDRING 555T J,Q, NO. 12241.00 OAT[ 9fllljal CH[CK[D COMPUTER RUN J5B64002 ON 09/03/BI AT 09.56.41 moun GT-004 RELOEN VER 04 LEV 01 -COMPILEO ON 7B.219 AT 14.12.34 N !BLOWS PER FOOTl 20 40 60 80 100 670 1 v 666.90 680 660 LL.. 2 (J') :::.:::: 640 --(J') 630 I-(J') 3 LL.. w 0:: z 1-620 0 (J') -I-w cc > 4 610 > LLJ ....... ....J 1-LLJ u 600 w LL.. LL.. 5 590 w 580 6 \ I \ \ \ \ I I \ \ 570 \ \ \ I I I \ I I \ \ I I I \ I I I I I \ 560 I \ I I \ I I ' I I I \ I I \ 7 40 50 60 70 so 90 100 RELATIVE DENSITY X C!l SAND GIBBS 4 HOLTZ STONE 4 WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT NO. ITER----CLIENT DUQUESNE LIGHT CO. -BVPS-2 J.O. NO. 12241 .00 IUIJECT TERRA PROBE-AFTER INITIAL OENSIFICATION DATE 9(S(et BORING 556T CHECKED lASED ON COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N !BLOWS PER FOOTl v 870 1 880 850 2 lJ.. (/) 840 (!) 830 (/) ..... (/) 3 (!) I.L. LL.J -0::: (!) 820 1-z 0 (/) -610 ..... LL.J a: > 4 > LU ..... _J 1-BOO LU u LL.J lJ.. 590 lJ.. 5 LL.J 580 6 I I I \ \ \ 570 I I I \ \ \ \ I I I I \ \ \ \ \ \ \ 580 I I I \ I I I I \ \ \ \ I I I I \ \ I \ \ \ 7 I I I 550 40 50 so 70 80 90 100 RELATIVE OENSITT X -(!) SAND GIBBS '-HOLTZ STONE 4 WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE Ll GHT CO. -BVPS-2 auiWECT TERRA PROBE-AFTER INITIAL OENSIFICATION BORING 557T J,Q, NO. 12241

• 00 CHECKED IT COMPUTER RUN J5864002 ON 09/03/81 AT 09.56.41 *-'-PRDOIIAH GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 LL.. (/) (/) (/) LLI 0:: 1-(/) LLI > ..... 1-u LLI LL.. LL.. LLI 0 0 1 2 3 4 5 6 7 GIBBS '-HOLTZ 20 I I I I I I I I I I I I I I 40 50 N (BLOWS PER FOOT) 40 60 80 100 870 v 668.80 880 860 640 830 u. -z 820 0 .... 1-a: > 810 UJ ....1 UJ 600 590 580 I I \ \ \ I I \ \ \ 570 I I I \ \ I I \ \ I \ \ I I \ \ I \ \ \ 660 I \ I I I \ 60 70 80 90 100 RELATIVE DENSITY X (!) SAND STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO .-BVPS-2 SUBJECT TERRA PROBE-AFTER INITIAL OENSIFICATION BORING SSBT J,O. NO. \224\
• 00 CH!CKED BAlED ON COMPUTER RUN JSB64002 ON 09/03/B I AT 09.56. 41 GT-004 RELDEN VER 04 LEV 0\ -C011P ILEO ON 7B .2\9 AT 14.\2.34 1 !J) !J) 3 lJ..J 1-(f) lJ..J > 4 ...... 1-u LLJ LL.. LL.. 5 LLJ 6 N (BLOWS PER FOOTl 20 40 60 80 \ \ I I \ \ \ I I \ \ \ \ 100 \ \ I \ \ \ \ I I \ \ \ \ \ I I \ \ 8&0 840 830 820 810 800 &SO 580 570 sao 550 540 \\\ I I \ \

40 50 80 70 80 90 100 7 RELATIVE DENSITY X (!) SAND GIBBS &. HOLTZ z 0 ..... a: > w ...J w PROt: MO. STONE WEBSTER ENGINEERING CORPORATION PRELI"IMARY _ RELATIVE DENSITY PLOT ITU CLIENT DUQUESNE LIGHT CO.-BVPS-2 J.a. MO. 12241 .oo SUBJECT TERRA PROBE-AFTER INITIAL DENSIFICATION DATE 'll\3 \81 BY 1:>1:> 1'1 BORING 562T CHECK EO BAUD ON COMPUTER RUN J5B64002 ON 09/03/81 AT 09.56.41 PROOIIA" GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT \4.12.34 N !BLOHS PER FOOT) D 20 40 60 80 100 0 874.1 S70 v 1 680 B&O 2 I.J.... (/) 840 ::s::: -830 -(/) 1-U) 3 u.. w 820 a::: 1-z 0 U) -B\0 1-w cr > 4 > w ..... ..J 1-BOO w u w I.J.... 590 I.J.... 5 w sao \ 570 6 I I I \ I I I I \ \ I I I \ \ \ I I \ \ 580 I I I \ I I I I \ \ \ \ I I I I I \ \ I I I I I \ 550 7 40 50 so 70 ao 90 \00 RELATIVE DENSITY X (!) SAND GIBBS I. HOLTZ

• OTHER

NO. STONE WEBSTER ENOINEERINO CORPORATION --RELATIVE DENSITY PLOT IT En CLIENT DUQUESNE Ll GHT CO.-BVPS-2 J.o. NO. 12241.00 SUBJECT TERRA PROBE-AFTER INITIAL OENSIFICATION DATE n BORING 563T CHECKED !ABED OM COMPUTER RUN J5B64002 ON 09/03/BI AT 09.56.41 PROOIIAn GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 76.219 AT 14.12.34 N (BLOWS PER FOOTJ 0 20 40 60 80 100 0 674.4 670 v 667.70 1 660 650 2 u... (J) 640 (J) 630 1-(J) 3 u... w a::: 620 z 1-0 (J) .... 1-w 6\0 a: > 4 > I.I.J -...J 1-SOD I.I.J u w u... 590 u... 5 w 580 6 I I I I \ 570 I I I I \ I I I I \ I I I I \ I \ 560 I I I \ I I I I \ I 7 I I I I \ 550 40 50 60 70 so 90 100 RELATIVE DENSITY 7. (!) SAND Gl BBS &, HOLTZ

• OTHER STONE WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT PRIK MD. PRELiftiMRlT !Tfft CLIENT DUQUESNE LIGHT CO .-BVPS-2 J,O. NO. 1224!.00 SUBJECT TERRA PROBE-AFTER INITIAL OENSIFICATION BORING 564T CHECKED BASED ON COMPUTER RUN J5864002 ON 09/03/81 AT 09.56.41 mDIIAn GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 1 UJ UJ 3 w a::: 1-UJ w > 4 ...... 1-u w La... 5 6 7
• GIBBS I. HOLTZ N (BLOWS PER FOOTJ 20 I I I I I I I I I I I I I I I I I 40 50 60 40 I I I I I I 70 \ \ 60 \ \ \ I I 80 RELATIVE DENSITY 7. \ \ \ \ 80 \ \ \ 90 \ \ \ 100 670 v 667 .so 660 650 640 630 620 610 600 590 580 570 \ 560 \ \ \ \ 550 \00 C!l SAND
• OTHER 1-u.. z 0 ..... 1-a: > LL.J ....J LL.J STONE 4 WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO .-BVPS-2 suBJECT TERRA PROBE-AFTER INITIAL DENSIFICATION BORING 56BT PACK NO
• PRfL I R I NARY ITER----J.o. No. 12241 .co OAT! 91Sia1 CHECKED !ABED ON COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 PRODRA" GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 LJ... (j") (j") (j") LLJ 0::: 1-(j") LLJ > ...... 1-u LLJ LJ... LJ... LLJ 0 0 1 2 3 4 5 6 7 I!) Gl BBS I. HOLTZ 20 I I I I I I I I I I I 40 so N (BLOWS PER FOOTJ 40 60 80 100 870 v 885 .!0 680 850 840 LL.. 630 z 0 -820 a: > UJ 810 ....! UJ 800 590 580 I I I \ \ I I I \ \ I I I \ \ I \ \ 670 I I \ \ I I I \ \ I I I \ I I \ \ sao 60 70 so 90 tOO RELATIVE DENSITY X C!:l SAND STONE WEBSTER EHOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO.-BVPS-2 TERRA PROBE-AFTER INITIAL DENSIFICATION BORING 569T J,O. NO. 12241.00 CHECKED BASED ON COMPUTER RUN J5B64002 ON 09/03/81 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 1 (/'J (/'J 3 w a::: 1-(/'J w > 4 ...... 1-u w 5 6 7 GIBBS 'HOLTZ N (BLOWS PER FOOTJ 20 I I I I I I I I I I I I I I I I I I I 40 50 60 40 I I I I I 70 I I I 60 I I I 80 RELATIVE DENSITY X I \ \ I 80 \ I \ \ 90 \ \ 100 v 665.10 660 650 640 630 620 610 600 590 580 570 \ 560 \ \ \ \ 550 \ 100 0 SAHO OTHER z 0 a:: > w ..J w STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT NO ** ITER CLIENT DUQUESNE LIGHT CO .-BVPS-2 J.D. NO. 12241.00 SUBJECT TERRA PROBE-TEST PANEL NO* 2 BORING 559T CHECKED SAIED ON COMPUTER RUN J5B64003 ON 09/10/81 AT 14.24.39 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14-12.34 1 (/) (/) 3 w a::: 1-(/) I.J.J > 4 ...... 1-u I.J.J lJ.. lJ.. 5 I.J.J 6 N (BLOWS PER FOOTl 20 40 60 BO 100 I I I \ \ I I I \ \ \ I I I I \ \ I I \ \ I I \ \ I I I I 1 \ 670 v 866-00 660 650 640 830 820 810 BOO 590 580 570 580 7 I I \ \ \

40 so 60 7o eo so 100 RELATIVE DENSITY X (!) SAND GIBBS HOLTZ O!HER .... u.. z 0 -.... a: > w ..J w PRot: NO. STONE WEBSTER ENGINEERING CORPORATION PRELiftiNART-RELATIVE DENSITY PLOT IT Eft CLIENT DUQUESNE LIGHT CO.-BVPS-2 J.D. NO. 12241.00 SUBJECT TERRA PROBE-TEST PANEL NO. 2 DATE <al11i81 IT "l>'DH BORING SSOT CHECKED ., lASED DN COMPUTER RUN J5B64002 ON 09/03/BI AT 09.56.41 PRDDIAft GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N !BLOWS PER FOOTl 0 20 40 60 80 100 0 873.8 870 1 v 885.80 880 850 2 LL.. (/) 840 :l:::: (/) 830 I-(/) 3 1.1.. w 820 z I-0 (/) ..... I-w 8\0 a: > 4 > UJ -_J I-UJ u 800 w LL.. LL.. 5 590 w 580 6 I I I I I \ \ 570 I I I I \ \ \ I I I I \ \ \ \ \ \ I I I \ I \ 580 I I I \ I I I I \ \ \ I I I I \ \ 7 40 50 so 70 80 90 100 RELATIVE DEN&ITT 7. C!l SAND Gl BBS &, HOLTZ PAD! MD* STONE WEBSTER CORPORATION PULiftiNAAT-RELATIVE DENSITY PLOT IT Eft CLIENT DUQUESNE Ll GHT CIJ.-BVPS-2 J.a. No. 12241

• DO 8UIJ[CT TERRA PRIJBE-TEST PANEL Nil. 2 DATE 'tlSI&I IT ... BllRING 561T CHECKED BASED DN COMPUTER RUN J5864002 ON 09/03/81 AT 09.56.41 PRODIIAft GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14 .t2 ,34 N (BLOWS PER FOOTl 0 20 40 60 80 100 0 673.8 870 1 v 885.80 680 860 2 lL.. (/) ::.:::: uo -(/) 830 1-(/) 3 Ll.. LLJ a::: azo z 1-0 (/) w 8\0 a: > 4 > IJ.J ........ ...J 1-600 IJ.J u LLJ lL.. lL.. 5 590 LLJ 580 6 I I I I I \ 570 I I I I \ \ I I I I \ \ I \ \ I I I I \ 680 I \ I I I I \ I I I I I \ \ I I \ \ 7 I I I 40 50 60 70 80 90 tOO RELATIVE DENSITT X l!l SAND GIBBS & HOLTZ
• OTHER STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT NO.

IT Eft CLIENT DUQUESNE LIGHT CC.-BVPS-2 J.D. NO. 12241.00 sUBJECT TERRA PROBE-AFTER REOENSIF !CAT ION OFFSHORE BORING 565T CHECKED BASED DN COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 PRDOIIAft GT-004 RELOEN VER 04 LEV Dl -COMPILED ON 7B.219 AT 14.12.34 1 2 LL.. (/) :::s::: (/) (/) 3 w 0:::: (/) w > 4 -u w LL.. LL.. 5 w 6 7 GIBBS <\ HOLTZ 20 I I I I I I I I I I I 40 so N (BLOWS PER FOOTl I I I I I I 60 40 \ \ \ \ \ \ \ I 70 I I 60 I I I 80 RELATIVE DENSITY Z \ \ \ \ \ 80 \ \ 90 \ \ \ \ 100 \ \ \ \ 640 630 620 610 soo 590 580 570 560 550 540 530 520 100 (!, SAND z 0 ...... ..... a: > UJ ...J UJ STONE ' WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT NO ** ITEft ----CLIENT DUQUESNE Ll GHT CO. -BVPS-2 J.o. NO. 12241.00 suBJECT TERRA PROBE-AFTER REOENSIFICATION OFFSHORE BORING S66T CHECXED BASED ON COMPUTER RUN JSB64002 ON 09/03/B1 AT 09.S6 .41 GT-004 RELDEN VER 04 LEV 01-C011PILEO ON 7B.219 AT 14.\2.34 N tBLOWS PER FOOTJ 20 40 60 80 100 640 1!1 I C!) 630 C!) C!) 620 2 lL. (/) 610 ::.::: 600 (/) 1-(/) 3 LL.. l.U &90 0::: z 0 (/) .... 680 1-l.i.J a: > 4 > w ...... _, 670 w u l.i.J lL. 560 lL. 5 l.U 660 640 6 I I I ' \ I I \ I \ \ I \ \ I \ \ \ I \ \ 530 I I I \ I I I \ I \ I \ I I I I I \ \ I I I \ \ 520 7 40 50 60 70 80 90 100 RELATIVE DENSITY 7. C!) SANO 1!1 SANO/N>IOO Gl BBS I. HOLTZ STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT PAIN! NO, PRELiniNART --ITEn ----CLIENT DUQUESNE LIGHT CO.-BVPS-2 J,Q, NO* 12241

• 00 SUBJECT TERRA PROBE-AFTER REDENS IF I CAT I ON OFFSHORE BORING 567T CHECKED BASED ON COMPUTER RUN J5B64002 ON 09/03/BI AT 09.56.41 PRDDRAn GT-004 RELDEN VER 04 LEV 01-COMPILED ON 7B.219 AT 14.12.34 N (BLOWS PER FOOTJ 20 40 60 80 100 S40 1 !!I !!I 630 (!) S20 2 LL. c.n 610 ::s::: -c.n SOD 1-c.n 3 u.. LU a::: 590 f-z 0 c.n -580 1-LU a: > 4 > UJ -...J f-570 UJ u LU LL. 5SO LL. 5 LU 560 6 I I I I I I \ 540 I I I I I I \ 1 I I I I \ \ I I \ \ 530 I I I \ \ I I I I I \ I I I I \ I \ \ I I I I I \ 520 7 40 so 60 70 so 90 100 RELATIVE DENSITY % (!) SAND !!I SANO/N>IOO GIBBS l HOLTZ STONE 4 WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT CO .-BVPS-2 suBJECT TERRA PROBE-AFTER REOENSI F I CAT I ON OFFSHORE BORING 570T NO. !TEn----J,Q, NO. 12241.00 CHECKED RUN J5B64002 ON 09/03/81 AT 09.56.41 GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N (BLOWS PER FOOTl 20 40 60 80 100 PRIK NO
• BTONf ' WfB&TfR ENOINEERINO CORPORATION PRELIKINIIIIY

--RELATIVE DENSITY PLOT ITER CLIENT DUQUESNE Ll GHT CO.-BVPS-2 J,Q, NO. 12241.00 SUBJECT TERRA PROBE-AFTER REOENSIFICRTION DATE 9\S\SI OFFSHORE BORING 571T CHECKED BASED DM COMPUTER RUN JSB64002 ON 09/03/B1 AT 09.56.41 PRDOitAK GT-004 RELOEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 N (BLOWS PER FOOTl 0 20 40 60 80 100 0 an :lo 650 1 640 630 2 6ZO l..L.. (/) ::s::: -B\0 (/) t-(/) 3 600 LL.. LLJ -0::: z 1-(/) 590 0 ..... t-LLJ a: > 4 > 580 t.J .... ....1 1-t.J u LLJ 570 l..L.. l..L.. 5 LLJ 560 550 6 I I I \ \ I I I I I \ \ I I \ \ 540 I I I I I I I \ \ I \ I \ I I I I \ I I I I I \ 530 \ \ I I I I I \ 7 40 50 &0 70 80 90 I 00 RELATIVE OENBI TY 7. (!) SAND Gl B8S <1. HOLTZ

• OTHER I

NO. STONE 4 WEBSTER ENOINEERINO CORPORATION PRELI"INART-RELATIVE DENSITY PLOT IT!" CLIENT DUQUESNE Ll GHT CO.-BVPS-2 J.o. NO. 12241.00 IUIJECT TERRA PROBE-AFTER REDENSIFICATION DATE *lsl&l ONSHORE BORING 572T CHECKED IRUO ON COMPUTER RUN JSB64002 ON 09/03/81 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14.12.34 N !BLOWS PER FOOTJ 0 20 40 60 BO 100 0 688.5 v 664 .oo 660 1 650 640 lJ... 2 (/) 630 :::.::: (/) 620 1-(/) 3 IJ.. w 0::::: 610 z 1-0 (/) w 600 a: > 4 > LLJ ...... ...J 1-LLJ u 590 w lJ... LL.. 5 580 w 570 6 I I ' \ 560 I I I I I ' \ I I I I I ' \ I I ' \ I I I \ I I I I I ' 550 \ I I I ' \ I I ' I I I I I \ 7 40 so 60 70 eo 90 100 RELATIVE DENSITY t!l SAND GI 8BS I. HOLTZ

NU. STONE WEBSTER ENGINEERING CORPORATION --RELATIVE DENSITY PLOT nrn CLIENT DUQUESNE LIGHT CO.-BVPS-2 J,Q, NU. 12241 . 00 SUBJECT TERRA PROBE-AFTER REDENSIFICATION ONSHORE BORING 573T CHECKED IA8EU UN COMPUTER RUN J5B64002 ON 09/03/BI AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT \4.12.34 N (BLOWS PER FOOTl 0 20 40 60 BO 100 0 688.0 v 665 .so 660 1 650 840 -2 I.J... CJ) 630 (!) 820 CJ) ..... CJ) 3 u.. w 6\0 a::: 1-z 0 CJ) -600 ..... LL.J a: > 4 > UJ ...... ....J 1-590 UJ u LL.J I.J... 580 I.J... 5 LL.J 570 560 6 I I I \ I I I I I \ \ I I I I I \ \ I I I \ \ 550 I \ I I I I I I \ I I I I I \ I I I I \ 540 7 40 50 60 70 80 90 I DO RELATIVE DENSITY 7. (!) SAND GIBBS I. HOLTZ

• OTHER STONE 4 WEBSTER ENOINEERINO CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT co .-BVPS-2 auiJECT TERRA PROBE-AFTER REOENSIFICAT ION ONSHORE BORING 574T J.o. No. 12241
• 00 OAT!

CHECKED lAUD ON COMPUTER RUN JSB64002 ON 09/03/B 1 AT 09.56. 41 PRODRAft GT-004 RELOEN VER 04 LEV 01 -C01'1PILEO ON 7B .219 AT 14.12.34 (fJ D D 1 (fJ 3 LLJ 0::: 1-(fJ LLJ > 4 ..... 1-u LLJ u... 5 6 7 GIBBS & HOLTZ N PER FOOTl 20 I I I I I I I I I I I I I I I I 40 so so 40 I I I I I 70 I I I I so I I 80 RELATIVE DENSITY 7. \ \ \ \ \ 80 \ \ 90 \ \ \ 100 v 666 .oo 660 650 640 830 620 610 600 sao 580 5?0 sao \ 550 \ \ \ \ 540 100 (!) SAND

• OTHER ..... u.. z 0 -..... a: > w ...J w

NO, STONE WEBSTER ENGINEERING CGRPORATION RELATIVE DENSITY PLOT ITt" CLIENT DUQUESNE Ll GHT CO.-BVPS-2 J,O. NO. 12241.00 SUBJECT TERRA PROBE-AFTER REDENSIFICATION DATE <ai'Sl51 n "'t>"'>>l ONSHORE BORING 575T CHECKED BASED ON COMPUTER RUN J5B64002 ON 09/03/B1 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 7B.219 AT 14.12.34 N (BLOWS PER FOOTl 0 20 40 60 eo 100 0 670.5 v 886.50 680 1 650 Ill 640 LL. 2 f./) (!) 630 (!) -f./) 1-f./) 3 620 LL.. w 0:::: z 1-610 0 f./) ..... 1-w a: > 4 800 > UJ ...... ....J 1-UJ u 590 w LL. LL. 5 w 580 570 6 I I I I \ \ I I I I \ \ 560 I I I I \ \ I I \ \ I I \ I I I I \ 550 \ \ I I I \ I I I I I I I \ 7 40 50 so 70 80 90 100 RELATIVE DENS ITT 7. (!) SAND Ill SANO/N>IOO Gl BBS I, HOLTZ

STONE WEBSTER ENGINEERING CORPORATION RELATIVE DENSITY PLOT CLIENT DUQUESNE LIGHT co .-BVPS-2 suBJECT TERRA PROBE-AFTER REDENS IF ICAT I ON ONSHORE BORING 577T J.o. NO. 12241 .00 DATE 9\11\ao CHECKED BASED ON COMPUTER RUN J5864002 ON 09/03/B1 AT 09.56.41 GT-004 RELDEN VER 04 LEV 01 -COMPILED ON 78.219 AT 14-12.34 1 2 I.J... (/) ::s::: (/) (/) 3 LL.J a::: (/) LL.J > 4 ...... u LL.J I.J... I.J... 5 LL.J 6 7 GIBBS HOLTZ N (BLOWS PER FOOTJ 20 I I I I I I I I I I I I I I 40 50 60 40 I I I I I I I 70 I I I 60 I I I 80 (!) RELATIVE OENSITT 7. \ \ \ \ \ 80 \ \ \ 90 (!) \ \ \ 100 660 55D 540 630 520 610 SOD 590 sao 570 560 \ 55D \ \ \ \ 540 !DO (!) SANC u... z 0 CI: > w ..J w BVPS-2 UFSAR Rev. 15 2.5D-i

APPENDIX 2.5D LABORATORY TEST DATA IN SITU SOILS

BEAVER VALLEY POWER STATION

BVPS-2 UFSAR Rev. 15 2.5D-ii APPENDIX 2.5D TABLE OF CONTENTS Section Title Page 2.5D.1 INTRODUCTION.................................. 2.5D-1

2.5D.2 INDEX TESTS................................... 2.5D-1 2.5D.2.1 Grain Size Analyses........................... 2.5D-1 2.5D.2.2 Specific Gravity.............................. 2.5D-1 2.5D.2.3 Atterberg Limits and Natural Water Contents... 2.5D-1 2.5D.2.4 Unit Weights.................................. 2.5D-2 2.5D.3 CONSTANT RATE OF STRAIN CONSOLIDATION TESTS... 2.5D-2 2.5D.3.1 Procedure..................................... 2.5D-2 2.5D.3.2 Results....................................... 2.5D-2 2.5D.4 INCREMENTAL CONSOLIDATION TESTS............... 2.5D-3 2.5D.4.1 Procedure..................................... 2.5D-3 2.5D.4.2 Results....................................... 2.5D-3

2.5D.5 UNCONFINED COMPRESSION TESTS.................. 2.5D-3

2.5D.6 UNCONSOLIDATED UNDRAIN TRIAXIAL COMPRESSION TESTS............................. 2.5D-4 2.5D.6.1 Procedure..................................... 2.5D-4 2.5D.6.2 Results....................................... 2.5D-4 2.5D.7 CONSOLIDATED ISOTROPICALLY UNDRAINED TRIAXIAL COMPRESSION TESTS.................... 2.5D-4 2.5D.7.1 Procedure..................................... 2.5D-4 2.5D.7.2 Results....................................... 2.5D-4 2.5D.8 CONSOLIDATED DRAINED DIRECT SHEAR TESTS....... 2.5D-5 2.5D.8.1 Procedure..................................... 2.5D-5 2.5D.8.2 Results....................................... 2.5D-5 2.5D.9 REFERENCES FOR APPENDIX 2.5D.................. 2.5D-5

BVPS-2 UFSAR Rev. 15 2.5D-iii LIST OF TABLES Table Number Title 2.5D-1 Summary of Specific Gravity Determinations 2.5D-2 Atterberg Limits and Natural Water Contents 2.5D-3 Summary of In-Place Density Tests at Reactor Containment Foundation Grade 2.5D-4 Summary of Constant Rate of Strain Consolidation Tests 2.5D-5 Summary of Incremental Consolidation Tests 2.5D-6 Summary of Unconfined Compression Tests 2.5D-7 Summary of Unconsolidated Undrained Triaxial Compression Tests 2.5D-8 Summary of Consolidated Undrained Triaxial Compression Tests 2.5D-9 Summary of Consolidated Undrained Triaxial Compression Tests by Others

BVPS-2 UFSAR Rev. 15 2.5D-iv LIST OF FIGURES Figure Number Title Gradation Curves 2.5D-1 Boring 802, Sample 6, 8, 9 Combined 2.5D-2 Boring 802, Samples 12, 13 2.5D-3 Boring 1005, Samples 19, 20 2.5D-4 Boring 1008, Samples 18, 20 2.5D-5 Boring 1009, Samples 15, 16 2.5D-6 Boring 1012, Samples 11, 12 2.5D-7 Boring 1013, Sample 12 2.5D-8 Boring 1014, Samples 20, 21 2.5D-9 Bag Samples A-2, A-4 2.5D-10 Bag Sample A-3 2.5D-11 Bag Samples B-1, B-2, B-3 2.5D-12 Bag Samples B-4, B-5 2.5D-13 Bag Samples C-2, C-3, C-4 2.5D-14 Bag Samples C-1, C-5 2.5D-15 Bag Samples D-1, D-2, D-3, D-5 2.5D-16 Bag Sample D-3b 2.5D-17 Bag Sample D-4 2.5D-18 Bag Sample E-2 2.5D-19 Bag Samples E-3, E-4 2.5D-20 In-Place Density Tests - Reactor Containment 2.5D-21 Plasticity Chart Constant Rate of Strain Consolidation Tests 2.5D-22 Boring AB6, Sample 7D 2.5D-23 Boring AB6, Sample 9F 2.5D-24 Boring of6, Sample 13F 2.5D-25 Boring of9, Sample 1F 2.5D-26 Boring of9, Sample 2F 2.5D-27 Bag 1 2.5D-28 Bag 2 2.5D-29 Block I, Sample 1F Incremental Consolidation Tests 2.5D-30 Consolidation Test Report - Boring OF7, Sample 1F 2.5D-31 Displacement-Log Time Plot - Boring OF7, Sample 1F 2.5D-32 Displacement-Log Time Plot - Boring OF7, Sample 1F 2.5D-33 Displacement-Log Time Plot - Boring OF7, Sample 1F 2.5D-34 Displacement-Log Time Plot - Boring OF7, Sample 1F 2.5D-35 Consolidation Test Report - Boring OF7, Sample 4B 2.5D-36 Displacement-Log Time Plot - Boring OF7, Sample 4B 2.5D-37 Displacement-Log Time Plot - Boring OF7, Sample 4B 2.5D-38 Displacement-Log Time Plot - Boring OF7, Sample 4B

BVPS-2 UFSAR Rev. 15 2.5D-v LIST OF FIGURES (Cont) Figure Number Title 2.5D-39 Consolidation Test Report - Boring PL 1, Sample 1B2 2.5D-40 Displacement-Log Time Plot - Boring PL1, Sample 1B2 2.5D-41 Displacement-Log Time Plot - Boring PL1, Sample 1B2 2.5D-42 Displacement-Log Time Plot - Boring PL1, Sample 1B2 2.5D-43 Displacement-Log Time Plot - Boring PL1, Sample 1B2 2.5D-44 Displacement-Log Time Plot - Boring PL1, Sample 1B2 2.5D-45 Consolidation Test Report - Boring PL2, Sample 2B1 2.5D-46 Displacement-Log Time Plot - Boring PL2, Sample 2B1 2.5D-47 Displacement-Log Time Plot - Boring PL2, Sample 2B1 2.5D-48 Displacement-Log Time Plot - Boring PL2, Sample 2B1 2.5D-49 Displacement-Log Time Plot - Boring PL2, Sample 2B1 2.5D-50 Displacement-Log Time Plot - Boring PL2, Sample 2B1 2.5D-51 Consolidation Test Report - Boring PL3, Sample 5F 2.5D-52 Displacement-Log Time Plot - Boring PL3, Sample 5F 2.5D-53 Displacement-Log Time Plot - Boring PL3, Sample 5F 2.5D-54 Displacement-Log Time Plot - Boring PL3, Sample 5F 2.5D-55 Displacement-Log Time Plot - Boring PL3, Sample 5F 2.5D-56 Consolidation Test Report, Block Sample 1 2.5D-57 Displacement-Log Time Plot - Block Sample 1 2.5D-58 Displacement-Log Time Plot - Block Sample 1 2.5D-59 Displacement-Log Time Plot - Block Sample 1 2.5D-60 Displacement-Log Time Plot - Block Sample 1 2.5D-61 Displacement-Log Time Plot - Block Sample 1 2.5D-62 Displacement- Time Plot - Block Sample 1 2.5D-63 Displacement- Time Plot - Block Sample 1 2.5D-64 Displacement- Time Plot - Block Sample 1 2.5D-65 Displacement- Time Plot - Block Sample 1 2.5D-66 Displacement- Time Plot - Block Sample 1 2.5D-67 Displacement- Time Plot - Block Sample 1 2.5D-68 Displacement- Time Plot - Block Sample 1

Unconfined Compression Tests 2.5D-69 Boring AB1, Sample 13F 2.5D-70 Boring AB1, Sample 15E 2.5D-71 Boring AB2, Sample 15E 2.5D-72 Boring AB5, Sample 12E 2.5D-73 Boring AB6, Sample 7E 2.5D-74 Boring AB6, Sample 9E 2.5D-75 Boring AB10, Sample 10E Unconsolidated Undrained Triaxial Compression Tests 2.5D-76 Boring PL3, Samples 1F, 3F 2.5D-77 Boring PL3, Sample 5E 2.5D-78 Block Sample 1, Sample 1A

BVPS-2 UFSAR Rev. 15 2.5D-vi LIST OF FIGURES (Cont) Figure Number Title 2.5D-79 Block Sample 1, Sample 1B 2.5D-80 Block Sample 1, Sample 1C 2.5D-81 Triaxial Test Strength Summary, Block Sample 1

Consolidated Isotropically Undrained (CIUC) Triaxial Compression Tests 2.5D-82 Boring AB1, Sample 15F 2.5D-83 Triaxial Test Strength Summary, Boring AB1, Sample 15F 2.5D-84 Boring AB5, Sample 12D 2.5D-85 Triaxial Test Strength Summary, Boring AB5, Sample 12D 2.5D-86 Boring AB6, Sample 7f 2.5D-87 Triaxial Test Strength Summary, Boring AB6, Sample 7F 2.5D-88 Boring AB10, Sample 10d 2.5D-89 Triaxial Test Strength Summary, Boring AB10, Sample 10D 2.5D-90 Boring OF6, Sample 13E 2.5D-91 Triaxial Test Strength Summary, Boring OF6, Sample 13E 2.5D-92 Boring OF7, sample 1E 2.5D-93 Triaxial Test Strength Summary, Boring OF7, Sample 1E 2.5D-94 Boring OF9, Sample 1B 2.5D-95 Boring OF9, Sample 1C 2.5D-96 Boring OF9, Sample 1D 2.5D-97 Boring OF9, Sample 1E 2.5D-98 Triaxial Test Strength Summary, Boring OF9, Samples 1B, 1C, 1D, 1E 2.5D-99 Boring OF9, Sample 4D 2.5D-100 Triaxial Test Summary, Boring OF9, Sample 4D 2.5D-101 Block Sample 1, Sample 1E 2.5D-102 Effective Stress Path, Block Sample 1,Sample 1E (Drafted) Direct Shear Test 2.5D-103 Direct Shear Test Report Boring 906, Sample 1 2.5D-104 Direct Shear Test Summary Boring 906, Sample 1

BVPS-2 UFSAR Rev. 13 2.5D-1 2.5D.1 INTRODUCTION The purpose of this report is to summarize and present the data obtained from tests performed to evaluate the index and

engineering properties of the in situ soils at the Beaver Valley Power Station (BVPS) site.

Attempts to obtain undisturbed samples of the in situ sands and gravels were unsuccessful. Consequently, laboratory testing of undisturbed samples was only performed on the intermediate and

lower terrace silts and clays. Grain size analyses on the terrace sands and gravels are discussed in Section 2.5D.2.1, and in situ density tests performed at the foundation elevation of

the reactor containment are given in Section 2.5D.2.4. 2.5D.2 Index Tests

2.5D.2.1 Grain Size Analyses

Sixty-two grain size analyses were performed on soil samples obtained from exploratory borings for Beaver Valley Power Station - Unit 1 (BVPS-1). Grain size analyses, predominantly of the upper terrace sands and gravels, performed on samples from the 100 series borings can be found in Appendix 2F of BVPS-1 FSAR (Duquesne Light Company (DLC) 1972a). Grain size

analyses performed on the 300 series borings can be found in Appendix 2H of BVPS-1 FSAR (DLC 1972b).

Fourteen additional grain size analyses were performed on samples obtained from exploratory borings for Beaver Valley Power Station - Unit 2 (BVPS-2). They are presented on Figures

2.5D-1, 2.5D-2, 2.5D-3, 2.5D-4, 2.5D-5, 2.5D-6, 2.5D-7 and 2.5D-8. To document the soils at the foundation grade of the BVPS-2 reactor containment, in-place density tests were performed at the locations shown on Figure 2.5D-9. At each of the test locations, a bag sample was obtained and a grain size analysis was performed. The in-place density tests are described in Section 2.5D.2.4. The grain size analyses performed on the bag

samples are shown on Figures 2.5D-10, 2.5D-11, 2.5D-12, 2.5D-13, 2.5D-14, 2.5D-15, 2.5D-16, 2.5D-17, 2.5D-18, 2.5D-19 and 2.5D-20. 2.5D.2.2 Specific Gravity

Four specific gravity determinations were made on samples of the in situ soils from the BVPS site in accordance with the procedures given in Appendix IV (Department of the Army 1965).

The results are summarized in Table 2.5D-1. 2.5D.2.3 Atterberg Limits and Natural Water Contents

Atterberg limits and natural water contents were performed on samples of the clays and silts of the intermediate and lower terraces as an index of their variability across the site.

BVPS-2 UFSAR Rev. 13 2.5D-2 Natural water contents were performed in accordance with ASTM D2216 (Standard Methods of Laboratory Determination of Moisture Content of Soil). Atterberg limits were determined in accordance with the methods presented in Appendix III (Department of the Army 1965). The grooving tool was as specified in ASTM D423 (Liquid Limit of Soils).

Table 2.5D-2 summarizes the Atterberg limit and water content data. Additional natural water contents can be found by referring to the various test summary tables presented herein. Data from the 300 series borings were prepared by others and are included for completeness (DLC 1972a). The plasticity chart shown on Figure 2.5D-21 indicates that the in situ silts and clays are in general slightly to moderately plastic. The points plot roughly parallel to the A line indicating a similar mineralogy across the site.

2.5D.2.4 Unit Weights

Dry unit weights were determined for each sample tested. These data are presented in the various test summary tables. At the completion of the reactor containment excavation to approximately el 679 feet, a series of the in-place density tests were performed in accordance with ASTM D1556 (Test for Density of Soil in Place by the Sand Cone Method) at the locations shown on Figure 2.5D-9. A summary of the tests is presented in Table 2.5D-3. Bag samples were recovered and grain

size analyses were performed. The grain size analyses are shown on Figures 2.5D-10, 2.5D-11, 2.5D-12, 2.5D-13, 2.5D-14, 2.5D-15, 2.5D-16, 2.5D-17, 2.5D-18, 2.5D-19 and 2.5D-20.

As a result of this program, a lens of stiff silty clay was discovered beneath the northern portion of the excavation, which was later removed end replaced with compacted fill. A more

detailed discussion is given in Section 2.5.4.5. 2.5D.3 Constant Rate of Strain Consolidation Tests

2.5D.3.1 Procedure

Four constant rate of strain consolidation (CRSC) tests were performed on 2.5-inch diameter specimens of in situ clay soils trimmed from undisturbed samples. Specimen preparation was in accordance with Appendix VIII (Department of the Army 1965). Tests were performed according to the procedures described in Wissa and Heilburg (1969). The maximum past consolidation

pressure was calculated by the Schmertmann method (Ladd 1971). 2.5D.3.2 Results

Table 2.5D-4 summarizes the results of all CRSC tests performed. Individual test results are presented on Figures 2.5D-22, 2.5D-23, 2.5D-24, 2.5D-25, 2.5D-26, 2.5D-27, 2.5D-28 and 2.5D-29. BVPS-2 UFSAR Rev. 13 2.5D-3 Three tests were performed on undisturbed block and bag samples recovered from a stiff silty clay layer that was discovered beneath the northern portion of the reactor containment excavation. The clay was removed from beneath the containment foundation. The clay layer extends beneath the northern portion of the safeguards area and refueling water storage tank.

Classification tests indicate that the clay has a liquid limit of 50, a plastic limit of 23, and a natural water content of about 23 percent. A natural water content equal to the plastic limit indicates that the clay has been overconsolidated. The presence of small fissures and discoloration along the fissure surfaces suggests that the precompression may be due to desiccation. The maximum past pressure ranged between about 13 and 18 ksf. The estimated overburden pressure prior to excavation for the containment foundation was about 7.5 ksf, resulting in an overconsolidation ratio (OCR) of between 1.7 and

2.4. Incremental

consolidation tests, unconsolidated undrained (UU) triaxial compression tests, and consolidated isotropically undrained (CIU) triaxial compression tests performed on this

material are described in subsequent sections. 2.5D.4 Incremental Consolidation Tests

2.5D.4.1 Procedure

Four incremental consolidation tests were performed: three on clay samples from the lower terrace and one on the stiff silty clay recovered from the reactor containment excavation. Tests

were performed on 2.5-inch diameter specimens in accordance with the method given in Appendix VIII (Department of the Army 1965). The maximum past consolidation pressure was determined by the

Schmertmann method (Ladd 1971). 2.5D.4.2 Results

Table 2.5D-5 summarizes the results of the tests performed. Individual test results are presented on Figures 2.5D-30, 2.5D-31, 2.5D-32, 2.5D-33, 2.5D-34, 2.5D-35, 2.5D-36, 2.5D-37, 2.5D-38, 2.5D-39, 2.5D-40, 2.5D-41, 2.5D-42, 2.5D-43, 2.5D-44, 2.5D-45, 2.5D-46, 2.5D-47, 2.5D-48, 2.5D-49, 2.5D-50, 2.5D-51, 2.5D-52, 2.5D-53, 2.5D-54, 2.5D-55, 2.5D-56, 2.5D-57, 2.5D-58, 2.5D-59, 2.5D-60, 2.5D-61, 2.5D-62, 2.5D-63, 2.5D-64, 2.5D-65, 2.5D-66, 2.5D-67 and 2.5D-68. 2.5D.5 Unconfined Compression Tests

Forty-one unconfined compression tests were performed on undisturbed and remolded specimens for the site investigations of BVPS-1 (DLC 1972a, 1972b, 1979). A summary of the test

results is presented in Table 2.5D-6. Individual test plots are presented for the AB series borings on Figures 2.5D-69 , 2.5D-70 , 2.5D-71 , 2.5D-72 , 2.5D-73 , 2.5D-74 and 2.5D-75. The remaining test figures can be found in the references indicated.

BVPS-2 UFSAR Rev. 13 2.5D-4 2.5D.6 Unconsolidated Undrained Triaxial Compression Tests 2.5D.6.1 Procedure

Six unconsolidated undrained triaxial compression tests were performed on undisturbed tube and block samples in accordance with the procedures given in Appendix X (Department of the Army

1965). No membrane correction was considered necessary. 2.5D.6.2 Results

Curves of deviator stress versus axial strain are presented for each test on Figures 2.5D-76 , 2.5D-77 , 2.5D-78 , 2.5D-79 , 2.5D-80 and 2.5D-81. A summary of the test data is presented in Table 2.5D-7.

The block samples were recovered from a stiff silty clay layer beneath the reactor containment excavation as described in DLC's Report on Soil Densification (DLC 1976). The undrained shear strength of this material is about 4.3 ksf. Constant rate of strain and incremental consolidation tests were performed on this material and are described in Sections 2.5D.3 and 2.5D.4, respectively. Consolidated undrained isotropically triaxial compression tests on this material are presented in Section 2.5D.7. 2.5D.7 Consolidated Isotropically Undrained Triaxial Compression Tests

2.5D.7.1 Procedure

Two consolidated isotropically undrained (CIU) triaxial compression tests were performed during the site investigation for BVPS-2; one from boring OF6 and one from a block sample recovered from the stiff silty clay layer beneath the reactor containment excavation. Four additional tests were performed on undisturbed samples from the AB series borings for BVPS-1 (DLC 1979). These tests were performed in accordance with Department of the Army (1965) Appendix X.

Fifteen additional CIU tests were performed by Goldberg-Zoino and Associates, Inc. (DLC 1972a) on samples from the 300 series borings. 2.5D.7.2 Results

Table 2.5D-8 summarizes the CIU test results for all of the CIU tests performed by Stone & Webster Engineering Corporation (SWEC). Table 2.5D-9 summarizes the test results for the 300

series borings. Individual test results for the tests given in Table 2.5D-8 are shown on Figures 2.5D-82 , 2.5D-83 , 2.5D-84 , 2.5D-85 , 2.5D-86 , 2.5D-87 , 2.5D-88 , 2.5D-89 , 2.5D-90 , 2.5D-91 , 2.5D-92 , 2.5D-93 , 2.5D-94 , 2.5D-95 , 2.5D-96 , 2.5D-97 , 2.5D-98 , 2.5D-99 , 2.5D-100 , 2.5D-101 and 2.5D-102. Individual test results from the 300 series borings are given in the BVPS-1 FSAR (DLC 1972a).

BVPS-2 UFSAR Rev. 0 2.5D-5 2.5D.8 Consolidated Drained Direct Shear Tests 2.5D.8.1 Procedure

Five drained direct shear tests were performed on specimens of sandy clay from sample 1 of boring 906 in accordance with the procedures given in Appendix IX (Department of the Army 1965). Two different rates of displacement were used: 1.5 mm/hr and 40 mm/hr. 2.5D.8.2 Results The test results are shown on Figure 2.5D-103 and are summarized on Figure 2.5D-104. The drained friction angle is approximately 29.5 degrees with a cohesion intercept of about 0.15 tsf. The rate of strain has little effect on the test results for the

materials tested. 2.5D.9 References for Appendix 2.5D

Department of the Army 1965. Engineer Manual 1110-2-1906, Laboratory Soil Testing: Appendix III, Liquid and Plastic Limits; Appendix IV, Specific Gravity; Appendix V, Grain Size Analysis; Appendix VIII, Consolidation Test; Appendix IX, Drained Direct Shear Test; Appendix X, Triaxial Compression

Test. Office of the Chief Engineers. Duquesne Light Company (DLC) 1972a. Appendix 2F, Final Safety Analysis Report - Beaver Valley Power Station - Unit 1. Prepared by Stone & Webster Engineering Corporation, Boston, Mass. Duquesne Light Company 1972b. Appendix 2H, Final Safety Analysis Report - Beaver Valley Power Station - Unit 1. Prepared by Stone & Webster Engineering Corporation, Boston, Mass. Duquesne Light Company 1976. Report on Soil Densification Program - Beaver Valley Power Station - Unit 2. Prepared by Stone & Webster Engineering Corporation, Boston, Mass.

Duquesne Light Company 1979. Soil Analysis of Turbine Building and Northern Yard Area, Beaver Valley Power Station - Unit 1. Prepared by Stone & Webster Engineering Corporation, Boston, Mass. Ladd, C.C. 1971. Strength Parameters and Stress-Strain Behavior of Clays. Prepared by Massachusetts Institute of Technology, Department of Civil Engineering, Cambridge, Mass.

Wissa, A. and Heilberg, S. 1969. Analysis of Turbine Building and A New One Dimensional Consolidation Test. Beaver Valley

Power Station - Unit 1. Prepared by Massachusetts Institute of Technology, Department of Civil Engineering, Cambridge, Mass.

BVPS-2 UFSAR Tables for Appendix 2.5D

BVPS-2 UFSAR Rev. 0 1 of 1 Table 2.5D-1

SUMMARY

OF SPECIFIC GRAVITY DETERMINATIONS

Boring Sample and Section Depth (ft) Elev (ft) Specific Gravity (G)

Material 802 6, 8, 9 20-31.5 715.0-703.5 2.65 Gravelly sand PL1 1B2 14.0 666.0 2.67 Sandy silt PL2 2B1 16.5 664.4 2.67 Clayey silt PL3 5G 23.0 659.5 2.74 Sandy clay

BVPS-2 UFSAR Rev. 0 1 of 2 TABLE 2.5D-2 ATTERBERG LIMITS AND NATURAL WATER CONTENTS Boring No. Sample and Section Depth (ft) Elevation (ft) Natural Water Content Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) AB2 SS17 37.5-39.0 667.7-666.2 25.7 34.4 20.2 14.2 23.4 24.8 18.5 6.3 SS18 40.0-41.5 665.2-663.7 31.9 26.2 19.2 7.0 SS19 42.5-44.0 662.7-661.2 26.0 23.4 18.8 4.6 AB10 SS16 35.0-36.5 670.8-669.3 24.1 28.4 19.1 9.3 C30 SS3 14.0-15.5 686.0-684.5 27.1 47.1 24.7 22.4 OF7 US1G 49.3-49.5 671.7-671.5 45.8 67.5 37.7 29.8 US4B 60.2-60.4 660.8-660.6 24.0 30.1 18.1 12.0 OF8 SS11 55-56.5 666.0-664.5 44.2 58.6 31.7 26.9 39.8 34.3 26.9 7.4 SS12 60-61.5 661.0-659.5 42.1 50.4 28.0 22.4 OF9 US1F 48.0-48.2 673.0-672.8 43.2 55.6 31.6 24.0 US2G 53.4-54.0 667.6-667.0 35.9 56.8 29.2 27.6 US4A 59.5-59.7 661.5-661.3 30.5 30.7 19.7 11.0 US4G 60.9-61.0 660.1-660.0 36.7 38.6 22.0 16.6 PL-1 ST1/1B2 14.0-14.3 666.0-665.7 46.6 55.0 30.0 25.0 PL-2 ST2/2B1 16.5-16.6 664.4-664.3 49.3 60.5 32.8 27.7 PL-3 ST1G 7.5-7.7 675.0-674.8 26.2 44.2 21.7 22.5 ST2G 11.4-11.5 671.1-671.0 24.6 41.2 21.7 19.5 ST3G 13.8-14.0 668.7-668.5 26.7 45.0 21.9 23.1 ST4G 17.3-17.5 665.2-665.0 30.1 43.7 24.8 18.9 ST5F 23.2-23.4 659.3-659.1 30.3 38.6 23.4 15.2 ST6G 28.2-28.4 654.3-654.1 39.0 45.3 27.8 17.5 301 ST3 11.8-12.5 668.1-668.1 23.1 43 24 19 305 ST3 5.2-5.5 666.0-665.7 47.5 51 39 12 5.5-5.9 665.7-665.3 47.9 46 38 8 306 ST5 9.4-9.6 665.4-665.2 73.0 83 44 39 308 ST4 6.8-6.9 668.1-668.0 69.0 76 42 34 7.2-7.5 667.7-667.4 62.8 57 34 23 310 ST13 25.3-25.7 654.2-653.8 25.2 28 18 10 906 ST1 5.0-7.0 684.4-682.2 16.7 24.3 16.8 7.5 919 SS18 35-36.5 681.0-679.5 21.9 46.5 23.6 22.9 BVPS-2 UFSAR Rev. 0 2 of 2 TABLE 2.5D-2 (Cont) Boring No. Sample and Section Depth (ft) Elevation (ft) Natural Water Content Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) 920 SS3 24-25.5 712.0-710.5 21.3 36.5 19.9 16.6 SS19 56-57.5 680.0-678.5 24.8 43.7 22.6 21.1 Bag 1* 679.0 23.6 50.1 23.0 27.1 Bag 2* 679.0 22.8 47.4 23.2 24.2 Bag 3* 679.0 22.5 46.3 23.3 23.0 NOTE: *Recovered from stiff silty clay lens beneath reactor containment excavation.

BVPS-2 UFSAR Rev. 0 1 of 1 Table 2.5D-3

SUMMARY

OF IN-PLACE DENSITY TESTS AT REACTOR CONTAINMENT FOUNDATION GRADE Test No. Test Location*

Elevation

  (ft)     Dry Unit  Weight  (pcf)**  Moisture Content   (%)

Field Description A2 1'E, 1'S of A2 679.5 132.2 8.6 Layered sandy clay and sand A3 1.5'E, 2'S of A3 679.5 101.8 20.2 Clay A3A 1'E, 1'S of A3 673.5 127.8 9.7 Sand and gravel with clay A4 1'E, 1'S of A4 679.5 109.8 18.4 Clay A4A 2.5'W, 1'N of A4 673.7 110.3 12.8 Sand and clay A5 4'W, 0.5'N of A5 674.6 103.4 22.1 Clay B1 3'E, 1'S of B1 679.5 126.1 7.1 Sand and gravel with clay B2 2.5'E, 1'S of B2 679.5 132.0 5.7 Sand and gravel and clay B3 2.5'E, 3.5'S of B3 679.5 134.2 9.9 Sand and gravel with clay B4 2.5'E, 3'S of B4 679.5 131.4 8.4 Clay and sand B5 1.5'W, 3'S of B5 679.5 113.9 8.0 Sandy clay C1 2'E, 2'N of C1 679.5 129.8 5.8 Sand and gravel with clay C2 1'E, 1'S of C2 679.5 140.4 5.5 Sand and gravel C3 3'W, 2'N of C3 679.5 125.8 9.5 Sand and gravel C4 2.5'E, 1'N of C4 679.5 136.0 6.3 Sand and gravel C5 2.5'W, 3'S of C5 679.5 127.4 6.9 Sand and gravel D1 2.5'E, 2'N of D1 679.5 129.8 5.1 Sand and gravel D2 2'W, 1.5'S of D2 679.5 125.4 4.5 Sand and gravel D3 4'W, 5'N of D3 679.0 128.0 5.8 Sand and gravel D3B 1'E, 1.5'S of D3 679.5 127.5 5.1 Sand and gravel D4 1.5'E, 1.5'S of D4 679.5 135.7 5.0 Sand and gravel D5 1'W, 2'N of D5 679.0 128.1 5.9 Sand and gravel E2 1.5'E, 1.5'N of E2 679.5 134.6 4.0 Sand and gravel E3 1.5'E, 2.5'N of E3 679.0 129.2 4.9 Sand and gravel E4 2'E, 1'N of E4 679.0 114.6 6.7 Sand and gravel

NOTES: *Location plan shown on Figure 2.5D-21.

• • Grain size analyses at test locations given on Figures 2.5D-9 through 2.5D-19.

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5D-4

SUMMARY

OF CONSTANT RATE OF STRAIN (CRSC) CONSOLIDATION TESTS Specimen Initial Water Liquid Plastic Dry Unit Initial Rate of *** Maximum Past Compression Ratio Recom- Boring No. Sample No. Depth (ft) Elevation

    (ft)

Diameter (in) Height (in) Content

  (%)

Limit

 (%)     Limit 
  (%)   Weight (pcf)    Void Ratio    Strain 
(%/min)   Pressure 

   (ksf)    
 ** ***

Lab Field pression Ratio** Material Description

AB6 US7D 16.0 673.7 2.5 1.00 24.2 - - 97.6 0.727 0.080 3.8 0.114 0.122 0.010 Silty clay (CL) US9F 21.7 2.5 1.00 28.1 - - 94.8 0.777 0.060 4.0 0.117 0.125 0.011 Sandy clay (CL) OF6 US13F 54.4 666.6 2.5 0.75 35.0 29.6 18.9 84.3 1.00 0.033 6.7 0.124 0.172 0.020 Silty clay (CL) OF9 US1F 48.0 673.0 2.5 0.75 43.2 55.6 31.6 74.6 1.26 0.044 6.0 0.165 0.208 0.019 Silt (MH) - US2F 53.2 667.8 2.5 0.75 44.9 - - 74.8 1.27 0.027 6.5 0.178 0.212 0.020 Silty clay (CL)

 - Bag 1    - 678.0* 2.5 1.00 23.6 50.1 23.0 102.0 0.64 0.039  13.0 0.126 0.140  0.022 Silty clay (CH) 
 - Bag 2    - 678.0* 2.5 0.75 22.8 47.4 23.2 102.6 0.63 0.040  18.0 0.126 -  0.018 Silty clay (CL) 
 - Block 1-F    - 679.0* 2.5 1.00 22.0    -    - 105.0 0.60 0.029  18.0 0.118 0.160  0.021 Silty clay (CL) 

NOTES: *Recovered from silty clay lens at base of containment excavation.

• • From laboratory curve. ***From Schmertman Construction except for test on Bag 2 which used Casegrande Construction.

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5D-5

SUMMARY

OF INCREMENTAL CONSOLIDATION TESTS Sample and Specimen

Initial

Water

Liquid

Plastic Dry Unit

Initial *** Maximum Past Compression Ratio Recom- Boring No. Section No. Depth (ft) Elevation

   (ft)

Diameter (in) Height (in) Content

  (%)

Limit

 (%)    Limit 
 (%)    Weight (pcf)    Void Ratio   Pressure 

   (ksf)    
 **  ***

Lab Field pression Ratio** Material

Description OF7 US1F 49.1 671.9 2.5 0.75 44.3 - - 73.0 1.301 8.6 0.200 0.240 0.022 Sandy silt (MH) US4B 60.2 660.8 2.5 0.75 24.0 30.1 18.1 102.3 0.642 7.1 0.095 0.118 0.010 Sandy clay (CL) ST1/1B2 14.0 666.0 2.5 0.75 45.9 55.0 30.0 25.0 1.39 2.6 0.181 0.215 0.017 Sandy silt (MH) PL2 ST2/2B1 16.5 664.4 2.5 0.75 49.9 60.5 32.8 27.7 1.39 2.0 0.138 0.160 0.014 Clayey silt (MH) PL3 ST5/5F 23.2 659.3 2.5 1.00 33.1 38.6 23.4 89.6 0.873 5.0 0.101 0.115 0.021 Sandy clay (CL) - Block 1 - 679* 2.5 0.75 23.0 - - 103.0 0.6 9.5 0.103 0.120 0.020 Silty clay (CL)

NOTES: *Recovered from silty clay lens at base of containment excavation.

• • From laboratory curve. ***From Schmertman Construction.

BVPS-2 UFSAR Rev. 0 1 of 2 TABLE 2.5D-6

SUMMARY

OF UNCONFINED COMPRESSION TESTS Specimen Average Water Rate of Axial Strain at Boring No. Sample No. Test No. Depth (ft) Elevation (ft) Diameter (in) Height (in) Content (%) Strain (%/min) ( 1 - 3) max (ksf)

 ( 1 -  3) max       (%)

Material Description Test* Reference 109 ST3 109-3N 7 683.6 1.4 2.8 19.8 7.1 2.0 5.0 Brown silty clay 5 ST6 109-6N 13-15 677.6-675.6 2.8 5.6 23.3 1.4 5.0 6.0 Brown silty clay 5 109-6R 2.8 5.6 22.6 1.6 2.8 11.5 ST7 109-7N 18-20 672.6-670.6 2.8 5.6 26.4 1.68 1.1 16.0 Brown silty clay 5 109-7R 1.4 2.8 24.8 2.99 1.8 72.8 ST9 109-9N 22-24 668.6-666.6 2.8 5.6 23.5 1.79 0.7 8.0 Brown silty fine sand 5 110 ST2 110-2N 7-9 682.1-680.1 2.8 5.6 19.1 1.96 3.9 3.2 Brown clayey silt 5 110-2R 2.8 5.6 - 1.45 2.5 4.0 ST6 110-6N 15-17 674.1-672.1 2.8 5.6 21.7 1.61 4.3 7.5 Brown silty clay 5 110-6R 2.8 5.6 22.4 2.09 3.0 16.0 ST9 110-9N 21-22 668.1-666.1 2.8 5.6 23.8 2.65 1.3 5.0 Brown sandy clayey silt 5 110-9R 2.8 5.6 26.8 2.92 0.5 14.0 ST11 110-11N 28-28.5 661.1-660.6 2.8 5.6 23.0 1.83 1.3 4.5 Brown silty sand 5 111 ST1 111-1N 7 683.0 2.8 5.6 23.5 1.73 1.5 13.0 Brown silty clay 5 111-1R 2.8 5.6 22.2 1.68 1.7 16.0 ST2 111-2N 14 676.0 2.8 5.6 24.4 1.77 3.5 12.0 Brown silty clay 5 111-2R 2.8 5.6 23.6 1.77 2.3 17.5 ST2A 111-2AN 15 675.0 1.4 2.8 23.0 8.21 5.1 15.0 Brown silty clay 5 111-2AR 1.4 2.8 22.5 8.57 4.0 21.0 117 ST2 117-2N 11.5 680.5 2.8 5.6 22.3 3.74 5.4 13.0 Brown silty clay 5 ST5 117-5N 17.5 674.6 2.8 5.6 26.0 4.05 2.4 5.0 Brown silty clay 5 ST10 117-10N 28 664.1 2.8 5.6 33.4 3.12 2.7 14.0 Brown clay 5 BVPS-2 UFSAR Rev. 0 2 of 2 TABLE 2.5D-6 (Cont)

Specimen Average Water Rate of Axial Strain at Boring No. Sample No. Test No. Depth (ft) Elevation (ft) Diameter (in) Height (in) Content (%) Strain (%/min) ( 1 - 3) max (ksf)

 ( 1 -  3) max       (%)

Material Description Test* Reference 301 ST2 301-2N 9-11 691.6-689.5 2.8 5.6 23.4 2.03 2.5 6.0 Brown silty clay, some sand lenses 6 301-2R 2.8 5.6 18.2 2.42 3.0 13.0 ST5 301-5N 15-17 685.6-683.6 2.8 5.6 26.7 2.21 2.8 14.0 Gray, clayey organic silt 6 301-5R 2.8 5.6 28.2 2.35 2.1 16.0 302 ST3 302-3N 15-17 688.2-686.2 2.8 5.6 14.7 1.71 0.6 7.0 Brown silty sand ST5 302-5N 19-21 684.2-682.2 2.8 5.6 15.4 1.79 0.5 8.0 Brown silty sand 6 303 ST5 303-5N 8-10 688.0-686.0 2.8 5.6 16.7 1.58 0.7 8.0 Brown silty sand 6 ST12 303-12N 22-24 674.0-672.0 2.8 5.6 26.3 1.87 1.79 16.0 Brown silty clay 6 305 ST5 305-5N 8-10 663.2-661.2 2.8 5.6 43.2 2.32 0.5 6.0 Organic sandy silt, trace clay 6 306 ST2 306-2N 2-4 672.8-670.8 2.8 5.6 62.0 1.67 0.4 5.0 Brown silty sand w/organics 6 307 ST3 307-3N 4-6 671.0-669.0 2.8 5.6 78.6 1.33 0.9 2.5 Brown clayey silt 6 ST7 307-7N 12-14 663.0-661.0 2.8 5.6 37.6 2.17 0.3 4.8 Organic silty sand 6 AB1 13F - 29.5 675.5 2.8 6.5 24.8 0.23 3.1 9.0 Silty clay 7 15E - 32.2 672.8 2.8 6.5 24.9 0.23 2.75 5.3 Silty clay 7 AB2 15E - 33.8 671.4 2.9 6.5 27.3 0.25 1.0 11.8 Sandy clay 7 AB5 12E - 24.1 681.3 2.9 6.5 23.7 0.28 5.2 5.0 Silty clay 7 AB6 7E - 16.2 673.5 2.9 6.5 25.2 0.31 0.6 1.5 Silty clay 7 9E - 21.1 668.6 2.9 6.5 26.8 0.31 0.3 1.8 Sandy clay 7 AB10 10E - 24.1 681.7 2.9 6.5 23.4 0.28 4.2 5.2 Silty clay 7

NOTES: *Refers to reference (Section 2.5D.9) in which test results can be found. BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5D-7

SUMMARY

OF UNCONSOLIDATED UNDRAINED (UU) TRIAXIAL COMPRESSION TESTS Specimen Axial Strain Boring No. Sample and Section Depth* (ft) Elevation (ft) Diameter (in) Height (in) Water Content (%) Dry Unit Weight (pcf) Rate of Strain (%/min) Confining Pressure (ksf)

  ( 1 -  3) max       (ksf) at ( 1 -  3) max    Material Description

PL3 1F 6.9 675.6 2.87 7.15 24.3 100.3 0.28 1.00 4.4** 15 Silty clay 3F 13.2 669.3 2.90 7.06 23.5 100.9 0.28 2.00 4.4** 15 Silty clay 5E 22.6 659.9 2.89 7.08 21.2 93.3 0.28 2.50 3.4** 15 Silty clay Block I*** IC - 679 2.59 6.05 22.5 100.8 0.33 28.8 8.3** 19 Silty clay IA - 679 2.58 5.93 22.1 101.3 0.33 14.4 8.7** 20.5 Silty clay IB - 679 2.57 5.42 22.3 101.0 0.31 7.2 8.6** 20 Silty clay

NOTES: *Depth to top of section cut for testing. **No defined peak observed in stress-strain curve. ***Recovered from stiff silty clay lens at bottom of containment foundation.

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5D-8

SUMMARY

OF CONSOLIDATED ISOTROPICALLY - UNDRAINED (CIU C) TRIAXIAL COMPRESSION TESTS Specimen Properties Initial After Consolidation Sample and Specimen Water Dry Unit Water Dry Unit Effective Confining Back Axial Strain at Boring No. Section No. Depth (ft) Elevation (ft) Diameter (in) Height (in) Content Weight Void

  (%)      (pcf)      Ratio   Content  Weight  Void 
  (%)      (pcf)     Ratio   Pressure (ksf)

Pressure (ksf)

 ( 1 -  3)max      (ksf)      
 ( 1 -  3)max       (%)

Material Description

AB1 15F 32.7 672.3 2.8 6.5 23.2 104.2 0.617 24.1 106.7 0.579 3.0 6.5 5.9 13.5 Silty clay AB5 12D 27.0 678.4 2.8 6.5 22.4 104.4 0.614 23.1 106.1 0.589 2.5 10.0 7.2 13.0 Silty clay AB6 7F 16.0 673.7 2.8 6.5 28.5 95.4 0.766 28.7 96.4 0.748 1.0 6.5 1.8 13.7 Silty clay AB10 10D 23.6 682.2 2.8 6.5 22.4 105.9 0.592 22.8 107.6 0.566 3.0 9.4 6.7 12.4 Silty clay OF6 13E 54.0 667.0 1.4 3.5 33.2 83.2 1.019 31.9 88.2 0.905 7.6 6.9 6.1 11.1 Clay OF7 1E 48.7 672.3 1.4 3.4 49.8 68.3 1.467 48.0 72.1 1.338 6.0 10.1 6.7 8.0 Sandy silt OF9 1B 46.7 674.3 1.4 3.4 49.0 66.5 1.524 41.3 75.8 1.215 12.0 5.0 7.3 5.3 Sandy silt 1C 47.0 674.0 1.4 3.1 31.0 73.7 1.278 38.4 76.6 1.192 9.0 11.4 6.6 4.0 Sandy silt 1D 47.3 673.7 1.4 3.3 46.2 69.3 1.424 43.8 74.0 1.268 6.0 5.8 5.4 5.1 Sandy silt 1E 47.7 673.3 1.4 3.4 49.3 68.6 1.449 49.1 70.9 1.369 2.6 8.6 3.0 6.6 Sandy silt 4D 60.3 660.7 1.4 3.3 25.6 93.2 0.803 26.7 96.9 0.732 8.4 8.6 9.9 7.3 Sandy clay Block I* IE -- 679 2.7 5.8 22.2 93.4 0.805 20.6 96.4 0.748 7.2 8.7 8.8 15.1 Silty clay

NOTE:

• Recovered from stiff silty clay lens beneath reactor containment excavation.

BVPS-2 UFSAR Rev. 0 1 of 1 TABLE 2.5D-9

SUMMARY

OF CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TESTS*,** BY OTHERS Initial Effective Confining Pressure Back Pressure Axial Strain at Boring No. Sample No.** Depth (ft) Elevation (ft) Water Content*** (%) Unit Weight (pcf) c (psi) 6 (psi)

 ( 1 -  3)max       (psi)       
 ( 1 -  3)max       (%)

Material Description 305 3 4.0-4.5 667.2-666.7 71.4 83 7.6 77.4 12.0 8.0 Gray to black organic silty sand 5.2-5.5 666.0-665.7 47.4 94 14.3 92.6 14.5 5.5 Gray silty sand and organic clayey silt 5.5-5.9 665.7-665.3 49.8 99 43.5 82.4 41.0 10.0 Gray sandy clayey silt 306 5 8.0-8.4 666.8-666.4 67.0 88 7.2 66.5 11.8 6.0 Mottled brown silty clay 8.4-8.7 666.4-666.1 76.6 88 14.2 72.8 15.0 5.0 Mottled brown silty clay 9.0-9.4 665.8-665.4 69.2 94 42.2 63.3 29.5 5.0 Mottled brown silty clay 301 3 11.8-12.1 668.8-668.5 23.5 126 7.2 61.7 28.0 14.0 Mottled brown sandy, clayey silt 11.8-12.1 668.8-668.5 23.6 126 13.6 73.2 48.0 16.0 Mottled brown sandy, clayey silt 12.1-12.5 668.5-668.0 22.3 128 41.5 62.6 62.0 12.0 Mottled brown sandy, clayey silt 308 4 6.8-7.2 668.1-667.7 74.5 89 7.0 64.7 11.8 6.0 Mottled brown silty clay 7.5-7.9 667.4-667.0 77.5 100 14.2 72.8 17.9 10.0 Mottled brown silty clay 7.5-7.9 667.4-667.0 79.3 98 43.1 91.8 35.0 6.0 Mottled Brown silty clay 310 24.3-24.7 655.2-654.8 26.9 130 6.7 57.0 40 720 Brown clayey sand 24.7-25.0 654.8-654.5 25.1 128 14.2 62.8 43.0 13.0 Brown clayey sand 25.0-25.3 654.5-654.2 24.6 128 42.2 61.2 61 720 Brown clayey sand

NOTES: *Test procedure found in Appendix 2H of BVPS-1 FSAR, Figure 2H-39. **Soil test specimens approximately 1.4 in diameter and 3.5 in high.

• • • Atterberg limits of sections of tube sample given in Figure 2H-37 and 2H-38 of above reference.

"'11 G'l c ;o m 1\) <J1 0 I .... ) SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE Of OPENING IN INCHES J NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MILLIMETERS C\1 N ..

• 0
• § tn .. "' C\1 :::::. ::::: C\1 .. 8 0 ...... ::::: ...... ::::: 2 !! 0 i 000 "' N -0 .8 8 0 0 o* * .. If) N C\1 --., "' .. IQ N ., .... NQQQ Q q q Q Q 0 "100 I 1\ 1\ I \ '-I 10 \ ' go ' ' \ \ \ \ zo \ 10 \ 1\ ' \ 1\. " ' 30 I-\ I'\ 70 ., '\. "' 1\ '\. =-' " SAMPLE TESTED 0 \. "-I "' ' ' z 40 1\ 7 60 .... \. '" =-' "' '\. '\. .... 50 Jl ' ' v "-50 z \ "' .. ' \. 0 SAMPLE CCMPLETE ' ' Ul \ -< 50 ' 40 "" " * "\..: '\. Gs = 2.65 '-' G) ' % 70 "' 1\ 30 ' '\.. ) \. 1\. eo I"-20 ' "' l'oo.

r--..... -tO ---. 10 10-;> I III I I I Ill I I II I I l 1 r fll I II II :11 I 0 0

• 1'1 .. II) C\1 -: q 0 g6 "' N 0 0 a 0 N GRAIN SIZE IN MILLIMETERS qqq q q COBBLES COARSE I FINE COARSE 1 MEDIUM I Fl NE I SILT OR CLAY GRAVEL SAND 1 FINES SAMPLE DEPTH (FT) %GRAVEL %FINES 0 so 010 Cu Cz CLASSIFICATION 6,8,9 CCMPLETE 20.0-31.5 31.7 9.2 6.2 0.09 68.9 0.83 GRAVELLY SAND ( SP-SM) TESTED " " 19.2 13.4 1.7 SILTY SAND (SM) ----co(/J i CJl 1--3 H ., "' :0 H 0 1--3 "' z l\) ""' z "' :0 0 ,.. 1-'-4 ltD -J"' -< * "' s; G) % -J "' (/J ,.. E 'V I "'"' 1'-z 1--C>> i ..,Dill "' ....--=-(') (/J CT ....,. ::s ......_, ) 0 I ;;; oz q-4 £> (j) z tzj H £ 1--3 H z 0 0 ....... l\)Z l\)C .f:'o-C ...... c. "' =-"' )( 'V oo .... 0-< l\)'V "' ,.. z 0 z c E Ill "' =-(I) -t 0 z "' g "' m (I) -t "' =-"' z Ci) z "' "' =-z Ci) n 0 ., 0 * ::! 0 z Gl ::u 0 ::::! 0 z 0 c ::u < , (/)

TJ ...... G) c ;o rn (11 0 I 1\) SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD s: N *

• 8 0 N * ' ::::: ' !! 0 i i ooo :! 2qo,Q o* * .. II)N N --.., .., * "' N ., .. ,.. 10 !\. \.. \ ' zo \ '-\ \ ""' \_ ['.... ' ...... 30 '-.......... , \. .... i'o.. "' ' =-\.. ............

SAMPLE 12 0 ' ........ "' 40 ""' ..... If z " ""' -4 ...... r\..T =-...... ' "' .......... ' -4 ,. 80 z -......,__ \ "' # ............ 0 SAMPLE 13 _, ' ' ' \ II \ -< 60

• 1\ \ \ "' \ \ c; \ \. :z _l \ -4 70 ' \. \.. ' ' \ 1'-10 ' \ ' tO '-"

II I II I I I Ill I II I I I II il I I I I II II 6 ;. . . ., . .., N -'* -: !'! 0 N GRAIN SIZE IN MILLIMETERS COBBLES I COARSE I FINE COARSE MEDIUM I FINE I GRAVEL SAND SAMPLE DEPTH (FT) %GRAVEL % FINES 0 60 0 10 Cu Cz 12 50.0 -51.5 24.1+_ 18.7 0.5 ---13 55.0 -56.5 41.7 6.2 5.9 0.18 32.7 0.11 ) ) HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS

• §., * "' "' 0 .., N -0 .8 8 0 0 Q Q Q 0. 0 "100 to 10 70 60 50 40 30 20 ro 0 q 0 g g 0 .., N 0 a 0 . . q 0. SILT OR CLAY FINES CLASSIFICATION Sll.TY SAND GRA 'VaLY SAND ( SP-SM) t;j(l) t""-1 r-' "U 0 (/) 1-3 H 0 z .., 1"1 ::a H (') t-3 1"1 z l\) z 1"1 ::a m 0 ,. -.J"' oo( * !:!! ::0 G) . % -.J "' (I) ,. E .., ,.. "' z 1---' c l\)E Cll en 1---' \,J 0 r-oiti rn z t:rj t""-1 H £ 8 H z 0 0 > 0 l\)Z ::1 1"1 )( .., o--<

,.. z c z c E m rwt ::a ) en -f 0 z "'

• E "' m Cit -f I'll ::v I'll z G) z "' "' ::v z Q n 0 :a , 0 :a ::! 0 z (i) )> 0 )> :::! 0 z n c ::a < 1"'1 fn 1\) (J1 0 I VJ ) ) SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD GIUIN SIZE IN MILLIMETERS N N *
• 8 0 0 * ..,. * §.., * .., N ::::: N * :::t ..... :::::: ...... ::::: 2 !! 0 i i 000 ! 2 q q Q .., N -0 . 8 8 0 0 o* ..
• lfiN N --.., ..,
• 10 N ., ...... Q Q Q Q Q q 10 zo ' " \ ' \ ' \ ' _. SAMPLE 19

\ .,.,... '11 \ "" "' \ ' >> 0 "' ' "' 40 ' ..... z \ '--t """"->> ' I'.. "' '\.. -t ........... ,. 10 z SAMPLE 20 -----1'-"' ' '\.. 0 ' \ CD \ -< 10 ' \ * ' ...... "' ........ I\ Gi .......... ' z ..... 70 ' \ " \ '\.. \ 10 1"-' " \ '-....... to !"...--...... I I I il I I 1111 I II I I I 11 j_J l ll I llll 6 .. ., .... .., N '-! ... L'! -: q 0 10.., .., N 0 QQQ 000 0 a N GRAIN SIZE IN MILLIMETERS 'Q Q Q Q Q COBBLES COARSE FINE COARSE I MEDIUM I Fl NE I SILT OR CLAY GRAVEL SAND FINES SAMPLE DEPTH (FT) % GRAVEL %FINES 0 so o,o Cu Cz CLASSIFICATION 19 34.0-35.5 29.0 9.0 1.9 0.09 21.1 0.34 GRAVELLY SAND (SP-SM) 20 35.5-37.5 43.8 11.0 5.5 ---GRAVELLY SAND (SP-SM) en 0 0 '100 c.o=i t-'1 go r-' 80 H 8 l\) 70 '11 "' 60 0 "' z ..... !SO '?I z "' 40 CD -< 0 ,. l\);;1 l\)

• G) 30 % ..... -..J ()'\ 20 en ,. 10 ...-E

"' > E 0 o::a 0 en Q ) n ,... !::='-q z tzj t1 H §a 8 0 > ...-p l\Jz !-JCD "' =-"' ::o5 0 ...-z 0-4 0-c V'l, "' ,. z 0 z c E IJI "' :::0 en ... 0 z "' .. * "' m en ... "' :a "' z G) z "' "' :a z G) n 0 :a ., 0 :a ::! 0 z I\) U1 0 I SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES l NUMIER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MILLIMETERS N ..

• 0 0 .. ., 'It Q 8. § 8 8 ., N N .. ..... ::::: ..... :::::. 2 ! 0 i 000 !

., N 0 0 o* * .. lf)N N --., ., .. 10 N ., .... Q q Q q 10 1\ \ ,__.SAMPLE 20 --\. -./ zo ......... / \. ' / \. ....... ,. '\. ..... !--£ _\ -30 ......... """' ., '" ..... "' ' ::. """ n ............ 1'\. "' "\ z 40 '" ::. \ "' \ ' -4 ,. ao \ _l_l z --SAMPLE 18 "' \ \ 0 \ ' ./ .. \ / &0 \ \ j * ' \ L J "' Q l \ 2: -4 70 !\ \ \ \ ' \ eo " " ' ' " '-' iO "" 10-.!) il lll .1 1 l lllll l1 l 1 I I I lJ I I II l II II

• n., ., N -: q -., N 0 0 0 0 a N GRAIN SIZE I H MILLINETERS <:! COBBLES I COARSE FINE (COARSE MEDIUM FINE SILT OR CLAY GRAVEL SAND FINES SAMPLE DEPTH (FT) %GRAVEL % FINES 0&0 o,o Cu Cz CLASSIFICATION 18 29.5-31.0 33.1 12.9 1.1 ---SILTY SAND (SM) 20 32.5-34.0 22.3 9.3 0.48 0.08 6.0 1. 76 GRAVELLY SAND ( SP-SM) ) ) (I) ::D=i tx:t"' 0 0 "100 t;3 ::0 ;S r' iO J:-1 f:4 80 H 1-3 l\) 70 , 60 "' :a 0 "' z -t 50 ., z "' :a 40 al 0 N,. * "' 30 G') :z: -t -.J 20 en ,. ....... c 10 <>>;! >"' E 0 !\.) .. 0 en n t:1c: c::"' IOZ q-4 fh H §a 1-3 0 '"""d t-'0 ......,c Ill "' ::t "' )( t:xJ"'D or H,. Po z ....... o-t ,. z 0 z c E al "' :a ) (I) -1 0 z "' * * "' * (I) -1 "' :D "' z G) z "' "' :D -z Ci) n 0 :u .,. 0 :u * ::! 0 z G) :a :.. 0 :.. :::! 0 z n c :a < "' (I) 1\) U1 0 I U1 ) ) SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE Of OPENING IN INCHES I NUMIER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MILLIMETERS N N ..
• 0 oco.,* * §., .. "' N :::::. ::::: N .. 8 0 ..... ::::: ..... ::::: 0 0 i i ooo .. 2o.o.Q "' N -0 .8 8 0 0 o* * .. If) N N --.., .., .. co N IntO ... -Q 0. Q Q Q q 0 I I I I r I I J .100 *' I l L___I I I I I I I 1111 I 1111111 I I_ NOTE: one piece of 1.3 inoh gravel omitted from Sample 16--10 go 1\.. zo \. 80 " ,\. ""

\...\. 70 "' "' ' =-0 ' "' ' z 40 60 -4 " =-" "' ' -4 ,. 10 ' 50 z "' "' 0 \.\. 1111 \...\. -< 60 -SAMPLE 16 40 ,/ * ./ "" G) ,.. :z: -4 70 30 10 """' 20 't'ooo.. ..... -SAMPLE 15 / 1""'1111!.. to ........ 10 II II II I I I 1111 I II I I I II II I I II II Ill I 0 0

• lOti ... .., N OW: "! 0 8 If) N 0 0 a 0 N GRAIN SIZE IN MILLIMETERS
• o. 0. 0. q COBBLES I COARSE I FINE COARSE MEDIUM I FINE SILT OR CLAY GRAVEL SAND FINES SAMPLE DEPTH (FT) %GRAVEL % FINES 0 60 010 Cu Cz CLASSIFICATION 15 26.0-27.5 40.3 8.9 5 .o 0.10 50 2.9 GRAVELLY SAND (SW-SM) 16 28.0-29.5 41.0 7.5 5.1 0.12 42.5 2.0 GRAVELLY SAND (SW-SM) (I) :..:o f2 ::0 <: H 1-3 l\) 1"1"1 (") 1"1"1 z -4 , z 1"1"1 CD 0
• l\)-f \.JJI"' -<
• 1"1"1 G) :z: .J 0' (I) _,. ,... E 1-'aJ Q'.l"' :::u (I) ) 0 ,... t:J;;j c.:::z £;-f c::: t*j (/) 2! tr.l H 1-3 0 '"0 ...._.!=)

Nz Nc ....... 1111 "' ::1111 "' ::oo o::! 0 ...._.z 0-4 0-< "' ,. z 0 z c E CD "' (I>> 0 z "' g * "' CD (I>> "' :1 "' z Q z "' "' :1 z Q 0 0 :1 ., 0 :1 ,. 0 z n c ::1J < en '11 ..... G) :0 c rn N U1 0 I 0\ SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMIER OF MESH PER INCH, U.S. STANDARD N ..

• 8 0 o * .,. :::::: ...... N ..... .. 0 i i 000 ! o* .. .. lf)N N --"' :::::: ,., :::::: "
• 2 ! N ., ....

10 l 1\ \ zo \. \ \. " 50 .......... '\.. 'V " ,--SAMPLE 12 1"1"1 """ =-' / n '\ "" 1"1"1 \. z 40 ' -t \ =-\. 1"1"1 \. -t 50 \ z "' \ \ c \. Ill '\. 10 ,\. * " !'-" SAMPLE 11 !!! v G) "" _,. :z -t TO " 10 '"' ""' ........: - 3/4 inch fraction of tO -plus Sample 11 ""ili II!!., -consists of one piece gravel !"'iiillllll -_L 1 l I I I J I I I I I I I I I 1 J l I I I I I I I I I I 10"'1) I I Ill II I II I I II Ill I Ill II I II I 1111 I I I II ,II I g . ., .. "' N -"! I'! 0 QQq N GRAIN SIZE IN MILLIMETERS I COARSE I FINE COARSE MEDIUM FINE COBBLES GRAVEL SAND SAMPLE DEPTH (FT) %GRAVEL % FINES 0 60 010 Cu Cz 11 30.0-31.5 56.4 7.3 7.5 0.22 34.1 1.19 12 32.0-33.5 51.3 6.3 6.8 0.19 35.8 2.51 ) ) HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS

• §., * ,., N 0 ,., N Ci8. . 8 8 0 0 Q Q Q QIOO tO 10 70 eo 40 30 20 10 0 q o o 8 go , N 0 0 "C! Q SILT OR CLAY FINES CLASSIFICATION SANDY GRAVEL ( GW-GM) SANDY GRAVEL ( GW-GM) en llJ !=d t'-1 r f@ H l\) 'lJ 1"1"1 :u n 1"1"1 z -t , z 1"1"1 :u Ill 0 * ....,.-t oo"'
• 1"1"1 G) % -...J -t (J\ en
• E .., ....,.r-.-."' e31 "' ...... l\) ) n r-t:1r;j c::::z D-t 2: tz;j t-t H 0 .....,...

3 0 ;x::. !-0 ........ l\)Z l\)C ....... 1111 "' =-"' )( .., r-roo o=-

H-zo pz -t ....... Q" ........ z c z c E Ill "' ::u en -4 0 z "' at * "' CD en -4 "' :11 "' z G) z "' "' :11 z G) n 0 :11 , 0 :11 0 z Ci) ::a )> 0 0 z 0 c: ::a < , (/) G) c ;o m 1\) U1 0 I ...... ) ) SIEVE ANALYSIS SIZE Of OPENING IN INCHES I NUMIER OF MESH PER INCH, U.S. STANDARD N N *

• 8 0 oiO.,. :::::. ::::: ...... N ...... * ! 0 i i 000 ! 2C!QQ * *
• lf)N N --., ::::: ., :::::
• 10 N ., ..... 0 ... 10 ' "' 1'-" 10 " ' "\. 30 ' ., "\. "' ' :II "" n "\. "' " z 40 " -t :II "\.. "' "\. -t . ' 10 z "' \. 0 ' .. \ -< 10 \. * ' "' 1\ Gi \ :z \ -t 70 \ \ \ , 10 \ \ \ "\.. ..... tO ..... ..__ 10"'1) ll Ill I l I ll I I II I I l II I I I I I .Ill J . ., . .., ... L'! 0 N GRAIN SIZE IN MILLIMETERS COARSE FINE COARSE MEDIUM FINE COBBLES GRAVEL SAND SAMPLE DEPTH (FT) %GRAVEL %FINES D60 0 10 Cu Cz 12 32.0-33.5 18.4 5.4 1.4 0.2? 5.2 0.66 HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS
• §., * "" N 0 "" N -0 . 8 8 0 0 Q Q Q Q Q q 0 "100 tO 10 70 60 40 30 20 10 0 Q 0 0 ., N Q 0 0 . Q Q Q Q Q Q SILT OR CLAY FINES CLASSIFICATION SAND (SP-SM) (I) .... ::;]PI b:x.j ;:;;. ;] :::0 t-' t*-< H f--3 1\.) "V 1'1"1 n 1'1"1 z -t , z 1'1"1 ID 0
• l\)-1 N"' -< 1'1"1 G') % .....J ..... 0'-(I)
• 1-'E l\)., ,... "' z c:: E Cll "' (I) ) 0 ,... t:Jr'i tL) .... tzj {.f) z tzj r H p ::X:: f-3 0 '"d :x> p 1-' l\)Z l\)c: .t--E ........ "' =-"' )( t:D., or-H:. Z-t Po z 1-' 0-f 1-'-<
• z 0 z c: E ID "' en -f 0 z I'll at
• I'll m en -f I'll ::a I'll z Q z I'll I'll ::a z Q n 0 ::a ., 0 ::a :::! 0 z Ci) 0 ..... 0 z 0 c < , (I)

"'Tl G) c :::0 m N (}1 0 I ()) SIEVE ANALYSIS SIZE OF OPENING IN INCHES T NUMBER OF MESH PER INCH, U.S. STANDARD N N *

• 8 0 o.,.,. ..... N ..... 0 i 000 ! o* *
• II) N N --.., .., ... 10 !! "' .,.,.,._ 2qqQ 10 l 1\\ ' 1 zo '-\ ' ., !0 1\. ., \"' "' :II " 0 1'-\.

21 "' '-\: z 40 \ i(" -4 \V :II \. "' \\. -4 '-)I> ao i '"' "' \ 0 \\. ID '-' 60 * "'" "' " Gi , ...........

z -4 70 '" ........ " ...........

-- 20 "'!iii...,..... "' ' eo ' ' " ' "' " ' 1'-*o I'. ...... """"' r--10 .. ;> II 1111 I I I Ill I I II I I I II II I I II II II * . ., .. "' N Ci.li'l -.: "! -: q 0 N GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE COARSE MEDIUM I fl NE I GRAVEL SAND SAMPLE DEPTH (FT) %GRAVEL %FINES Dso 010 Cu Cz 20 29.0-30.5 53.4 7.0 7.9 0.17 46.5 0.9 21 30.5-32.0 49.3 6.0 6.7 0.24 27.9 2.0 ) ) HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS

• 8 "' "' "' N -0 0 0 0 Q q Q 0. Q q 0 "100 90 80 70 60 50 40 30 20 10 0 q q 0 & g86 "' N 0 0 *o. .0.0. q q SILT OR CLAY FINES CLASSIFICATION SANDY GRAVEL (GP-GM) SANDY GRAVEL (GW-GM) (/) . ,.; -4 C"' L' ,..... 2! t-i 1--3 l\) , 1"1'1 ::lD 0 1"1'1 z -4 "" z 1"1'1 ::lD Ql 0 )I> l\)-4
• Ci) :z: ...J 0' Cl) ,.. or->z t:IE ID ..... :a Cl) 0 r-t:Ji'i c:::z £;;-4 c::: t:r::J ()) tx::J t-< H 1--3 0 t-el c.. ....... !:> Nz Nc .......... :II )( w;! oo ::::c::. HJI> 2::! ...... :;: o-v t-tl'l .. z 0 z c E ID "' :a ) en .... 0 z "' g "' CD en .... "' =-"' z G) z "' "' =-z G) n 0 ., 0 :j 0 z G) ::u 0 ::! 0 z 0 c ::u < , en

-2 2A B *

• 126.1 132.0 c .129.8 125.8.
• 140.4 129.8 128.0 *
• 125.4 .134.6 NOTES I. GROUND ELEVATION INSIDE COFFERDAM-679.5FT. 2.
• 129.8-TEST LOCATION AND IN PLACE DRY DENSITY ( PCF). 3. BAG SAMPLES OF SILTYCLAY RECOVERED FOR TESTING.
• lO C\J Q) w 8 127.8
• 134.2 .127.5 .129.2 4 I
• 110 3 1034 *
• 3
• 113.98 131.4 .136.0 N3910 127.4. 128.1 * .135.7 114.6 lA REACTOR CONTAINMENT COFFERDAM 0 20 SCALE-FEET FIGURE 2.50-9 IN PLACE DENSITY TESTS REACTOR CONTAINMENT 40 BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT (J1 0 I ...... 0 SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE Of OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MILLIMETERS N N *
• 8 0 o.o.,. * § 8 8 "' N ::::: N
• 0 .... ...... :::: 2 !! 0 i ooo 2 q 0. Q .., N Q 8. 0 0 o* * * (II) N N --., ..,
• co N In lit ... Q 0. Q 0. 0 "100 10 ' \ ' -

A-4 r-... v ' i\ v -NOTE: Most of the gravel size particles -zo -80 1\ \' in Sample A-4 are pieces of hard -1\ \ \ \ dried clay. -\ \ -30 \. \ 70 ., ' "' t\. =-' \ 0 1: "' ' z 40 60 \ ' \ =-' "' !\ ,.. 10 \ 1\ \.1\ 50 z "' \ 0 1\.\ CD \.\ -< 60 ' 40 ' * "' '-1""-oo.... Gi :z: 70 .......... 30 I ' li"' ./ 10 ""' 20 SAMPLE A-2 r""'o..._ ...... .......... tO 10 10-;, II II II I I I 1111 I II I I T II 111 I II lll I 0 0 .Oil). ., N II! '* 'f; "! -: q 0 lit.,"' II) N 0 qqq 0. g 00 0 0 N -GRAIN SIZE IN MILLIMETERS

• q . C! C! 0. q COBBLES I COARSE FINE COARSE MEDIUM FINE SILT OR CLAY GRAVEL SAND FINES SAMPLE DEPTH (FT) *1. GRAVEL % FINES 0 so 0 10 Cu Cz CLASSIFICATION A-2 ---64..3 13.8 15 ---SILTY GRAVEL (GN) A-4 ---66.3 29.5 11 ---CLAYEY GRAVEL (GC) ) ) "' co t-t @ H 1-3 1\.) ., "' ::a 0 "' z "" \ z "' ::a c ,.. VJ ...... "' CD -< z "' G) % ....J 0'-en I , N' "' :r>z si tD :r>"' I ::a ) n ,.... i'i t::1Z z l?=j t-t H £ 1-3 0 > 0 ...... 1\.)Z 1\.)C f::l "' =-"' )(

l?=j-< , "' ,.. z c z c E tD "' en .. 0 z "' * * "' m en .. "' :a "' z Ci) z "' "' :a -z Ci) n 0 :a , 0 :a :j 0 z Gl ::a ,. 0 ,. ::! 0 z 0 c ::a < , en 1\) CJ1 0 I ..... ..... ) ) SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES I NUMIER OF MESH PER INCH, U.S. STANDARD GJitAIN SIZE IN MILLIMETERS N N ...

• 8 0 0 "' ., ... * § ., ... "' N ::::::t ' N ' ... 2 ! 0 i i 000 :! .., N Q 8 . 8 8 0 0 o* "' ... IJI')N N --.., "' ::::: ... 10 N .,"' ... 2qqQ Q q Q q " " 10 \ \ \ zo _l \ \ NOTE: Most of the gravel size particles r\ are pieces of hard dried clay. ' 30 -\ ., "' \ :II \ 0 \ "' z 40 ' ..... :II "' 10 z "' \ 10 \ .. \ -< 10 \ * '\. !!! '\. G) \. z \ ..... 70 l\.. ..... 10 -r--... 10 10""1;1 I I I I I I I 1111 I II I I I II II I I II II II I 6 . . ., ... .., N II! 1( "'! Q 0 J .., N 0 0 N GRAIN SIZE IN MILLIMETERS
• q q COARSE FINE COARSE I MEDIUM I Fl NE SILT OR CLAY COBBLES GRAVEL SAND FINES SAMPLE DEPTH (FT) % GRAVEL %FINES Dso DIO Cu Cz CLASSIFICATION A-3 ---77.? 16.7 13 ---CLAYEY GRAVEL ( GC) en -1 "' 0 0 tJj "100 go r r 80 H 1-3 l\.) 70 ., 60 ,., ::a 0 ,., z -1 50 '?I z ,., ::a 40 ID 0 * ............

l\.)"' -< ,., t-< 30 Ci) :z: ....;] ..... 0' 20 U) ,.. E ., 10 >r-I ,., v..>z c E al _o ,., ::a 0 U) q ) 0 ,... e;,;ii .c;-1 Eij (/) tx:l r H 1-3 0 > 0 ....... . l\.)Z l\.)C ......... "' =-,., )( ., p= ..... w-

• z 0 z c E al ,., ::a (I) -4 0 z "' " * "' m (I) -4 "' :.. "' z G) z "' "' :.. z G) n 0 :.. , 0 :a ::! 0 z (i) ::0 0 0 z 0 c ::a < "' (/)

"11 ..... G) c ;o m 1\) (11 0 I ..... 1\) SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD GltAIN SIZE IN MILLIMETERS N N ..

• 0 o * .,. * §8 8 ., N :::=. N ! .... .... 2 ! 0 000 !

., N Q 8 0 0 o* * .. II) N N --.., .., .. 40 N ., ..... Cl q Q q I I I I I I I r I T ' -SM'J>LE B-3 , 10 1\ """" \ \ \ i\ ""' zo "' '"' 1""""-o. 1\.'\. """ \. " '1\. 30 '-1\.\. ., "' "'\. :ll \\. 0 \. \.1\. "' ' " --SAMPLE B-2 40 z 11\ _... 1\\ 1\.....,...

ll \\. \. "' " " ,. 10 ' '\... z "' \\. """ 0 """""" at \.. ........ -c 10 '" ...........

..........

• '\... """""" ...... "' ... """'-Q "-.............. % 70 ........ ...... "" .....-..;:

........ r-..... ""' ' "' llr..'\.. ........ "" 10 1..'-. """ ' 4 "'I SAMPLE _... " "I .. B-1-tO ' -.... """' .._I'----10 .. I I II II I I 1111 I II I I I II II I I II II II 6 i . ., ... .., N 't: II! q QQQ 0 . ., .., N 0 q 8 0 0 0 N GRAIN SIZE IN MILLIMETERS

• q .QQ q COBBLES COARSE I FINE COARSE MEDIUM I Fl NE SILT OR CLAY GRAVEL SAND FINES SAMPLE DEPTH (FT) %GRAVEL %FINES 0 60 010 Cu Cz CLASSIFICATION B-1 -54.9 5.3 11.3* 0.31* 36.5* 0.73* SANDY GRAVEL (GP-GM) B-2 --53.0 10.2 10.1 -----SANDY GRAVEL (Gf-GM) B-3 --62.2 10.6 12.0 -----SANDI GRAVEL (GP-GM)
• Based on sand and gravel fractions only ) ) (I) =4 co"' 0 0 '100 ::0 tO r r 10 z H t-3 !\) 70 ., "' 60 ::u 0 "' z 50 , z "' ::u 40 tD !!Ci;1 * "' 30 Ci) % .....J 0' 20 en 10 .. ...... .. "' l\)11: aD _o 0 q >"' f 'W 0 r-.v E5 tx:l t-t H §d 0 !f ....,.r-l\)p l\lz .....II: at "' =-"' Q6 >> '"dz t-4-4 t:xj-c ., "' ,. z 0 z c: II: aD "' :a ) 0 .... 0 z "' at * "' al 0 .... "' :a "' z G) z "' "' :a z G) n 0 :a ., 0 :a ,. 0 z G') :a ):. 0 ):. ..... 0 z n c: :a < "' (/)

G'l c ::0 m N U1 0 I ) ) SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMIER OF MESH PER INCH, U.S. STANDARD N N ..

• 0 0 0 Ill II) .. N .. :::::. ...... ...... 2 ! 0 000 ! 2QQQ o* *
• lf)N N --.., ..,
• 10 N ., .... 10 t--.. 1\. !"... zo ' ""' ' !"-'\ ' '\. !\. '\. '\. " " ., ' ./'

B-5 "' ' \ v =-' v n I\. ' "' ' 1\ 40 z \. ' .... '\. '\. =-' "' 1\ 10 ' ' " z "' 1\ ""'-0 ............. lit If\.. -< 10 ./ ' -... SAMPLE B-4-""""" * ' '-"' " "' Gi " % .... 70 ......... "'Ill ......._ -.......... ...... """' .......... 10 " ........ ""'"""' ............ r--to 10...,) II I III l I l Ill I I II I I I II II I I II II II 6 * . ., .. .., N "! qqq 0 N GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE I COARSE MEDIUM FJ NE I GRAVEL SAND SAMPLE DEPTH (FT) %GRAVEL %FINES 0 so 010 Cu Cz B-k. --67.5 12.9 17.0 ---B-5 ---'5'3.'3 23.8 8.3 ---HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS

• §II) * .., N 0 ., N Q 8 . 8 8 0 0 Q Q Q q 0 "100 90 80 70 60 so 40 30 20 10 0 q Q 0
• II) .., N g 0 0 0 0 *q .QQ q Q SILT OR CLAY FINES CLASSIFICATION SILTY GRAVEL (GM) SILTY GRA. VEL (GM) t:xl-i ::0 r t-t H 1-3 1\.) ., "' :a n "' z .... , z "' :a 0 1\.),.. 1--4-i "' ID -<
• t-< G) -..J % .... "' en ,.. )>z til "' \11 ) n t:JC C::::"' CJZ C/) tzj t-t H 1-3 0 1-'0 1-'K .. "' =-"' )( ... t-t-t t;rj-<

... z 0 z c K til "' ::u en -1 0 z "' .. * "' al en -1 "' :-. "' z G) z "' "' :-. z G) n 0 :-. .,. 0 :-. ,. 0 z G) )> 0 )> -t 0 z ("') c < r"1 (I) G) c ;o fT1 N Ul 0 I .... .p SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE Of OPENING IN INCHES l NUMIER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MILLIMETERS a! a! ..

• 8 0

.. * §., .. Ill N ::a ..... N ..... .. 0 i i 000 .., N -0 .8 8 0 0 o* * .. ., a! a! --.., ::::: ., ::::: .. 2 !! N ., .... 2QQQ Q q Q 0. 0. q l\. ' 1\.'-10 "" \. .. *'-\. zo "' *' \ \\. ' \.\ \\.\ 30 \ ., '\." "' \. ,l, =-\.I\\ 0 "\.\ "' z 40 \I'--t '"' C-3 -=- ./ "' \. \. " / -t " "' /

• 50 " " ""' z "' " c ..1'\. ..........

at f " ' ....... 60 / ' ........ * ' 1'... "" SAMPLE C-4 -f-' " ........ "-"' c; "-......... " ""' " ::z: -t 70 ............. ""'! """ [} "'-"' \ ./ f-SAMPLE C-2 " ""-1\.. " / 10 '-'"' "" 1\.' " \. N "" ' ......... ...... i'oo.. tO , .......... ..._ ............ -"""-10..,? II !I I I I I 1111 I I I I I 1 L lll 1 11 Ill I 0 * . ., .. ., N ... "': -: q q -.., N 0 0 0 0 a N GRAIN SIZE IN MILLIMETERS

• o. . COBBLES I COARSE I FINE I COARSE MEDIUM FINE SILT OR CLAY GRAVEL SAND FINES SAMPLE DEPTH (FT) "1. GRAVEL % FINES 0 so 0 10 Cu Cz CLASSIFICATION C-2 ---55.7 10.1 G.4 ---SANDY GRAVEL (GP) C-3 ---49.4 4.5 9.3 0.25 37.2 1.40 GRA. VELLY SAND ( SP) C-4 ---59.2 7.7 11.0 0.21 52.4 0.97 SANDY GRAVEL (GW-GP) ) ) (IJ f i -t

.;: .. 0 0 "100 ;::a ..-"" t*" 90 r r-1 2! 80 H .--3 1\.) 70 "'0 60 1"1"1 ::u 0 1"1"1 z -t !SO ., z 1"1"1 ::u 40 til c

• 1\.)
• 1"1'1 K 30 G') % -t ....J "' 20 (IJ ,. E ., 10 o:;; I 1\.)Z ... c E 0 I ::u 0 q \.JJ(IJ :X::. a 0 I (") c:::

(.{:0 z r f--1 fi 0 1-d ;:Do 9 ,......., 1\.)z 1\.)c 1--'f'l ::1 "' X ., ,... 0 0:::! 0 (i)Z t%.1 ,. z c z c c Gl "' ::1 ) en -4 0 z "" at * "" lCD en -4 "" :a "" z G) z "" "" :a z G) n 0 :a .,. 0 :a 0 z Cil )> 0 )> :j 0 z n c: < (/) 1\) U1 0 I ) SIEVE ANALYSIS SIZE: OF OPENING IN INCHES l NUMIE:R OF MESH PER INCH, U.S. STANDARD N N ..

• 0 0 otQ.,,. :::: N * :::: ..... :::: ' :::: 0 i 000 ! 2ooQ o* .. * .., Cll Cll --.., Ill .. co N " '\. 10 ' "\ \ \ '\. \ \ \ zo \ \. '\. \ '\. \ -'\. 1'\. 30 " \ ., 1"1"1 ' \ :II \ ' 0 ..........

1"1"1 \ ---. r--40 z 1\ r---..... \

II 1"1"1 '\. .........

- C-5 ..... i"'\.

• 50 1'\. " z "' \ \ 0 --\ al -L\. -< 60 -SAMPLE C-1 1\ \ * \ \ ' \ " \ G) '-\ % ..... 70 " .......... 1\ .............

\ ........._ \ 10 -.... ......... \ ......... ' ........ ......... I' ....... j'"-...... -1'---10...,) II II l l l l Ill l d l l 11 lll 1 u II Ill I .. ., .. .., N . 0 qqq N GRAIN SIZE IN MILLIMETERS COBBLES COARSE I FINE I COARSE I MEDIUM Fl NE GRAVEL SAND SAMPLE DEPTH (FT} % GRAVEL %FINES 0 so 010 Cu Cz C-1 --69.7 6.3 18.0 0.22 81.8 5.34 C-5 --38.2 10.0 2.4 0.075 32.0 0.50 HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS

• . .., N .., Cll -0 .8 8 0 0 Q q Q Q Q 0 q q -. ., .., Cll 0 000 0 a Q q SILT OR CLAY FINES CLASSIFICATION SANDY GRAVEL ( GP-GM) GRAVELLY SAND (SP-SM) 0 0 "100 go 80 70 ., 60 , ::lD 0 , z ..... 50 , z , ::lD 40 aJ -<
• 30 G) % ..... 20 10 0 0 0 ) (/) 0 LlJ -4 tJC C.::"' .Cz c::::-4 t:tj ::u Cf.l :2:: <: tx:! ;J:>o r r r H 0 ::r: 1---3 c:::: z 0 H §! 1-3 l\) ::x> 0 o--* ...... 0 -4 Nc:

Ill "' ..._J =-0" (/) "' ......;! 0 ;::::.."' (/) =-g o, t"-1 l:ut_::l:j-4 "'

• z 0 z c: 1: ID "' :u (I) -t 0 z "' g "' m (I) -t "' "' z G) z "' "' z G) n 0 , 0 0 z 0 c ::u < "' (/)

Tl ....... G) c ::0 rn 1\) U1 CJ I .... 0\ SIEVE ANALYSIS SIZE Of OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD N N ..

• 0 0 0 G II) .. ::::: N :::::.. ..... ::::: ..... 2 0 i 000 ! 2qo.Q o* * ... lf)N N --., ., .. co N ., ..... 1\. '\ ' " \\ 10 \\ 1\.' YH\ \ l\\ zo \ 1\.\\. '1 1\ 'l\. \ l."'\ \ 1\'\\ 30 \ \\\ ., \\\. "' 1\. \ =-\ \ n \ \ i\\ "' 40 \\ \. z \ SAMPLE D-2 \ " =-l\ / T "' 1\\ \. ' v '\ [\./ T 10 ' '\ " -SAMPLE D-1 z "' 1\. l--"' 0 \\. " "" Ill 60 \"'-..........

' \ 1'-. ........ * \ ........... I".. "' ' ........... ................. G; SAMPLE 1\ :z D-3 SAMPLE D-5 70 ' """-....... '-.. I " I ' 1 -.....;.: li 10 ..... ,\. '\ .............. \\ ........ \\ ........ \ 1\ ""' _\ tO ' I'.._ """"" 10"'1) II illl I I I 1111 I II I I I TT TTl I II II II II 5 c * . ., .. .., N -II! '* "': "! q 0 N N GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE COARSE MEDIUM Fl NE GRAVEL SAND SAMPLE DEPTH (FT) % FINES D60 0 10 Cu Cz D-l --52.9 4.5 9.3 0.34 27.4 0.23 D-2 --56.9 2.5 11.0 0.42 26.2 0.19 D-3 --71.8 4.2 13.0 0.27 48.1 7.70 D-5 --62.8 1.5 1'5.0 0.11 l-'5.'5 0 li2 ) ) HYDROMETER ANALYSIS G"AIN SIZE IN WILLIMETERS

• §., .. .., N 0 , N -0 0 0 Q 0. Q . 8 8 Q 0. 0 '100 90 80 70 60 so 40 30 20 10 _o 0 . ., , N 000 0 0 Q Q Q Q Q SILT OR CLAY FINES CLASSIFICATION SANDY GRAVEL (GP) SANDY GRAVEL (GP) SANDY GRAVEL (GP) SANDY GRAVEl ( GP) (I) "' w ,..::> <: c::J ::::0 t-< t"' H .....:] l\.) 'V "' ::a 0 "' z ..,.. z "' ::a CD 0 -< "' 1-<1 a X J 0' U) t:J* II: 1-';! ... "' t:J IZ l\Jc ... 1:

a ::a WU) > E3 t:J I "" ) n c "' c:: cC c:: t:x:J CJ} z tzj t-' H .....:] 0 "1:1 !=> ....... z Nc NK 1-J"' =-"' )C 'V (/)0 '"tl-4 tr=.l"' z 0 z c 1: CD "' ::u en -f 0 z "' IJ * "' m en -f "' :a "' z G) z "' "' :a z G) n 0 :a , 0 :a ,. 0 z Ci) :u 0 :::! 0 z 0 c :u < , (/) II ...... G) c AJ m N U1 CJ I .... ) ) SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMIER OF MESH PER INCH, U.S. STANDARD N N ..

• 0 0 oco., .. ::::::, :::: ..... N ' .. 0 i 000
• o* .. .. lf)N N --If) :::::: "' .. ID 2 ! N ., ..... -2 q Q Q \ 10 \ \ ' \ \ zo , \ f----' ., 30 \ "' \ =-*'"" n \ "' z 40 '\. \.. =-"' ' '-... 50 z ' "' 0 ."-. IIJ -c 60 '-* ' !!! .........

G) % ........... 70 ........ ""' " "' 10 ' ' 1\.. '-l"'o. to ..... -----. 10"'1 I I Ill I I I Ill I I I I I II II I I II II Ill 0

• ID II) "'t If) N -C( -: q 0 QQQ N GRAIN SIZE IN MILLIWETERS I COARSE I FINE COARSE MEDIUM Fl NE COBBLES GRAVEL SAND SAMPLE DEPTH (FT)

%FINES D60 DIO Cu Cz D-3B ---57.1 8.3 12.0 0.15 80.0 0.80 ) HYDROMETER ANALYSIS GftAIN SIZE IN WILLIMETERS

• §., .. "' N 0 If) N -0 . 8 8 0 0 Q Q Q Q Q Q 0 "100 en n en :::j *--< ,.... -t '--'-[J.-:;"' C:::l"' 0 ;J> £.> z z

"' en at z 90 r t-' * [--1 H "' 9 at

• en 80 -t 0 "' ;z: H t-3 "' '"d 1\.) z Ci) 70 z "' "' ., 60 "' ::a z Ci) n "' z ..... n 0 "TJ ., z "' ::a 40 ID -c * "' G) 30 :z: 0 0 ,. ._.9 ::a \J.)-1 1"1'1 l\Jz ,. 1\.)C +:---K :z: t--al 0 "' z -.J =-0' 20 en , ,. )( 10 0 Q 0 & ID II) If) N Q 0 0 0 0 0 0 *q Q Q Q Q I ,.... \JJ, o=-tdz ,. c 1: al G') ,

tJ en trl., "' SILT OR CLAY ... 0 z FINES 0 -1 z 0 c 1: z CLASSIFICATION al , 0 SANDY GRAVEL (GP-GM) c ::tJ < , (/)

"Tl -G) c :::0 fTl 1\) U1 0 I .... (X) SIEVE ANALYSIS SIZE OF OPENING IN INCHES J NUMIER OF MESH PER INCH, U.S. STANDARD C\1 C\1 ...

• 0 0 o n.,.. ..... C\1 ... :::::: -.... .... ..... .... 0 i i 000 0 ...

o* * ... lf)C\1 C\1 --., -., -... co N ... --10 " "\. " zo "\. \ 1\ \. 30 \ ., \ "' ' :II 0 \. "' 40 \ z ' -4 :II \ "' \. -4 \ 10 z \ I'll \ 0 at " 60 '

• 1\. " !!! ' G) """ :z -4 7'0 " """" ...... ........ ........ 10 1'--\.. ' ' tO ' """ -10 ... II Ill I I I 1111 Ill I I II II I I II I II I 6 . ., .. II) N Ill! . II"!-.: "'! 0 N -GRAIN SIZE IN MILLIMETERS COBBLES I COARSE FINE COARSE I MEDIUM FINE GRAVEL J SAND SAMPLE DEPTH (FT) %GRAVEL % FINES 0 so 010 Cu Cz D-4 -59.9 5.1 10.5 0.31 33.9 1.0 ---------) ) HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS
• §., ... ., N 0 ., N Q 8 .8 8 0 0 Q Q q 0 "100 90 80 70 'U IY'I 60 ::u 0 IY'I z -4 'TJ z IY'I ::u 40 tD * "' 30 G; % -4 20 10 0 q 0 0 II) N 0 a 0 -q qq Sll T OR CLAY FINES CLASSIFICATION GRAYEJ., __(GW -GP) _ en Jj=t , PI ..:;:; ;:.t:> l---1 t-1 H t-3 l\.) 0 01"1 :x> r< -...J 0' en ,. dE I ;! -l!'"' z c E 111 "' ::u en 0 r t:J;tj C::z £;-4 q trJ en t%J r H t-3 0 c.. p i-'z Nc NK ..........

II "' )( o=-

t::a:j"V Cl.l"' z 0 z c E 111 "' ::u ) en -t 0 z "' " * "' CD en -t "' "' z G) z "' "' z G) n 0 ., 0 ::! 0 z G') :1J )> c )> 0 z 0 c :1J < , (I) 1\) U1 0 I ...... 10 ) SIEVE ANALYSIS SIZE OF OPENING IN INCHES J NUMIER OF MESH PER INCH, U.S. STANDARD s: N *

• 8 0 o * .,. ::::: N * ' ::::: ' :::: 0 i 000 ! 2C!QQ o* *
• lf)N N --.., If) * "' N ., ..... l'o.. 10 '-'-\ \ zo ' [\ \ ..l 30f-' ., \. , " ::. '\. n '-, z 40 .... '" ::. '-, .... "" ,. 50 z ' "' ' 0 1\. ID "" 10
• 1'-"' I".. G) ' :z: .... 70 r--.... ........ "' " ' 10 ' \. \. \. 10 1'-'

1o..,, 11 l ll l l l 1 J l _l J 1 1 1 11 i1 I I II u ll I L 6 * . ., .. If) N 0 C!C!C! C\1 GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE I COARSE I MEDIUM I Fl NE GRAVEL SAND SAMPLE DEPTH (FT) %GRAVEL %FINES 0 60 010 Cu Cz E-2 ---59.3 4.1 12.0 0.37 32.4 o. 51 HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS

• §., * .., N .., N -0 . 8 8 0 0 0 Q C! Q q Q q 0 "100 90 80 70 60 . 50 40 30 20 10 0 q -10 ., .. .., C\1 C! C! 0 0 0 0 0 0 C! C! C! C! C! C! SILT OR CLAY FINES CLASSIFICATION SANDY GRAVEL (GP) ) (/1 L' t-' H t-3 N ., , ::a n , z .... , z , ::a c ,. t-' -4 CD N"' -<
• G') ::r: .... -.J 0' (I) ,.

I ,.... 1\.)J"'"' z c E CD J"'"' ::a (I) n ,... t:J;;j c::z c-t c:: z [zj t-' H p :I: t-3 0 t-0 ;t> c.. t-'io Nz l\.)C t-' 11:11 , =-J"'"' )( o::a ,. en:! t.zj"'V "' ,. z c z c E CD "' :a en .... 0 z "' at * '"' al cn .... "' "' z G) z "' "' z G) n 0 , 0 0 z (j) c ::0 rn N (J1 0 I N 0 SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD N N *

• 8 0 oG.,,. ::::::. ::::: N * ..... ::::: ..... ::::: e !! 0 i 000
• ..
• lf)N N --.., ..,
• co N ., ..... 0 1\ r--... 10 1 \ _"\. \ "\.. \ \ 20 \ '-' ' --SAMPLE E-4 [*\ .... _,-\ "' 30 \ r..;. ., ...... "" '\ :a \ n \ .........

"" 40 _l_ ...... z ' "" -4 " :a _"\. " "" ' " -4 1\. 10 "\.. \ z "' "\.. \ 0 \ .. ' \ -< 10 !'... \ * .......... \ ........... \ "" ......... 1 Gi ..J' % -4 70 J_ "'\. 1\ "" \_ /" ' \ SAMPLE E-3 \ \ ' \ 10 ' \ \. 1\. \ \. '\ tO !\... 1'-. ......... "\.. ......... -10.., II Ill I I I Ill I I I I I I .II II I 1 11 I llll 6 . . .,. .., N Cj_ 0 Q Q Q N GRAIN SIZE IN Ml LLIMETE RS COBBLES I COARSE I FINE COARSE MEDIUM I Fl NE I GRAVEL SAND SAMPLE DEPTH CFT) %GRAVEL %FINES Dso 010 Cu Cz E-3 ---58.1 2.6 13.0 0.40 32.5 0.16 E-4 ---28.6 5.5 1.05 0.19 5.53 0.76 ) ) HYDROMETER ANALYSIS GRAIN SIZE IN MILLIMETERS

• §., * "' N "' N -0 .8 8 0 0 0 Q q Q q Q 0 "100 90 10 70 60 ,0 40 30 20 I 0 _o Q -., N Q 0 0 0 0 Q Q Q q C! SILT OR CLAY FINES CLASSIFICATION SANDY GRAVEL ( GP) GRAVELLY SAND ( GP-GM) (I) -t t.;j"' t-"1 t-"1 2: H t--3 1\.) "lJ "" ::0 n "" z -4 "Y'I z "' ::0 0 ()'JII. -4 ID -< '?', :r; t-< !!! Ci) ....J 0" :r ... en ,.. t_:l:jc . ., wr I'PI :x>z Ill t_:l:ji'PI +'-) 0 r dj;j c.:::z c,-t q z t::rJ C-i H 0 ::X:: t-3 0 :x> C-1-'0 l\) . l\)Z -1!---C .....c Cll "" :a "" )( t-4-t I:J;j-<

,.. z 0 z c It ID "' :::u en -1 0 z "' g * "' CD en -1 "' :a "' z Ci) z "' "' :a z Ci) n 0 ::a ., 0 ::a 0 z Ci) ::u 0 ::! 0 z 0 c ::u < r'1 (/) X w Q z >-1-() 1-(J) <[ ...J a.. -_MOOERATEL PLASTIC --HIGHLY JASTIC /,,/ ' / SLIGHTLY PLASTIC ----....... v v / CH / 40 30 20 0 10 20 30 40 50 LIQUID LIMIT LEGEND 60 70 80 FIGl.RE 2.50-21 PLASTICITY CHART 90 100 ) 0 BAG SAMPLES-STIFF SILTY CLAY FROM REACTOR CONTAINMENT EXCAVATION. BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT STONE ( WEBSTER ENGINEERING CORPORATION PAOE NO. CONSOLIDATION TEST REPORT PRELI"INARY I TEn CLIENT DUQUESNE LIGHT COMPANY .J.o. HO* 12690-46 8JTE BEAVER VALLEY UNIT 1 DATE /7 Ate 1'/ BY II/ 11£, £, "' BORING AB6 SAMPLE 70 DEPTH 16.0 FT CHECKED J f} BASED ON COMPUTER RUN J1623010 ON 04/17/79 RT 11.14.39 BY OLSZEWSKI. PRO ORA" GT-024 OEDPLOT VER 03 LEV 01 -COMPILED ON 76.249 AT 13.51.55 CONSTANT RATE OF STRAIN -0.080 PERCENT PER MINUTE 0 tl\ --t-2 r-r-..-m :z --...... w e = e 0 -(1 + e 0)E u 0::: LLI 4 Q.. I \ :z 6 ..... (!) -a: ---.. -: 1----&-0::: ........., Ut t---(!)-.. 1\. \ IQ UJ 8 ... -_J a: a. u I' ...... 10 ...... t--(I) -0::: ...... LLJ > 0 12 \ (') WATER CONTENT (0/o) -24.2 -J -14 I--.( CD -(PcF) C) t OR.V UN\T WEIGHT 97.6 .., 16 c:o -VOID RATI0 1 eo 0.727 0 1111: a: u I"" u (I) LLJ Cl) ' C\1 .z:: 750 u v

• I. I 0 -.... I
• CD ...... :z 500 . 0 .... -SILTY CLAY, moderately plastic <<) 1--z a: 8-12% fine sand, brown ., 1&1 N c c:o ..... -' .... c ..J 0 G) Cl) 0 :z 0 250 (I) 0

"' u CD -IJ... .., z 0 :;:) ,.. __

• 1111: . z: LL.. C) LL.. 1111: LLJ 0 0 ... u 0-1 1.0 10 100 L AVERAGE EFFECTIVE STRESS -KIPS PER SQ FT z -FI GUF:E o 50-*22 STONE N!IITER ENGINEERING CORPORATION PIG! 110. CONSOLIDATION TEST REPORT rl!l.lftiiiAIY I TEll CLIQIT DUQUESNE LIGHT COHPRNY ... o. 110* 12690.46 IJTf BEAVER VALLEY -UNIT 1 DRTE (a _APf!. 7q IY 9Jj (/f. JJ . Jd BORING AB6 SAttPLE US9f DEPTH CHECI!D(p AM. 7'1 IY COttPUTER RUN J1623002 ON 04/06/79 AT 11.18.15 BY OLSZEWSKI.

riD liM GT-024 DEDPLOT VER OS LEV 01 -COMPILED ON 78.249 AT 13.51.55 CONSTANT RATE OF STRAIN -0.060 PERCENT PER MINUTE 0 C)-.. .... -z 2 ....... 11.1 e = e 0 -(1 + u a:: "-11.1 4 a.. I z 6 '@l :"\ a: a:: D 1-* U) 8 -' * ...J a:

• u .. -,.. 110,...., --.. ' .... 10 B -... i'-o -.... a:: --11.1 -D > 12 1\_ 0 ..... "\ * ., :---"'"' ).. 14 -* -"\. D .... .., 16 .J V.JATER CONTE.NT (o/o) 28.1 B < * -(PCF) t OR.Y UN\T WElGHT 94.8 u
• u :z ., 11.1 U) VOID RATIO 1 eo 0.777 ' CN \ t z: 300 u \ 1\ I 0 .... I* \ \* ... I
• z .... 200
• 0 ..... \ ... * ..... \ * ... s a: .. * ... c ..... \ \ D ...J 0 -U) SANDY CLAY, brown ID ' D z D 0 100 = u -l. * * * -IL .., I 0 . i l&J 0 0 ... u 0.1 1.0 10 100 ::::t L AVERAGE EFFECTIVE STRESS -KIPS PER SQ FT z .... FICUPE 2.5fJ-2?

5TONE ' WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT r1 lE:."fT J

• 0 *

!:'OrtiNG CLJQUESNE LIGHT COMPANY 12859.01 OF 6 SITE Cc:!TE SAMPLE NUHBER BE.RVE.R VRLLE.Y UNIT 2 29 MAR 77 13F GEPTH rON5TANT RATE OF STRAIN -0.033 PERCENT PER MINUTE 54.4 FT a ........., 1-2

z w u tk: 4 w a.. I 6 b. z c -a: SILTY CLAY, slightly plastic, 0:::: 3-5% fine sand, dark brownish 1-8 1---V) gray _J u 10 -...._ 0:::: L&.J lb "> 12 14 r---.... (!).... IC!)"'"I't.

r-'---------\J" 16 -(o/o) .J WATER CONTENT J5.0

• 1-*-70 t OR.Y UN'T WEHSHT (PCF) 3/f-.; -z !--------u VOID RATIO 1 eo 1
• ClJO UJ V) ' GO N tJ I oo 0 L:J -I 40 -:z 0 -..... cr 30 0 -[!] _J -!l..!: 0 ..... I.J en 20 ..... -J!] -f-'rt-: .........

z L:.J [p rr 0 u LL. a . LL. 0 u.. w 0.01 o.t 1. 0 10 100 0 L 'IVERAGE EFFECTIVE STRESS -TONS PER SQ FT F I G U R E 2

• 5 D-2 t*

STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIENT J.O. NUMBER BORING NUMBER -DUQUESNE LIGHT COMPANY 12859.01 OF9 SITE DATE SAMPLE NUMBER BEAVER VALLEY -UNIT 2 7 APR 77 lF DEPTH CONSTANT RATE OF STRAIN -0.044 PERCENT PER MINUTE 48.0 FT 0 C!-2 r-e-r---..... .... I-........... ........ z h, L1J u 0::::: 4 LLJ ) a... SILT, highly plastic, 5-15% I fine sand, gray z 6 ....... CI: 0::::: 1-8 (f) _J a: (!:"'--........ u 10 ....... --...._ I-0::::: r--LLJ ---'--k'l > 12 1------r--14 -1 ..J WATER COWTE.NT (o/o) 43.2 16 -(PCF) ?L.C -I VOID RATIO I eo 1.257 u LLJ (f) ......... 750 N l: u f\ ""':t I 0 \ ....... I z 500 \ 0 [!) ....... ..._ [! \ CI: Cl ....... *-_J \ 0 (f) 250 z 1\ 0 u 1\ LL. 0 r--...f!. . IJ... [!] [!J[!J! 1!.1. ll'. 'I IJ... 0 1"'1 L1J 0.01 0. 1 1 . 0 10 0 u AVERAGE EFFECTIVE STRESS -TONS PER SQ FT FIGURE 2.50-25 STONE 4 WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIENT J.O. NUttiER lORINO NU"IER DUQUESNE LIGHT COMPANY 12859.01 DF9 SITE DATE 8Afti"LE NUftBEK BEAVER VALLEY -UNIT 2 14 APR 77 2F or:rrH CONSTANT RATE Of STRAIN -o.OZ7 PERCENT PER MINUTE 53.2 FT 0 "0-...... 2 -t-I \;Ill '<!II z --... ..... l&J u o:= 4 LLI "' a... I z 6 ..... a: \ o:= 1--8 (I) ...J a: u 10 ..... ' 1-0::: LLJ > 12 f1 14 r---r-. \ 16 -c """""' --u ;-------------** LLI WATER CONTE.NT (o/o) 44.9 (I) J ........ 750 <( C\1 t OR.Y UN\T WEl6HT (PCF) 74.8 %: u ... z ---I VOID RATIO, eo 1.268 0 ...... I z 500 0 [!] CLAY, highly plastic, 5-10% fine sand olive gray, many thin layers and a: c \ pockets of orange brown silt ..... ....J 0 (f.) 250 z fl!J 0 u [!] LL 0 I . J!][l LL ... 0 rn., -LL -LLJ 0 .t 1 .o -10 100 0 u AVERAGE EFFECTIVE STRESS -TONS PER SQ FT FIGURE 2.50-26 STONE WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT SITE SERVER VRLLEY U? IT J.o. MUniER 12241 DATE 28 RPR 76 CONSTANT RATE OF STRAIN -0.039 PERCENT PER MINUTE N I 1-z w u 0!:: w Q... z -a: 0!:: ...,_ (I) ..J a: u -0!:: lJ.J > u lJ.J (I) ' E: u 0 ...... z 0 -a: c ..... ..J 0 0 2 4 6 8 10 12 14 16 300 200 (I) 100 z 0 u LL 0 L&.. L&.. w 0 u 0 0 .t rn... ... r-r ,_ .. -..... ""'m.. ... SILTY CLAY, very stiff, brown ..J WATER CONTENT (0/0) I t DA.V UN\T WE\EiHT (PcF) I z VOIO RATIO I eo ! I

• t.o ' ....... "'""" ..... C). .... loo., -:;:. ... !) 1(!) ... 23.6 102.0 0.641 't!l ... -..., -10 BORING MUniER SA"PLE NU"BER BRG 1 DEI'TH ---FT \ l " L -<!)..... , !)._ .II \;; r-.. l-.._] .. __ -AVERAGE EFFECTIVE STRESS -KIPS PER SQ FT FIGURE 2.50-*2"/

100 STONE WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIENT DUQUESNE LIGHT COHPANY liTE BERVER VALLEY UNIT 2 J .o

• NUitKR 12241 D{tTE 28 APR 76 IOIUNit NUtllfl lAMPL! NU"I!It BAG 2 D!PTH CONSTANT RATE Of STRAIN -0.040 PERCENT PER MINUTE 1-z l1J u 0::: a.. z t-1 a: 0::: CI) a: u t-1 o::: 1.1.1 > 0 2 4 6 8 10 12 --v -*. -...... --.. ... ... --........ m. ..............

--Curve extrapolated in this range because of senting problem with piston. .... -..... ..... .... ---.. ..._ r--r-r-(! r------m.. --... t-. I :, I"" u Cl) 14 16 140 ' 120 N J: u I 100 0 ..... z 0 ..... a: c ...J 0 t/) z 0 u IL 0 LL LL I&J 0 u 80 so 40 0 t.o SILTY CLAY, 2-5% fine sand, hard, few small voids, brown ..J WATER CONTENT (0/0) 22.8 t DR.V UN\T WE\EiHT (PCF) 102.6 2 VOID RATI0 1 eo 0.631 / :'\ * / I!J[! -a ...... I!J ""' --10 AVERAGE EFFECTIVE STRESS -KIPS PER SQ FT FIGURE 2.50-28 100 . .---STONE WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT J.o. IIUIII£Jt 12241 CLI!MT DUQUESNE LIGHT COMPANY SitE BEAVER VALLEY UNIT 2 DATE 19 MAY 76 CONSTANT RATE OF STRAIN -0.029 PERCENT PER HINUTE 0 II\.. -t-2 :z w u 0:: 4 L&J 0.. :z 6 '1;;1 t!)..._ rs. ......_. !).... SILTY CLAY, stiff, light brown ..... a: 0:: t-8 (I) -l a: u 10 ..... -----........... "'"(!! -"'(,! ... -(!)...._ 1-0:: LLI > 12 (!-. ----14 16 .J WATER CONTE.NT (0/0) 22.0 E DA.V UNlT WEl6HT (PCF) 105.0 z VOID RATIO, eo 0.595 u L&J (/) ' 760 N z: u

• 1 0 _. :z 0 ..... 1-a: 0 ..... -l 0 (I) :z 0 u I.&.. 0 LL. LL. 500 \ \ '\. !]" rTI -........ ' !J 'II ... * ---250 0 LLI 0 0 *1 10 u SRIU'LE NUftlfR If DEPTH 1\ (!) '\lq Ill. ' 1111. --I"'"' -

-.. .. 100 AVERAGE EFFECTIVE STRESS -KIPS PER SQ FT FIGURE 2.5D-29 STONE & W'BSTER ENGINEERI.NG CORPORATION CONSOLIDATION TEST REPORT --C ... I& NT .1.0. NUMeli.R. aOillNG NUMaCR, DUQUESNE LIGHT COMPANY 12859.01 OF7 S'T& OAT& NUM&&R. BEAVER VALLEY UNIT 2 13 APR 77 1F D._PTH 49.1 FT. 0 . 0 0 c.J *r-i +-1::>-.. en rn ttl H r-1 00 0... " ;>-."'0 r-1 ..c rn b()CI) ..* *r-i ..c:: Q) c: "'*r-1 E--14-1 H HiN! Cf.lLII r-1 v) :>-'I /__ u:l 4 0 . . / 0 -+.J tt-l ./ . 0" / til / v I CD _/ I Cf.l 0 0 s:: *

• C"'\ 0 / 1 C""\ . +' I v r til til r-.. J IJ. lJ Cll 7 J .._, f-:r 0 z CD 01 1&1 -0 ... ... .. . T T 2 0 I I 0 t 7 I u 1 1 Ol z &aJ :l 1 l 1-0 l I 0 0 > 7 I ,YIJ.INI -I j
• 0 -...t 00 N 0 -...t 0 C\l C\l

-NIVHlS 1VIXV FIGURE 2.50-30 STONE & ENGINEERING CORPORATION CONSOLIDATION TEST CL.IE ... T J.O. NUM&Ii.R. &Oil\NG NUhteCA. DUQUESNE LIGHT COI'-1P ANY 12859.01 OF7 SITe. DATil:. SAMPC..& NUM&IILR. BEAVER VALLEY -UNIT 2 1 APR 77 1F DltPTH D ISPLAC:EMENT vs. LOG T lME PLOT 49.1 FT. 0 0 0 0 ..... 1-l E-4 -1.(\ N -c) E-4 0 "" r r 1 . 0 E-i E-i § 0 0 I *

• I ...... ....-i Nl I I J 4 l 4 I c c T I 4 0 ; 0 I ....... I ,l I 1 ..-4 s I I I 1 M I i!i E-c 1 en < r 0 I ..... I I II J. ll T I I 1 1 1 I J' T ..... I I I I I I 1 I r i. I 1 4 ( J d ..... ....... N (Y'\ -...t \('\ -.() ["-00 . . . . . . . . 0 0 0 0 0 0 0 0 0 .--< ...... ....... ....... .. mm -

'1VIa FIGURE 2.50-31 N <.n 0 I Ul N 10.8 4. 0 TSF +-+-++++----t---t--t--t-t-+-+"1-1 I 2.7 x 10-3 v o-'P-p .._ Trend determined -o c.!J i 11.1 0 11.2 mechanical overload condition. _ _,__---'-_....--+-+-+--H-1 H 0.1 1 10 100 1000 10000 ELAPSED TlME -min ) ) t=' Cll " H tu =id !: Cll <! -i < Eij Cll . I 8 z (f) 0 c -1 0 z 0

• Cll ""'--....... >b 0 Pn

!r'11 JD *** * ... i (I) ..... x .. " -t z c I .. Jill JD ) f ::0 I . fTI = , , 0 ;o -I STO:-.lE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CL.IENT J.O. NUM&E.R. &OiliNG NUM8E ll DUQUESNE LIGHT COMPANY 12859.01 OF7 SITE. DAT& SAMPL& NUM&ItR BEAVER VALLEY UNIT 2 4 APR 77 1F O&PT ... DISPLACEMENT vs. LOG TThiE PLOT 49.1 FT. 0 0 0 0 ('1"\ I p 0 ........ I >< L 0 . l:"'-I II fn '( 8 E-t 0 I 0 I ...... 0 I . I (() I Cj J I v 0 0 ,....f I J "" T s I I J P::l I E-4 j{ (/.) P-4 < 0 0 7 "" , , II / I=> J / 0 0 / ........ ) / II I=> vv () Q) {f.l ........... I Jl N I a , , ('1"\ / I 0 ,/ ........ I I t-. 6 l:'-II > (.) ...... ll'\ I': ,....f ll'\ c * . . . . .o ........ ....... ........ ........ N N N N ........ --1 ........ ........ ........ ........ ........ ........ --1I1DI -DNI <IVIDI Tfl a TIOI FIGURE 2.50-33

& WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST Clo.IE.NT .1.0. NUMBilR. BOillNG NUM81EA. DUQUESNE LIGHT COMPANY 12859.01 oF7 &ITE OATIL SAMPLE NUM&&A. BEAVER iALLEI UNIT 2 5 APR 77 1F DISPLACENENT vs. LOG T mE PLOT OR. PT ... 49.1 FT. 0 0 0 0 r-4 ('('\ I 0 .--4 >< '-'>

• l ""' II 8 'd I 0 I ...... 0 I I I I E-4 0 . I \.() ....-1 0 0 7 r ...... , J s:!' I ::: I I /t/ 1/1 E-t / rJ) bQ.. 0 < 0 7' 0 0 rj "" / .--4 ...... II 7 7 II ;::::, 7 p / / v 0 -7 C\l I .1/ , I ('f\ I I / 0 .--4 ,/ / X I "' * "" d II p. 0 r-4 '! '0 10 0 l"\l --;;;;;r \0 * . . * . * . *0 N N N C'f"\ .--4 .--4 .--4 .--4 .--4 -.. -. lDDI -DNICIVIDI ma 'IVOI.Lllal\

FIGURE 2.5-34 ) ) ) .. *-** _ .... __ ----------------------------- 1 0 0........ 1'---, r-.. WATER CONTENT (0/0) 24.0 _J t DQ.Y UNlT WEl6HT (PcF) 102 * .3 2 VOID RATIO, eo 0.642 "" I I I I I I I I 2 4 1\ SANDY CLAY, moderately plastic 25-30% fine sand, gray .. -"' 1\ 1\ ' <>----------r\ .....__ \ -........ ........ ...... r-----......, """"---\ 1---.. "V i1 ...... G) c 12 :::0 m N

& WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPOR'T CL\ENT .J.O. NUMBER. BOSl\N-3 NUfloi'Bii:R, DUQUESNE LIGHT COMPANY 12859.01 OF 7 S\T£ OATil. SAMPLE NVMGitR BEAVER VALLE! UNIT 2 21 APR T1 4B DltPTH D ISPLAC:El{'lNT vs

• LOG T TI*iE PLOT 60.2 FT ,,.. , i C;) ....;t 6 § {n I-E-4 '-. E-4 E-t 1--E-4 H--,.:..f 1--at\ 0 -N ""' 0 at\-. *
• 0 *
• 1--0 N "'-.. -> 0 ) ) I : p 8 : ....4 s:::* J 1 "r'1 s I I I 1 l":il I j I j v Cf) P-t 0 < ..... T .,. I ....4 r I -T7 I I I I I 7 1 11 1 -1 !T r I I 1 J ';;] II p 1 J II b/ J I I ..., 7 ....4 I I I I I I l '1 1 1 I 0 1 1 p I I H d 6 6 "' ' (
• II 0
• 0 N ....,. ""' "' t"-U) . . * . . * *
• 0 0 0 0 0 0 0 0 ---*----------
  • • • -* .. -* umi -DNI<IV!I'H TtfiG 1V:JI,LK'"'11\.

-FIGURE 2.50-36

& WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIIO:NT .t.O. NUM61LR. BORING NUMBER. DUQUESNE LIGHT CCJ.fPANI 12859.01 OF7 S\TE DATir. SAMPLit NUMBER. BEAVER VALLEY UNIT 2 21 APR 77 4B DR.PTH D ISPLACENENT vs. LOG TIME PLOT 60.2 FT ('t\-b-..... _ 6 H

• i:b y H § fn ('I') fn * ,....f E-t E-t I I I II 0 I : 0 I ll
• I
• U) ....,. b 0 b I I I J I) I b ' 8 I a ,J I .,... 1 I I J I 1 J r:q l 1 j f Ul P-t 0 < ,. ,....f I I I *In I I ., 1 ,, J J y I II I "' j I p I ,....f II " II b v b II' t:l I I I y ,....f IJ" ,....f , II / C'f -J 1/ t::l 7 0 -7 0 ) ,....f T ,....f I H 7 H ...;t '1'\ cl
• 6
• N II II 0 0
• I 0 l U) 0' 0 N ('t\ '1'\ * * * * * *
• 0 0 ,....f ,....f ,....f ,....f ,....f ,....f ,....f ,....f ,....f ,....f ,....f ..... : tmii -

CIV'"'.3:1! 'IV! a J.lWl \ ---* . ----------*-*-FIGURE 2.50-37

& WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CL.IENT .1.0. NUM&&.R. 80C:UNG NUMBER. DUQUESNE LIGHT COMPANY 12859.01 OF7 &*T£. DATii. SAMPLE NUMaiUl BEAVER VALLE! UNIT 2 21 APR 77 OE.PTH DISPLACEMENT vs

• LOG TIME PLOT 60.2 FT r § E-t I b .... 0 I
• I '-'> I .... .... 1 : H t"--II * .... IF II I 0 8 i -r I .... 7 7 or-4 7 a 7 I 1 7 8 Cll 0 T .... tJ I I I J l/ I "" 1/ /j II I : b / / I .... , " .... / b 1/ t / ,/ ..... I .... v H / r:---17
• N II C> 0 .... * '-'> t"--(I() a-. 0 0 .... N C"'\ * * * * * * * * ..... ..... ..... .... N N N N .... .... .... .... .... .... ..... .... -**--*-----*-mm -DNI C!'V3H 1VI a 'IVQI -FIGURE 2,50-38
• STONE & WEBSTER ENGINEERING CORPORATION CONSOLID*A TION TEST REPORT CI.I&NT J.O. NUMaE.A. aoll&N& Nutwtaaa DUQUESNE LIGHT COMPANY 12241 PL1 OAT ..

NUMa&ll BEAVER VALLEY UNIT 2 29 MAR 77 1B2 O .. PTH . 14.0 FT I I \('\ '(0 i ()'\ ('('\ i . . * &.l"\ 0 ....... i -..t l:'-I """ lJ. u '0 ";::. ""-" I .... :r 0 % ! Ql "' w 0 .... .. 0

• z 0 0 t ....... u +J z / tri laJ :J / at 1-0 Ul 0 v F-i 0 > / Q) 0. t1) ,YI.L.INI v d 0 / I U) U) v / Cl) j l:i! F T ........ L .. L '"tj l=l j_ Cll 1 l Q) L r t:: *r-i I"' 4-1 \.0 I >,N l"""'i co N H II 00 ' .. til d H..C: C,!) t-:l U) H *r-i U) 0 J U) r-1 . 0 0 '00 C'll 0 '00 r-1 r-1 C'll C'll C'll

-NIVHiliS 1VIXV FIGURE 2.50-39 STONE & WEBSTER ENGINEERiNG CORPORATION CONSOLIDATION TEST CLIENT .... 0. NUMBitll. &OitlNG .. utwt*ttA. DUQUESNE LIGHT COMPANY 12241 PL1 S'TE. OAT& .,. .. ,.._. NUMaaa BEAVER VALLEY_-UNIT 2 S MAR 77 1B2 DaPTH DISPLACEMENT vs. LOG TJME PLOT 14.0 FT 0 0 0 0 ..... /t9 1 0 I I 8 -, I ...... I I I I I 1 J f r 1 E-4 1 1.('\ IJ . 1 0 r i i ' 8 ; "' ...... fti .I -, I J I "" s o/ J I I 7 E-4 1.('\ I I N &-4 . 0 I 1 Cl) < y r 0 I I ...... I I I I L 1 r T I *I ' 1 v I 11 r ,...f I I I I I I J 1 ' tT I II ' < .....

• N ...;t l('\ "' c--to 0' 0 . CV\ . * . . *
• 0 . 0 0 0 0 0 0 .--I 0 .--I ...... ....... ...... .--I .......j ...... --1DDl -ONI CIVIDI 'IV! a 'IVOI ll!&\ FIGURE 2.50-40 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPOR7 CLUitfltT

.1.0. NUM&&R. NUM.Ii:A. DUQUESNE LIGHT COMPANY 12241 PL1 S'TE OAT& SAMP\.& NUM&If.R. BEAVER VALLEY -UNIT 2 8 MAR 77 1B2 D&PTti DISPLACENENT vs. LOG T:n-1E PLOT 14.0 FT 0 0 0 0 ..... (,) Q) f N 0 0 T 0 E-t ...... I I 0 0 I . .-1 7 o-i I>< I .-1 . 0'-1 II I .. I> 0 : 0 0 I ..... I I s:: I -r-4 s I I r:.:l 1 J E-t I til Po. < I 0 1.(\ .L. ...... T_ II I I 0 t:> .--! .I II r :::> j II v :::> I I ('\'\ I ...... I 0 .--! I .J X r '(() . I N J II v ! (.) I ..... . 1.('\ \.() z:-... t(\ 0'-0 .--! C\l 0 . . . . . * *

• 0 0 0 0 0 ,......f ,......f ...... .--! o-i .--! o-i .--! .--! .--! ...... ---lllDl -DNI <IWH Tfl a 1YOI .I. trill FIGURE 2.50-41

& WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST CL.I£NT .1.0. NUMB&.R. &OiliNG NUM*& A. DUQUESNE LIGHT COMPANY 12241 PL1 s*Ta. DAT& NUMa&R. BEAVER. -UNIT 2 8 MAR 77 1B2 D&PTH D ISPLACE11ENT vs. LOG T lME PLOT 14.0 FT 0 0 0 0 ..... ie (.) I Q) 7 N 8 7 (1'\ I 8 0 I 0 T ...... : E-i 1 0 7 *

• I N t'-/J II fj p. 0 7 I 8 _L T ..... fl J/ II ....... s /J I _) rz1 i!i E-t ? '§ {/) < 0 0 T ..,., ..... r II II I/ p / p / -/ / l1' p v C"f\ I I I 0 I -4 T / >< 1 0' _/ . / -..t / II ..... N C"f\ "' "' ["-00 * . . . . . . . .o -.. umx -DNI<IWH ma TlOIJ.H3A FIGURE 2.50-42

& WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIENT -'-0* NUM&It.R. BOfllNG NU.,.BI£A. DUQUESNE LIGHT CCJlvf..PANY 12241 PL1 &IT E. OAT& CAMP&.& NUM&&R BEAVER VALLEY -UNIT 2 8 MAR 77 1B2 O&PT ... DISPLACEl-IENT vs. LOG TIME PLOT 14.0 FT ------*-0 0 0 0 -c 0 Cl) H <""'\ I I 0 0 0 , 0 E-t M , ........ f 0 0' / . . / -...t r:--II > )t 0 --; 7 0 0 I ........ , " s:!' II' ..,.. / e / I 7 t'rl /I e-. p / til p.. < .L 0 ., ...... _, \i' / M-II / 0 / ....... p / II / p l vv <""'\ I 0 / ........ _.. >< / _/ ........ . -/ "' 7 II / ..... . 0 ........ C\l (""\ -...t 1..{"\ ....0 r--0 * . . * . . . . C\l C\l C\l C\l C\l N N N ........ ........ ........ ........ ........ ........ ........ ........ *---liDII -DNI CIVIDi M a Tlr>I J.ll3A FIGURE 2.50-43

& WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST CL.li::NT .1.0. NUMBE.R. BOiil,NG NUM81ER. DUQUESNE LIGHT CONPANY 12241 PL1 &ITE DATit SAMP&.& NUMaltR. BEAVER VALLEY -UNIT 2 8 MAR 77 1B2 OltPTH D ISPLACEl-fENT vs

• LOG T D-IE PLOT 14.0 FT 0 0 0 0 ..... (.) Q) ! C\l § 5 E-t I C\l , ...... 0 I I . 0 / tO : ...... / /_ ...... . ...... I II > I I 0 l 0 I 0 L ...... L 5:: J / -M a / I / t'zl ) E-t til < , I 0 ., ...... / / / L II / 0 ::::::> / ...... II v 1:::> Gv ('f\ I I 0 _.,. ...... ...... / / X I/ 00 / * / I.('\ / II '( r/ 0 .... 0 ...... N cY"\ --.1" I.C\ '-0 r--;o * . . . . . . C'f"\ ("1"\ ("1"\ ("1"\ ("1"\ ("1"\ cY"\ cY"\ ...... ...... ...... ...... ...... ...... ...... ...... .. liiDI -DNICIY.rn

'IVIO 1VDIJ.H3A FIGURE 2.50-44 . STONE & WEBSTER CORPORATION CONSOLIDATION TEST REPORT CLI&NT ..1.0. NUMBitR. B0rt,N6 NUMa&R. DUQUESNE LIGHT C(};fPANY 12241 PL2 S,T. OAT& SAM,_L.& NUMa&R BEAVER VALLEY UNIT 2 18*MAR 77 2B1 O&PTH -16.5 FT . 0 ,.0 "' '1:1 l=l ctl en ,...... \.0 Q) . \.1'\ tO *r-1 0' ....:t (""\ l+-1 II . .

• 0 ........ en l:'--0 ,.....j 0 I IJ") . 0 .. ........ E-t u. v H / '0 ft-t en / cT """"" .... {/) / .... X 0 J.i z UJ Gl Q) /_ .... -u Ill .... .. (ll /' 0 :z 0 / 0 t: u / 2 I :J Cl) laJ 0 1-v J 0 0 > (/) / ,VI.LINI @ .... T .-f / I 7 I I 1 l/ 1 I J I I I I I f ........ . 0 0 00 .. "' 0 00 ...-l ........ N N

-NIVHJS 1VIXV FIGURE 2.50-45

& WEBSTER ENGINEERING CORPORATION CONSOL.IOATION TEST REPORT CL.IENT J.O. NUMBE.R. IIOiil&NG DUQUESNE LIGHT COMPANY 12241 PL2 SITE DATil. SAMP&.& NUM&Itll BEAVER VALLEY UNIT 2 18 MAR 77 2Bl O&PT ... DISPLACEl-!ENT vs. LOG T:rnE PLOT 16.5 FT 0 0 0 0 ...... " 1/ I i I I r I I i lg I , 7 0 -1 ,_ ...... -m I I 0 I I '"""" ; -E-4 I I H -"" e-. p E-4 p .-N "" 0' ...... N J U\-I . .

• C\l *-o 0 1 r II I ...-4 I II 0 p [ ' lg 'ID
• I ...... .... * ..., I J r::* A 'I s I ,, I I M-G C%1 (; ff I i!i 1.1'\ E-t c: w , II I t) Q) p a) j C\l p.. 5 < T r 0 I I ..... I I 7 I I 1 -'-* 0 ...... r 1 X I I r--1 . j ....;t 'II I II / p. ;:::;::, C,.) I I r 7' I L ...... I I I I L 1 r r I I !> d ..... *N CV\ -..:t "" '-'> t-0: * . . * . . . 0 0 0 0 0 0 0 0 0 ...... ...-4 ...-4 -.. 1D111 -DNI<IVIDI

'1VIO 1VOI.Ltl3A FIGURE 2.50-46 /- & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT J-0. NUMBitR. &OiliNG NUM.IEA. DU_Q_UESNE LIGHT COHP ANY 12241 PL2 SITE NUMB&R. BEAVER VALLEY UNIT 2 18 MAR 77 2B1 O&PT ... D ISPLACE1-tENT vs. LOG T lME PLOT 16.5 FT 18 0 0 t--- ('t\ ::t========+=========1 § L *o .,.... I 1-----4---------4----------t----------tll+l __ _ t-----4----------f---------t---------:::al ,r-----1-------1----t-----;-- ...... ("'\ 11-1------+-------1 8 ...... ll_ ,_'fJ/ /A If' / f r--------r---------11 L II p L N v j_ ('\ I I I r . 1----------t--_,.1 ______ II 1 ______ r-____ o I .-4 0" 0 ...... N ('t'\ . . . . .

• 0 r:--* (() . 0 0 0 ...... ...... ...... ...... ...... ....-4 ....-4 ....-4 ....-4 ....-4 ....-4 ...... ...... 1DIU -DNICIV:m 'IVIO TIOIJ.lnA FIGURE 2.50-47 STONE & WEBSTER ENGINEERING CORPORATION
• coNSOLIDATION TEST REPORT CI.IENT .a.o. NUMB&R. BORING NUMBii:Q.

DUQUESNE LIGHT COMPANY 12241 PL2 &*T& DATit BAMPL& NUMB&R BEAVER VALLEY UNIT 2 1S MAR 77 2B1 DaPTH DISPLACEMENT vs. LOG TrnE PLOT 16.5 FT 0 0 0 0 .... l 0 I 8 E-t I ..... 0 I . , C\l I I I I I 0 r-f >< 8 I I ""' .... 0 1 . .... "'1 .....,. c 1 II Of""f II e ::::> IJ I , 0 rzl (L_ E-t Cll < 0 rj I .... ""' I II 1£ () Q) p / / 5 / ('t\ r---/ I II 0 t::> v .... J I to< L (Y'\ L . .... / ...;t I II 1 r > 0 I ' ..... r-f C\l "' ... ""' \A.I * . . . . . ..-I ....... ....... ....... ....... r-f ..-I r-f r-f r-f ..-I ..-I r-f r-f r-f ---1I1DI -DNI CIY.m 'lVI a 'IVOI .LlmA FIGURE 2.SD-48

& WEBSTER ENGINEERING CORPORATION .CONSOLIDATION TEST C:L.\C:NT .1.0. NUMBE.R. &OiliNG NUMBER 1 DUQUESNE LIGHT COl-'iPANY 12241 PL2 SITE. DATil SAMPLit NUM&IUl BEAVER VALLEY UNIT 2 1S MAR 77 2B1 Da.PTH DISPLACD1ENT vs. LOG T n-iE PLOT 16.5 FT 0 0 0 0 i ' ('t\ '0 *O I '0 0 0 I M . I ....t I tt'\

• l """ II l 'd 0 8 I I ..... l 0 I r-f t:l c II I ...-i a I=> I I **j rz::l VI i!i E-t ) vv rJl Pot < .LL 0 rJ "' I .... II r , I=> / _/ / C,) Q) ./ 0) II / ::::> cY"\ I I I 0 r-f T , X / 0 . -, l:"'-I II . > ' 0 ..-.4 -..t ....0 tO 0 N -..t ...0 . . . . . . . r-f r-f r-f N N N N N r-f r-f r-f r-f --liii1I -DNI <IVmi '1VI a 'IVOI J.lrnA FIGURE 2.50-49 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST CL.I&NT -'-0* NUMBIUL BOillNG NUM&&:A. DUQUESNE LIGHT COMPANY 12241 PL2 SITE OAT& SAMPLII NUMB&R BEAVER VALLEY UNIT 2 18 MAR 77 2B1 OR.PTH DISPLACEMENT vs. LOG TlME PLOT 16.5 FT *-0 l 0 0 I ("t'\ .-f 8 I I I 0 I 0 I ...... I . I >< tO , to-I . ll\ r II M I 0 : : : 0 0 0 I .--4 s:: I or-1 I a II I t::J tl I, I 11 E-1 (I) 0 II .--4 \l"\ .LI I II I p , / / () Q) v II / 1::> ('C'I I I I 0 r .-f .--4 1 I 0 1
• r '-0 I II :> J 0 C\l ....;t "' tO 0 C\l ....;t "' * * * * . . *
• C'Z C\l C\l C\l ('C'I ('C'I ('C'I ('C'I ..-If r-l r-l r-l r-l r-l r-l .-f 1I1DI -DNI CIVIDI 1VI a 'TVOI J.lffiA ---FIGURE 2.50-50 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLICNT .J.O. NUMa&A. &O"&NG NUM.CR. DUQUESNE LIGHT COttlPANY 12241 PL3 S&TR DATC SAM .. &.& NUMa&R. BEAVER VALLEY UNIT 2 28 MAR 77 5F -O&P'TH 23.2 FT 0 1--l ..0 .. "'0 c: co Cl) Q) l=l *r-t . 1+-1 0 0 M C""\ I I \() &i 0 0 .... ....... N I I * ....., / C""\ 0' 0 Ct-1 .. ('t'\ eo / c:r .....:I w u / F-t I (]) / u. 0.. u "0 Vl s:l CJ:) / -::. 0 "-"' 1-+=>> _V I .... X 0 I z ! Ql (/) Ill w &3 .... ... :z 0 I I 0 (/) u 2 0! laJ :J H 1-0 H j 5 J
• p... r r 0 > ....... <( I I I I ,YI.l.INI I I J I If ... I l I 6 ...... . 0 0 C\l -...t \.() '00 0 N -...t

-NIVHiliS 1VIXV ...... ...... ...... FIGURE 2,50-5!

& WEBSTfR ENGINEElllNG CORPORATION CONSOLIDATION TEST REPOR7 .1.0. NUMBE.a. &OIUNG NUMBCA. 1 DUQUESNE LIGHT COHPANY 12241. PL3 SIT& DATfit SAMPLil NUM&&Il BEAVER VALLEY UNIT 2 28 MAR 77 5F D&PTH DISPLACENENT vs. LOG TIME PLOT 23.2FT 0 0 0 0 () Q) C\l 0 C\l 0 I 0 f-0 E-t .....-4 I.C\ X

• 0 l:'-* N ' II p. 0 0 0 ..... s:::: ...., s I rz::J E-4 c tl) I P-t < I 0 s I .-4 I IJ I I.C\ 1 II r J 0 II r .....-4 p II I I J/ I=> y II ....-4 l -..;t 1 I -r 0 7 l>< 1 r--. -..t " "'( 0 .... N ('("\ -..t l.l'\ r--to * .....-4 . . . . . .o * . 0 0 0 0 0 0 0 0 .-I .....-4 .....-4 .-I .-I .....-4 .-I .....-4 ... tm11 -t>NI avmi 'IVI a 'IYOI .tHai\ FIGURE 2.50-52 STOz.JE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIENT IJ.O. NUM&Ii.R.

NUM*&:R DUQUESNE LIGHT 12241 PLJ SITE IDAT& NUMB&R. JEAVER VALLEY UNIT 2 2S MAR 77 5F D&PTH DISPLACEl1ENT vs. LOG TrnE PLOT 2).2 FT 0 0 0 0 .-4 C) Q) N e N ' I 0 0 0 E-t ....-t 0 0 ...-4 . C\l l:'-* C""'\ II > 0 I 8 _. -r-1 s I rzl E-t c:; j tl) p.. < I 0 1!L _. I

• Iff JJ ['l \l'\ II 1 'II ;::::> r t:J ,; 0 1 I II I' p .-4 I I ...;t 1/ I .J 0 r ....-t I ....-t J . I:"-ll 0 I .-4 c. U) 0: ....-t \ * . . *o 0 0 0 0 ....-t ....-t ....-t ....-t ....-t ....-t ....-t ....-t ....-t ,...f ,...f -... mm -DNICiv.m 'IVIO 'lYOillBA FIGURE 2.50-53 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPOR7 C:LIE:NT .1.0. NUMBER.

... UMB&:R. DUQUESNE LIGHT CONPANY 12241 PL3 &ITE DATil SAMPLE NUMBIU:l BEAVER VALLEY UNIT 2 28 MAR 77 5F DI!.PTH vs. LOG TrnE PLOT 23.2 FT 0 0 0 0 ....... () <1> (fl ........... C\l C\l 1 0 I 0 I 8 ....... E-t ....... X j_ 0 1_ . -..() J ....;t . ('1\ II I :> J 0 f J 0 0 ....... J ..J. s:= T "r"f E! 1 I 1 r:rl I E-t Ul p... < I 0 rJ t---* ....... j_ I I I L L ....... L-/ 1 l.("\ / II II v p D v I 0 .,.. ...... ....... ./ /_ I II / 0 D / .....-! / I>< / .....-! . v ...... II 0 I .... 0' 0 ...... C\l "" ""'! I.C\ '-i. * . *o . . . . . 0 .....-! ,........j .....-! ,........j .....-! ...... ...... ,........j ...... ,-I .....-! .....-! ...... ...... ...... . --. -llml -DNI mmi 1VI a 'IVQI J.HM FIGURE 2.50-54

& WEBSTER ENGINEERING CORPORATION CONSO.LIDATION TEST REPOR"i .1.0. NUMBI.R. BOCUNG DUQUESNE LIGHT COMPANY 12241 PL'3 51Tiil. CATR. 8AMI'L& NUM&IUt. :9EA VER VALLEY UNIT 2 28 MAR 77 5F OR.JITH DISPLACENENT vs. LOG Tn.fE PLOT 2'3 .. 2 FT 0 *a 0 0 ....... () CD 11 7 0 0 f/3 N I 8 E-t I I .-4 0 I 0 ,....f I '

• I 00 " ....:t . I N II > 0 J 0 0 E I ....... .1 y d' I 7 a I 7 rz1 I E-4 !. Cll P-4 < I 0 rj ..L ....... v 7 / '7 1 / I.('\ II p / I-'" II v 0 p ,....f I 1/ II b .... ('\ .-4 I _, 0 ..../ ,....f >< ./"' ("(\ * ., ,....f II 0 I I ..... l:'-00 0' 0 ,....f N ("(\ .....:: * . . . . . * *
• 0 ,....f ,....f ,....f N N N N N ,....f ,....f ,....f ,....f ,....f ,....f ,....f ,....f -. tmn -DNI<IVIDI ma FIGURE 2.50-55 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLI&NT -'-0* NUMB&R. IIOillNG NUN*& R. DUQUESNE LIGHT COMPANY 12241 ----SIT I! OAT& SAMPL& NUMa&R BEAVER VALLEY UNIT 2 12 MAY 76 BLOCK SAMPLE I O&PTH INCREMENTAL CONSOLIDATION TEST ---0 I 0 ..--4 I I CLAY, very stiff, brown ....,..., / / v / ] / v I 0 1/ I ft..! r-4 _/ J at m / -, J-4 / I (I) P-t / I 0') 0.. / .I orf v I (/) J fa I r:--J ('t\ Cl) 0 0 -..() . . . I ('t\ ('t\ 0 I N 0 1-1 r-4 E-4 0 r:z::l 1.&. u 0 '0 . I IT .-t I I "-' .... I t-:r 0 1 I z "' Gl 1/ 1 11.1 ld .... .. 0 J. 7 2 / 0 u I z ol I :J 1&1 0 1-fo 0 0 > ,VI.l.INI

...-4 . 0 N -..t ....0 ttJ 0 N 0 ...-4 ...-4 STRAIN -percent FIGURE 2.50-56 ) ) 1 u-o,C u = 2.0 KSF u = r--"-t-r-,..L__ I -r---t-----The symbol a equals the change in dial reading 11

• t 1 and t 1/4. '::0 m . (11 0 I U1 ...J 0._1 1000 -. -1 10 100 ELAPSED TIME -min t-3 H t:rj 0 < t:-.i ...... 0
• I\) \J'\ 0 * 'B ... _.
• 0 ... I\)
• 0 00 txj en txJ 00 (/) H £ trJ ---2: t-3 ro 0 I .. ,. ... % ---------) tD
• 0 n tti =i q ):--ll.o" < tJ.J (IJ 2: < trJ t""i t""i t""i H txJ 0 a< ;:I: t-3 0 H 0 t-3 ::=::: '"d 1\) > NP

+c _.I "-3 * .. ()\ 111 t:D*

• I 0 ol II i * (ljl z c i r * '1:1. " t'"'" t?::lJI , H n 0 z c 0 > -f 0 z -f PI (I) -f ::0 PI , 0 :u -t STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLI&NT -1.0. NUMB&R. IIORlNCI NUN.8A. DUQUESNE LIGHT COMPANY 12241 -saT& OAT& SAMP\.& NUMa&ll VALLEY UNIT 2 4 JUN 76 BLOCK SAMPLE I D&PTH 4.0 KSF STRESS INCREMENT

-9 c 0 0 ._ C) 0 s::* 0 or-"" 8 I I fl:l ::e: ( H Q r:a 0 (f) II II ( 'IJ-4 p t:J I ,.... . >---I. 1---C) 1---Q) f I I C\l IJ I I---S I C) 1--C\l j I >< 0 ....... 0 ....;t ....--. ,.. .f.J-I--II I p I I--I I--> ,__o J T ,f /r 'j ._, -*J 0 (\j ..:t-\.0 0: * * * * ._ ._ or-or-._ ._ ._ -VERTICAL DIAL READING -* mm 2.50-58 -- STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT .1.0. NUMa&R. &Oil,NCI NUM.&Il DUQUESNE LIGHT CO l-iP ANY 12241 -&'Til OAT& SAMPL& NUMUII. BEAVER VALLEY UNIT 2 4 JUN 76 BLOCK SAMPLE I D .. PT-.. TIME CURVES: 8.0, 16.0 STRESS INCREMENTS -I I ? [ 0 c) I 0 1 1 J 0 I 0 I 0 .... (.) 11 j_ II 4) p/ p N 0 s::: : ( 0 ("t'\ \.{'\ c *r-t I v .,... s I 0 I / II ..... II I I p It' /.,' J1. ...... /.J . / H ("t'\ &-f r- //,' / rll 0 II > Q ............ r*,.*, r-N -u I --.o / : i s t:J I -:I) C,) I 0.. ("t'\ 1 0 t-1 I \.r\ 0 "il r-o / r--..... / ..... r--If I 114 /

• p I Cl) I t--N .J IY t--. t1' .II 1--("t'\ 0. ;! * /I II \.0 1--> 1 <t-" J 0 ro I r--(/) ,.. +> ,. +l I J I r---0 1 I I r--* _A ,/ r--eo r L 1/ L jo I I J ,.. ... * -\r c:--.. a-. c . . . . , .. -. .,. ... .,... -c"'"*-,. ,-. or-VERTICAL DIAL READING -mm FtGURE 2,50-59 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLI&NT .1.0. NUM&&R. &OiliNCI NUMaCil.

LIGHT COMPANY 12241 -SITE DAT& SAMP\.& NUMa&R BEAVER VALLEY ur:rT 2 4 JUN ?6 BLOCK SAMPLE I O&PTH CURVE: 32.0 KSF STRESS INCREMENT -f I 8 I 0 r or-I ---, I (v 0 s:= I 0 *r-1 I /' 7 7 .,... s _/ fT 7 r ,, I 0 \("\ I r:iJ II 1/ I X H 1-----7/ I E-t () p Q) 0 0 / 0 l%l N 0 Cll II .,... 0.. p II 1---0 /"' p ---,...., / / 1---/ 1---"' ,/ 1---* N / : 1---II I v > 1----{.) v /j/ I r """* / / I / i / I .I I I I I )I/ i i I l ...... . 0'-(Y") 0 * * . * ..--(\j (\j C\1 ,-** '!'". or-* FIGURE 2.50-60 VERTICAL DIAL READING -mm STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIENT .J.O. NUMa&A. &OitlN6 NUMa*A. DUQUESNE LIGHT COMPANY 12241 -SITE OAT& NUMa&A. BEAVER VALLEY UNIT 2* 4 JUN 76 __ I O&PTH TIME CURVE: 64.0 KSF STRESS INCREMENT -() Q) ? C\l C* 0 0 (\"\ I 0 ...-4 X 0 * -...t II p. I 0 I 0 L I '-* *r-f L , y--E3 A / t I / / / II L!_/ I tH p / IE-1 I / p'l Cf.l p.. 0 / II I 0 / 0 / ,_ / /_ II / p / ro ... / -C\l -I ;j or-/"" / / ,./ / / f I I -t -.. tc*, 1::'--0'\ ....... 0 * * * . (\' (\1 (' ,, (Y', ,-' ... ,.... VERTICAL DIAL READING -mm FIGURE 2.50-61 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLI&NT .... 0. NUMa&A. BOitlNG NUM.CA. DUQUESNE LIGHT COMPANY 12241 -S\Tit DAT& SAMPC..& NUM-R BEAVER VALLEY UNIT 2 28 JUN-76 BLOCK SAMPLE I O&PTH T lliE CURVE: 0.25, 0.50, AND 1.0 KSF STRESS INCREMENTS --** -s -** I 1X) rt'\ * ....0 ('(\ ...;t rt'\ N rt'\ 0 rt'\ (0 N C) -Vl (I) N Q) () 0 8 1---Q) G> N "' N 5 0 "" N s f--s H N -0 N N I N 0 I I .-4 1X) 1--0 0 .-4 ........ .-4 I!< X rt'\ . -.D 00 N ,..., . . ('(\ II I--II II > ...;t 0 .-4 > I> C,) 0 N .-4 0 .-4 1X) IJ -.D II ' ) ...;t L v t:::--N v _.,. 0 Cl' 0 . . 0 ,..., .-4 .-4 VERTICAL DIAL READING -mm FIGURE 2.50-62 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CL.I&NT -J-0. NUMBK.R. BOillNG NUNaCA. DUQUESNE LIGHT CCJ.fP ANY 12241 -SITE DA.T& SAMPL& NUMa&R BEAVER VALLEY UNIT 2 28 JUN 76 BLOCK SAMPLE I O .. PTH TIME CURVE: 2.0 KSF STRESS INCREMENT -j 0 ('t'\ ............ m Q) ..... I a -CJ Q) I N 0 I N N I 0 ...-f >< 0 I

• N II :> f 0 j 0 T ....-4 I I t v -.----0 ... ....-4 N 0 * * * ....-4 ....-4 ....-4 ....-4 ....-4 ....-4 VERTICAL DIAL READING -mm FIGURE 2.50;,...63 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CL.I&NT ,J.O. NUMBitR. SOiliNG NUMaRCL DUQUESNE LIGHT COMPANY 12241 -&IT& OAT It SAMt'L& NUMa&R. BEAVER VALLEY UNIT 2 29 JUN 76 BLOCK SAMPLE I O .. PTH TIME CURVE: 4. 0 KSF STRESS INCREMENT

-' 0 (\"'\ (.) (I) .......... fQ Q) N +' 0 N N a I -0 lot"\ . .-f II > 0 0 .-f 1 [:Z 1-1-...... N (\"\ -....t 0 . * . . ,. .. , .-f .-f .-f .-1 ..--i ...-4 ...-4 VERTICAL DIAL READING -mm FIGURE 2.50-64 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CL.I&NT "-0* NUMa&R. aOiliN. NUMa&a. DUQUESNE LIGHT C(J.{PANY 12241 -SIT& DAT& SAMPC..& NUMa&ll BEAVER VALLEY UNIT 2 29 JUN 76 BLOCK SAMPLE I O&PTH TIME CURVE: S.O KSF STRESS INCREMENT. -s ' 0 ('f'\ () Q) N -m Q) N .f.) I 0 0 N l""'f 4 orf J:l .......... . N II I> 0 I I ) 0 I I / / t / :::::::::: __...... I.. _......_ 0 C""\ -..:t 1.('\ '-4) . . . . .-4 .-4 .-4 .....t .....t VERTICAL DIAL READING -mm FIGURE 2.50-65 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIIlNT J.O. BOillN& NUMaEil DUQUESNE LIGHT COMPANY 12Ul -&I Til DAT& SAMI'L.& NUM.IlR BEAVER VALLEY UNIT 2 29 JUN 76 BLOCK SAMPLE I T:n1E CURVE: 16.0 KSF STRESS INCREMENT DaPTH -* 0 rt"\ u CD 1 .. UJ Q) N ..j.1 I 0;1 0 N "@ .... _ 00 . N II > 0 0 1 j_ v / v -::::::::: -F-,_.,. 0 \('\ --o C'-tO ()'\ 0 N ('('\ . . . . . . * . . N N N N VERTICAL DIAL READING -mm FIGURE 2.50-66 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLI&NT "-0* NUM.&R. 801l\N8 NUM.Ciil DUQUESNE LIGHT C(}ttP ANY 12241 -SIT& DAT& SAMPI.& NUM.&R. BEAVER VALLEY UNIT 2 29 JUN 76 BLOCK SAMPLE I O&PTH TlME CURVE: 32.0 KSF STRESS INCREMENT -* 0 tt\ C) Q) 5 N I 0 ,-... Ol G> . o+l .....t N E II 41 .,... > a 0 -* I y 0 / ..... J If ,., v e::: --___. 0 "' 0 .....t N CV'\ -...t "" '-0 r:--* . . . * . . . . .....t N N N *N N N N N ....... ....... .....t .....t VERTICAL DIAL READING -mm FIGURE 2.50-67 STONE & WEBSTER ENGINEERING CORPORATION CONSOLIDATION TEST REPORT CLIENT -'-0* NUMa&A. SOIUN6 NUM.CA. DUQUESNE LIGHT COMPANY 12241 -SITE OAT& SAMI'L& NUMa&R. BEAVER VALLEY UNIT 2 30 JUN 76 BLOCK SAMPLE I D&PTH TnvJ:E CURVE: 64.0 KSF STRESS INCREMENT -s I a I 0 ('t'\ i () Q) N s g N I 0 ,......f ............. til X Q) lt\ 0

• N s::: CV'\ or-f II ....._...
• c.:> I v r i 0' I ..,.fl I / r / .. --I --0 lt\ '-'> l:'-00 ()'\ 0 ..,.f N ('t'\ * . . . ** . . . . N N N N N ('t'\ ('t'\ CV'\ ('t'\ ,......f ........ ,......f ,......f ,......f * ..,.f ...-4 ,......f ,......f VERTICAL DIAL READING -nun FIGURE STONE 8 WEBSTER ENGINEERING CORPORATION UNCOBFINED COMPRESSION TEST CLIENT ".0. NUMBER BORING NUMBER DUQUESNE LIGHT COMPANY 12690.46 AB1 SIT! DATE SAMPLE NUMBER BEAVER VALLEY-UNIT 1 13 MAR 79 13F SOIL DESCRIPTION DEPTH MODERATELY PLASTIC SILTY CLAY 29.5 Fr. 5 4 ....--' .,; -v ' tT * \ ... * / \ Q.
• 3 0. / \ I en en If' \ w a:: J. r\. ..... ! (/) w > "' -en en 2 w "-a:: I 0.. :E SAMPLE NUMBER 0 ! 1.3F 0 DEPTH (FT) -29.5 WATER CONTENT (0/o) 24.8 I DRY UNIT viEIGHT--(P-CF) 100.9 SPECIMEN DI-AMETE-R (IN.) 2.8 RATE OF PER 0.23 1 J CONr='IN,NG PRESSUR.E.

0 ! l J -0 I I I 0 2 4 6 8 10 12 14 16 AXIAL STRAIN-percent FIGURE 2.50-69 STONE 8 WEBSTER ENGINEERING CORPORATION UNCONFINED COMPRESSION TEST CLIENT J.O. NUMBER BORING NUMBER DUQUESNE LIGHT CCMPANI 12690.46 .A.Bl SITE DATE !SAMPLE NUMBER BEAVER VALLEY -UIIT 1 17 APR 79 15E SOIL DESCRIPTION DEPTH SILT! CLAY, MODERATELY FINE SAND, BROWN. .32.2 FT 5 -SAMPLE 15E DEPTH (FT) 32.2 WATER CONTENT (0/o) U.9 J DRY UNIT WEtGHT--(PCF) 99.8 4 DIAMETER (IN.) 7._32 RATE OF" STRAIN (0/o PER. M&N) 0.23 CONFINING PRESSURE ____ 0 .: ...... & , ... ., 0. "' 0. 3 .i: I I C/) C/) rr -"""""4 w 0::: 1-C/) [? L&J J > -1/ C/) C/) w 2 0::: If "' a.. j 0 r u ' .... "' 1 , 'e J 1 f 0 0 2 4 6 8 10 12 14 AXIAL STRAIN-percent 16 FIGURE 2.50-70 STONE 8 WEBSTER ENGINEERING CORPORATION UIICOIIriDD COMPRESSION TEST CLIENT J.O. NUMIER BORING NUMBER DUQUESD LIGHT C(J{P.llf 12690.46 AB2 SITf DATE ISAMPLE NUMBER BE! VER VALLI! -Ulrf 1 21 MAR 79 lSI SOIL DESCRIPTION DEPTH SA.IDY CLAY ,MODIRA.'rELI PLASTIC, IILLOWISB BROWI. 33.8 5 SAMPLE NUMB£Q. 151 DEPTH (F'T) .3.3.8 WATER CONTENT (o/e) 27.3 DRV UNIT WEIGHT (PCF) 96.0 4 SPECIMEN DiAME-TE:Q. (IN.) 2.89 QAT£. OF' STRAIN 0.25 CONFINING PRESSURE. 0 -, ..: ... c:jt l\/ ., ., 0. ., 0. 3 ..-: I rn rn LLJ a:: rn LLJ > -rn rn LIJ 2 a:: a.. :E 0 (.) 1 .-. -.......,, -..-,.,. /'" 0 ? 0 2 4 6 8 10 12 14 16 AXIAL STRAIN-percent FIGURE 2,50-71 STONE 8 WEBSTER ENGINEERING CORPORATION UICODIIED COMPRESSION TEST CLIENT J.O. NUMBER BORING NUMBER DUQUESNE LIGHT CCI4PAII 12690.46 AB5 SITE DATE NUMBER BEAVER VALLEI -UIIT 1 21 MAR 79 12E SOIL DESCRIPTION DEPTH SILTI CLAY, HIGHLY PLASTIC, LIGHT BROWI. 24.1 FT 5 / II I

• I \ r \
• 4 I 1\ ...,; f l" ..... I "il... .;. r'---., ..._. .. ., I Q. fl) 0. 3 .Jill: 0 I J en SAMPLE NUMBER 121 en I w OE.PTJ-4 (F"T) 27.7 a:: WATER. CONTENT (ofo) ..... 21.7 (/) I DRY UNIT WEiG\..{T.(Pcr-) SPECIMEN 2.87 I > -t RATE OF 0.28 en en CONF"INlNG PRESSURE 0 L&J 2 0: I K Cl. 0 I (.) J 1 t I 1 J T 0 0 2 4 6 8 10 12 14 AXIAL STRAIN -percent 16 FIGURE 2.50-72 STONE 8 WEBSTER ENGINEERING CORPORATION CLIENT DUQUESR LIGHT CCMP.lii SITE BEAVER VALLE! -UIIT 1 SOIL DESCRIPTION UBCOJI!PIDD COMPRESSION TEST REPORT .J.O. NUMBER BORING NUMBER 12690.46 J.B6 DATE I SAMPLE NUMBER
• 5 APR 78 71 DEPTH Sll.TI CLAY, MODERATELY TO HIGHLY PLASTIC, 5-10,C lPW SAID, BROWII. 16.2 PT

_____ --r __ ....... SAMPLE NUMBER. 7E DEPTH (FT) 16.2 WATER CONTENT (0 io) 25.2 DRY UNIT 97.9 SPE:c 1M E.N o 1 -+----2:...J. .* ---4----f 1.5 RATE OF STRAIN .. CONF"INING PRESSURE 0 ----+----1 ,..; -cT U) .... Cl) a. fl'j 9-.!It! I (J) (J) w a:: ...... 1.0 en w > -(J) (J) w 0:: Cl. 0 {.) r , () ' 0. 5 1--------1*-1 ---R--\ \ I -.a...__ ------o 2 4 6 8 10 12 14 16 AXIAL STRAIN-percent FIGURE 2.5D-73 STONE 8 WEBSTER ENGINEERING CORPORATION UICOIFIJED COMPRESSION TEST REPORT CLIENT J.O. NUMBER BORING NUMBER DUQUESifE LIGHT CCMPAHI 12690.46 AB6 SITE DATE SAMPLt. NUMBER BIA VER VALLE! -II IT 1 5 APR 79 91 SOIL DESCRIPTION DEPTH SAID! CLAY, MODIRATELY

PLASTIC, rm SAID,BROWI.

21.1 2.0 SAMPL£ NUMBER 9E DEPTH (FT) 21.1 WATER CONTENT (o/o) 26.8 l.5 DRY UNIT WEaGHT (PCF) 95.9 SPECIMEN DIAME.T£R-(IN.) 2.87 ----* (0/0 PER ....: RATE OF STRAIN 0.31 ,._ ci-CONFINING PRESSURE 0 t/) ... /.\ Q) a. "' ;, ..!rl!. I A (f) (f) w 0:: I-1.0 (f) w > -(f) (f) w 0:: a... 0 (.) 0.5 i'o-........ f -t--o.... ...........__ I( r-0 0 2 4 6 a 10 12 14 AXIAL STRAIN -percent FIGURE 2.50-74 16 STONE 8 WEBSTER ENGINEERING CORPORATION UJICOiliDD COMPRESSION TEST CLIENT J.O. NUMBER BORING NUMBER DUQUESRE LIGHT CCMPAII! 12690.46 ABl.O SITf D BEl VER VALLE! -tJIIT 1 21MAR79 101 SOIL DESCRIPTION DEPTH SILT! CLAY,HIGHLY PL1STIC,YILLOVISH BROWI. 24.1 FT ' I I I I I SAMPLE NUMBER. 101 1-DEPTH (FT) 24.1 WATER CONTENT (0/o) ,_ DRY UNIT WEIGHT (PCF) 102.§ SPE'..CIMEN DIAMETER (IN.) 2.86 ..,! .... a-., ... ., Q. -/' i\ RATE OF M!N) 0.28 -CONc::"INlNG PRESSURE. 0 -v ' \\ j_ 1-r \ ljjjt 1-' \ -I 4 0. 3 .X I en I ' en a: t-en > en en L&J 2 0::: r I \ \ I \ 0 (.) 7 '.; r 7 r---... ....... , 1 J ' I ' 16 0 0 6 2 8 4 10 12 14 AXIAL STRAIN-percent FIGURE 2.50-75 STONE 8 WEBSTER ENGINEERING CORPORATION UNDRAINED COMPRESSION TEST CLIENT DUQUESNE LIGHT CONPANY SITE J.O. NUMBER 12241 DATE lORING NUMBER BEAVER VALLEY UNIT 2 3 HAR 77 SOIL DESCRIPTION SILTY CLAY, HODERATELY PLASTIC, LIGHT BROWN, (CL) 4.0

• 3. 0 +l 4-1 l7l 0 ) en en lLI a: .... 2.0 (/) 1.&.1 > en (/) 1.&.1 a: c. 0 (.) 1.0 0 I J, 0 r---------------

SAMPLE NUMBER 1F OEPTH (FT) 6.9 WAT£R CONTENT (0/o) 24.3 ------*------*---*--*---*-DRY UNIT WEIGHT (PCF) 100.3 ---------------- SPECIMEN DIAMETER (IN.) 2.$7 -R-AT_E_ OF-STRAIN (0/0 PER. MIN) 0.28 CONF'INlNG PRESSURE ( TSF}-=---0.50 l ;,, \ f\ b::::::!l p::: v SAMPLE 3F -h / ""'7' Vj Y' ...c / SAMPLE 1F ,/; L ._. l! / d (, I 2 4 6 8 10 AXIAL STRAIN -percent DEPTH SEE BELOW 3F 13.2 23.'5 100.9 2.90 0.28 1.0 \ ll _l -"' 12 14 16 FIGURE 2.5D-76 STONE 6 WEBSTER ENGINEERING CORPORATION UNDRAINED COMPRESSION TEST CLIENT J.O. NUMBER BORING NUMBER DUQUESNE LIGHT CCJ.iP ANY 12241 PL3 SIT! DATE ! SAMPLE NUMBER BEAVER VALLEY UNIT 2 8 1-wt 77 5E SOIL DESCRIPTION DEPTH SILTY CLAY, MODERATELY PLASTIC, LIGHT BROWN, (CL) 22.6 FT. 4.0 SAMPLE NUMBER. 5E DEPTH (FT) 22.6 WATEQ. CONTENT (0/0) 29.2 DRY UNIT WEIGHT (PCF) 93.3 --SPECIMEN DIAMETER (IN.) ;.o 2.89 r-:::* OF STilAIN (0 At P£R. MIN) 0.28 CONFINING PRESSURE TSF 1.25 I ...: I -f d-I J I I * ...

• 1;,) a. en \\ s::: 0 +-) I \ ..J (/) (/) Q: 1-2.0 (/) w > -{/) {/) ../') "' n a:: n ....,J..;.

,...-CL I--:\E -0 0 I I 1.0 v ! cl V' /) I 0 ,. 0 2 4 6 8 10 12 14 16 AXIAL STRAIN-percent FIGURE 2.50-77 STONE & WEBSTER ENGINEERING CORPORATION UNDRAINED COMPRESSION TEST REPORT CLI&NT .J.O. NUM.Illl. aoRUtG DUQUESNE LIGHT COMPANY 12241 BLOCK SAMPLE I SlT& OAT& SAMPL& BEAVER VALLEY UNIT 2 18 MAY 76 IA (100.0 PSI) DKPTH CONFINING PRESSURE: 14.40 KIPS PER SQ. FT. -16.0 SAMPLE NUMaER. IA 14.0 DEPTH (FT) --WATEQ CONTENT (0/e) 22.1 DQ.V UNIT WEIGHT (PCF) 101.3 SPECIMEN DIAM£TEQ (IN.) 2.58 -QAT£ STRAIN (eA, P£R. MIN) O.JJ 12.0 CONFINING PRESSURE (KSF 14.40 . .---\ ' ) -10.0 ;_j -* t: --.....

• 0" 8.0 -(/) f.4 v CD / p. til v *r-f .!.:l I 6.0 J (/) v (/) I SILTY CLAY, moderately to highly J-..4 very stiff undisturbed, brittle (/) 4.0 &1 I remolded, 2% fine sand, few voids re and fissures'*

light b;-own (CH) . .. 0 f 2.0 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 AXIAL STRAIN -percent FIGURE 2.50-78 STONE & WEBSTER ENGINEERING CORPORATION UNDRAINED COMPRESSION TEST REPORT C&.I&NT .J.O. NUMUa *oRING NUMUR. DUQUESNE LIGHT CCJ.fPANY 12241 BLOCK SP.MPLE I SIT& OAT .. SAMJIL& NUMa&ll BEAVER VALLE! UNIT 2 13 MAY 76 lB oattTW CONFINING PRESSURE:

7. 20 KIPS PER SQ. FT. (50.0 PSI) -16.0 ; SAMI'LE MUM8EA. lB 14.0 DEPTH (FT) -WATER. CONTENT (0/0) 22.3 DA.Y UNIT WE.I&HT (PCF) 101.3 DIAMETER (IN.) 2_.57 I

• RATE OF &TRAIN (% P£R.. MIN) 0.11 +) ft.l IN lNG PRf.SSUA..a:: ( KSF) 7.20 r:r 12.o j Cl) ,... Q) Sl. I _/, . _.,. .* rQ , : I , } ' ; ,!Ill : 1 10.0 : \ . : .) -tf) I --c-\:, u .. CJ) s.o. I v /"' 0 v 6.0i v 4.01 I I SILTY CLAY, highly plastic, very stiff undisturbed, brittle remolded, I 5% fine sand, some voids.and fractures, light brown (CH) 2.0 oo 2 4 b s 10 12 14 1 20 22 24 26 AXIAL STRAIN -percent FIGURE 2.50-79 STONE & WEBSTER ENGINEERING CORPORATION UNDRAINED COMPRESSION TEST REPORT C:L.I&NT .J.O. NUMallR aoRtNCl NUM&IlR. DUQUESNE LIGHT COMPANY 12241 aLOCK SAMPLE I SlT& OAT& SAMPL.K NUM&&R. BEAVER VALLEY UNIT 2 21 MAY 76 IC D&PTM CONFINING PRESSURE:

28.8 KIPS PER SQ. FT. (200.0 PSI) -16.0 SAMPLE NUMBER. IC 14.0 DEPTH (FT) -WATEA. CONTENT (0/o) 22.5 OR.Y UNIT WE.IGHT (PCF) 100.8 SP£CIMEN DIAMETER. (IN.) 2.59 QATE OF STRAIN (0.4 P£R. MIN 1 0.33 12.0 CONFINING PRESSUR.E ( KSF J 28.8 . 4-t } . \. O'l 1-i " ;I Q) I 0..10.0 Ul \ 0. -rl I (/) -"' 8.0 (/) f:;: v H tl) Cl) 6.0 0 ? 1 SILTY CLAY, moderately to highly plastic, 4.0 very stiff undisturbed, brittle I remolded, 3% fine sand, some voids (CH) L 2.0 i> 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 AXIAL STRAIN -percent 2 sn-ao Si"ONt & WEBSTER ENGINfERING CORPORATION TRIAXIAL TEST STRENGTH

SUMMARY

CLII.NT 8JlPLOaATlON "TYPI!. AND NUMat:.ll DUQUESNE LIGHT COMPANY 12241 BLOCK SAMPLE I alT .. DIII'T& aAMII'LE. NUMa&R.S BEAVER VALLEY UNIT 2 25 MAY 76 IA, IB AND IC / "' v ("<"'\ c..:> 1-! ., \ ... ' "'-I ..J u C'-i Gt ("'("\ -\ u fiJ ' UJ 1'---... at 00 t-C'\1 --W) fn ::::.::; ..J ...__... -..;t " C'\1 .. +) IR ,:, _, <t: / ..., H ol *.-1 0 t; "d4-. " C'\1 *r"i Q) '0'0 .J tr.l Q) 2 \ or o ru "" 0 > v--z t::! ......... M ;'J I +' CLl en U)0. . H I \ N ' Ul..C:N (/) 0 <1> 1.1:: II +l Q) (I)J...Ci) .. '00 "" -...t 0 00 0 -..() N N N C'\1 ,_, ...t 0 SHEAR STR.ESS, T (KSF) FIGURE 2.50-81 STONE WEBSTER ENGINEERING CORPORATION PAGE NO. TRIAXIAL TEST REPORT PIELiftiNAIY I TEn CLIENT DUQUESNE LIGHT COMPANY J.D. NO. 12690.46 &ITE BEAVER VALLEY -UNIT 1 DATE -BY c;qJ¢-BORING AB1 SAMPLE 15F DEPTH 32.7 FT CHECKED lc:> A/t4: 79 IY t<<.Jo BASED ON COMPUTER RUN J1623004 ON 04/12/79 AT 09.20.30 BY OLSZEWSKI. PROORAn GT-023 TRXPLOT VER 06 LEV 01 -COMPILED ON 78.086 AT 16.13.17 EFFECTIVE CONSOLIDATION PRESSURE 3.00 KIPS PER SQ FT 6 -.... ...---.. -__.. _/ 5 """"'" 0:-ti, f-:;r l&.. a 4 (/) I II) 0:: SILTY CLAY, moderately plastic, .,.. I.&J .. 0.. ' 1-2% fine sand, brown II) .. (I) G) 0.. 3 r-"""4 ' ' :.:: .. -' I .,.. c (I) (I) ""' 2 .. 0::: .., ._ .,.. (/) .. .._ Ill -........... a .., 1 18.. u-uo co 1-......... a I--<! at: a: ) .....__ ---u '-. .,.. ----.., 0 ""' 0::: ::>>a:: (I)I.&J (l)f-5 m I.&J I.&J 0 * "'a 0:::2: ,_ o.a: ( u-u 0)/ ( o;-cr.> Ill 0:: "1!1-I.&J a: L .J. I L I -0::0.. I 0 co I ... =-0.. 0 r-I I Ill .., co -I a 0 -.., ....J ..... --'-' -a a:t--r-.. -c a.. a: -.., 3 / Oil """4 0::: I Ill u .. .., Z(J) a;;a; z """4(/) !::) 0:: I.&J r I 81: 0..0:: 1 z: f-a (I) at: 1 .... ,_ 0 2 4 6 8 10 12 14 16 AXIAL STRAIN -PERCENT L z -;::-I G U R E 2

• 5 C--D 2 STONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST ST2ENGTH SUMMAR.V eLIE.NT J.O. NUUBI!Q. I!){PLOilATION

,.VPE. ANO NUM&E.R. DUQUESNE LIGHT CCJttPANY 12690.46 BORIHGABl SITE. DATE AAMPLI!:. NUM&EQ.S BEAVER VALLEY 11 APR 79 15F TOTAL ST2£SS 4 .3 -j--..._ v p / .. 2 v en C/) LLI _j Ol I .... en l t:r / <( w :r (/) 00 1 2 3 4 s 6 7 8 NORMAl. STR.ESS, cr KSF EF'F'ECTIV£ PATHS 5 4 3 o-u v V' 2 v r" f. I t 10 '-' 1 ( \ ' 00 1 2 3 4 5 6 7 8 (Oj KSF FIGURE 2.5D-83 STONE WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST REPORT PAGE NO

• PRELJ"JNAIY I TEn-----CLIENT DUQUESNE LIGHT COMPANY J.O. NO. 12690.46 SITE BEAVER VALLEY UN I y -1 DATE % APct .,, IY .L, -BORING AB 5 SAMPLE 12D DEPTH 27.0 FT CH£CK£D IY IIASED ON COMPUTER RUN J1623017 ON 04/02/79 AT 12.59.47 BY OLSZEWSKI.

PROottAn G T-02 3 T R X P L 0 T V E R 0 6 LEV 0 1 -CO MP I LED ON 7 8

• 086 AT 16
• 1 3
• 1 7 EFFECTIVE CONSOLIDATION PRESSURE 2.50 KIPS PER SQ FT fD D .., (/) a.. ..... I (f.) (f.) l&.l a:: .... (/) 6 "" I I I I lin v( U*Uo)f l&.l LIJ 0
• 5 '\ a:::z:: .... a..a: I I I I SILTY CLAY, moderately to highly plastic 5% fine sand, yellowish brown ( cr. -a; ) -CD a=: "w. , ....

= 0 --2 a.. --Ill 0 ... ., a .... :) .. z -.. 2 ------... ---1ft -6 8 10 AXIAL STRAIN -PERCENT .. 12 14 16 FIGURE 2.5D-84 STONE & WEBSTER ENGINEERING CORPORATION TEST STilENGTH SUUMAR.V CLIENT .J.O. NUMBI!R EXPLORATION "TVPI!. ANO NUM&ER. DUQUESD LIGHT COO'AI! 12690.46 BORDO ABS &I Tit DATE SAMPLe: NUMI!EitS BEl VER VALLE! UNIT -1 2 APR 79 12D TOTAL 5TilESS CIRCLES 8 6 ' 1-' .. 4 en (/) -uJ ol / "" t-en 2 ai I 1\ < L&J ( ' J: en \ 0 0 2 4 6 s 10 12 14 16 NORMAL STRESS, cr-KSF EFFECTIVE STRESS PATHS 4 -0 v v 3 1/ v I v 2 v r" I / lb 1 1 ,. 0 0 l 2 .3 4 5 6 7 8 (a-, + o-1S) /2 -KSF FIGURE 2.50-85 STONE WEBSTER ENGINEERING CORPORATION TRIRXIRL TEST REPORT PAGE NO. rRELiniNRRY ITE" CLIENT DUQUESNE LIGHT CDHPANY "*0* NO* 12690.46 SITE BEAVER VALLEY -UNIT 1 BORING AB6 SAMPLE 7F DEPTH BR&ED ON COMPUTER RUN J1623020 ON 04/03/79 AT 15.42.36 BY OLSZEWSKI. PROGRA" GT-023 TRXPLOT VER 06 LEV 01-COMPILED ON 78.086 AT 16.13.17 EFFECTIVE CONSOLIDATION PRESSURE 1.00 KIPS PER SQ FT 2.4 2.0 v--0:-cr. t-lL. CJ 1.6 (f.) w 0:: 'e w .. Q.. -(I) .. 0.. 1 .2 I"' -..... :.:::: ., 0 ..... I ..-1!1 L..---1-"" 1------"""' v-I--"" ..,., v .. 0 (I) (I) w o.e ,._ 0:: I"' t-U) (f.) -1 SILTY CLAY, moderately plastic, brown I / vU-Uo ID c co 0.4 a Ill: << u tl\ hL -e-r---m g ---,_ -I"' CD 0 w 0::: l I 1 I I I I I T T =:lO:: CI)W (f.) t-s ww o. o::z: ... o...c:r: CD 0:: wc:r: /_...( u-u 0)/ ( <r.-tJ.) ..... I r--s_ ( 1-i!J.-"--lm ""-:-... 0:::0... 0 co 2 0... 0 .... -r-"1!1 ... CIQ a 0 .. ..J ..... -a:t-0 a.. a: ., w -o:: ., u -%(f.) z -cn o:::w 1111: Q..O::: !i t-a:: (I) IL. ... 3 /' I --j 1m lft"' r-.... ..... L:J 1-*--..4 I r 1 0 6 8 10 12 2 14 16 4 ::::>> L z -AXIAL STRAIN -PERCENT FIGURE 2.50-86 STONE & WEBSTER ENGINEERING CORPORATION TE5T STRENGTH

SUMMARY

-.1.0. NUMBI!R EXPLORATION "TYPit ANO NUM&ER DUQUESRE LIGHT CCMPAN! 12690.46 BORIRG AB6 SITE. DATE SAMPLE NUMI!ER.S BEl VER VALLE! UHI'l' -1 l3 APR _79 7F TOTAL STRESS CIRCLES 2 I ... 1 en ............... V> / "' LLI v ol .... / en ri I ' 4:: LaJ 1/ I :J: en 0 0 1 2 .3 4 NORMAL STI<ESS, cr -KSF EFFECTIVE STRESS PATHS 2 1 I / ,....... ,/ I Jr tb-'-' \ ( 0 0 1 2 3 (Oj + a-s)/'2 -KSF FIGURE 2.50-87 STONE WEBSTER ENGINEERING CORPORATION PAO! NO. TRIAXIAL TEST REPORT PRELJftJNRRY IT!" CLIENT DUQUESNE LIGHT COMPANY J.D. NO. 12690.46 &ITE BEAVER VALLEY UNIT -1 DATE "I A"/1.. 7' BORING RB10 SRMPLE 100 DEPTH 23.6 FT CH!CK!Dt/ Al",.e 71 BY ,.ek: BASED ON COMPUTER RUN J1623020 ON 04/03/79 AT 15.42.36 BY OLSZEWSKI. PKOIJKRft GT-023 TRXPLOT VER 06 LEV 01 -COMPILED ON 78.086 AT 16.13.17 EFFECTIVE CONSOLIDATION PRESSURE 3.00 KIPS PER SQ FT 12 10 SILTY CLAY, moderately to highly plastic <5% fine sand, light brown ---1-lL. Cl 8 (I) "' 0::: /cr.-<J, ID au -Q... * -I (f.) m 0.. 6 .J1'1.--r-..... ..... X _, Q _.......[ ..... I

• Q CJ) CJ) w 4 a:: .,. r-t-j r-ID (I) -ID l c , /U-U 0 co 2 I a 81: II\-Ulv. a: -u ._, _.] ... r---) -. CD ---0 au I I I I 0::: I I I I rm U-U 0)/ (

ClllU CJ)t-I lUlU 0.5 l .:t:Z: v .... a... a: ID a:: wa: -rn -0::: Q... --0 ------s Q... 0 ..., ( 0"; ;a; ... 0 0 [0 1. CD _J----"" ... ... a:t-... 0 ,p---------&I) a... a: 3 .L "' '""4 0::: I G u ... , ZUJ z ..... (I) :;:) o:::w 81: a.. 0::: ..... 0 CJ) a:: 1 .... .... 0 2 4 6 8 10 12 14 16 :;:) AXIRL STRRIN -PERCENT L FIGURE 2. 50*-88 z - STONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST STRENGTH

SUMMARY

CLIE.NT .J.O. NUUBI£R I!:KPLOilATlON 'TVPE ANO NUM&E.R lllHUIII"'-1! .. 11: LIGHT CCJnlAII 12690.46 BORDIG A.Bl 0 StTIL DATE SAIMPLI!:. NUM&£R.S BE1 VER VALLE! UNIT -1 3 APR 79 10D TOTAL 8 6 a I p .,. 4 en C/) r--..... LLI v "" Ol / en 2 I 1\ w II I en 00 2 4 6 s 10 12 14 16 NOR.MAL STR.E5S, CT -KSF EFFECTIVE STRESS PATHS 5 4 r.V l..-o 3 I 2 / v ,....... / .-t I v .b-"'-" 1 \ 00 1 2 3 4 5 6 7 8 (Oj -KSF FIGURE 2.50-89 STONE ' NED5TER ENGINEERING CORfORRTION TRIAXIAL TEST REPORT CLIENT "*0* IIOIU NO NUftllfl DUQUESNE LIGHT COMPANY 12859. l Df6 SITE DATE IAftrLE NUttiER BEAVER VALLEY -UNIT 2 31 MAR 77 13E DEPTH EffECTIVE CONSOI.lDRT ION PRESSURE: 3.80 TONS PER sa FT 54.0 FT m Jn 3.0 .... l.-J!l"'" ,...... ..1 2.5 /' t-tL -1!)" I"""'" -a 2.0 CIJ lj /'"' G::= lLJ Q.. r / U') Layered SILTY CLAY, highly plastic and z 1 .s I SANDY CLAY, slightly plastic with 0 J f f-35-45% fine sand. .Contained 1 layer I of silty sand with 35-45% nonplastic (I) T v fines (I) l&J 1 .o 0::: t-C/) o.s rJ ' 'II 0 I.&J G::= _ ... .. n ,.. ---CIJ I.&J 1 ... ---C/)f-l&Jl&J 0. 5 a.. a: 0::: 0:::4.. 0 Q.. 0 0 ...J ..... a:._ o..a: 3 ..... 0::: -u -m--ZVJ ...... C/) m,.-ol!t 0::: 1&.1 o_ 0::: ...._ , C/) 1 0 2 4 6 8 10 12 14 16 AXIAL STRAIN -PERCENT FIGURE 2.50-90 STONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST STRE.N&TH SUUMARV .a.o * .,... ** 'TVIt._ ANO NUMat:R DUQUESNE LIGHT Cm*IPANY 12S59.01 BORING OF6 Dll'T& NUMaaaa _;_;E_:t\JER VALLEY UNIT 2 8 APR 77 SAHPLE lJE TOTAL STR£SS CIRCLES 4 ") \.1) f'--; ... ..., :=: ... C/) f/) L&J -........ Cll t-/ C/) l Ol v 1\ <( / LtJ I \ :t C/) l 2 3 4 5 6 ,.., I NOQ ... AL. STQ.ESS 1 G"'-uo, TSF EFF'£CTIVa 8TR£SS PATHS 2 r ' E71 E-i \ { l 1\ ,,.r I \ 10 l 2 3 4 (C!; + cts)/2, TSF FIGURE 2.50-91 STONE WEBSTER ENOINEERINO COR,ORRTION TRIAXIAL TEST REPORT CLIENT J.o. m lORI .. NUIIKK DUQUESNE LIGHT COt1PANY 1285 .01 Of7 BITE DAT! IMPLE NUIIIEK BEAVER VALLEY -UNIT 2 14 APR 77 lE DEPTH EffECTIV*E CONSOLIDRTION PRESSURE: 3.00 TONS PER SQ FT 48.7 FT s.s r\ "' ..... -,:a s.o ' '-0:-crs. .... I "-a 2.4 U) [!, a:: I laJ CL r (f.) --_1ft z I [I u -\I' --c 1-8 I ., \ t-/ I (/) I v '-u-u 0 (/) .I laJ 1*2 1-(/) SANDY SILT, highly plastic, 15-20% fine I sand, gray. o.e £ ) 0 L&J a:: .... U)i&J rn ... rn Cl)t-_,);J'" r"' .. \. Iii ** liJliJ 0. 5 !P '\ O::J: ( u-u 0)/ ( CT.-(T,) a:: li.Ja: 0 0 0 -. -... rn ..J-Iii -. 1 CLCI: 3 J! .... a:: / u rrl Cf.ld; Z(f.) .... (f.) O:::liJ I ..... (I) 1 0 2 4 6 8 10 12 14 16 AXIAL STRAIN -PERCENT FIGUP.E 2.50-92 STONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST STRENGTH SUMMAiiV C:LIItNT ..a.o.NUM*** eK .. LOaATtON 'TVP&. ANO NU ..... E.It DUQUESNE LIGHT COMPANY 12S59.0l OORING OF 7 SIT&. aAMIII'L&. NUM*&*S BEAVER VALLEY UNIT 2 19 APR 77 lE TOTAL STRESS t:IQeLES 4 -3 .... .. 2 en C/) L........- LLI v Ol )-1 / fJ) I 1\ c{ w 1/ \ I en 0 1 2 J 4 5 6 7 8 NOQMAL STR.ESS, 0" -uo (TSF) EF'F"E.CTIVE. 8TRE.&S PATHS 2 J 1 1 It \ ,-.... lb I 10 ....._, I 0 1 2 3 4 (&. + cts)/'2 (TSF) FIGURE 2.50-93 STONE WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST REPORT CLIENT J.o. NUnBER BORING NUnBER DUQUESNE LIGHT COMPANY 12859.01 OF9 SITE DATE SA"PLE NU"IER BERVER VRLLEY UNIT 2 26 RPR 77 18 DEPTH EFFECTIVE CONSOLIDATION PRESSURE: s.oo TONS PER SQ FT 46.7 4.8 lm "' "' _tl\ -/ 4.0 r' u-u 0 -... 1ft lJft -t-.v/ v "\!! LL 07-Oi -CJ 3.2 (/) ' / £t:: LLI IL it (I) SANDY SILT, moderately plastic z 0 2.4 iJ 20-25% very_fine sand, brown ..._ I {/) I (I) LLJ 1

• 6 a:: !I? ........ (I) o.a I ) 1m "' "' _m --.... -l rn----0 ..,.,..... ( u-u.)/ ( cr; -O'"J ) / lLJ 0:::: If ::;) £t:: U:)L.&.J V)t-0 WLLJ *UI

£t:: l:t::O... 0 0... 0 0 ..J11-o4 a:t- ---... _... """4 a:: 3 -v u -Z(f) w--O:;a; """4 (f) l:t::W O...l:t:: t-Cl) 1 0 2 4 s 8 10 12 14 16 AXIAL STRAIN -PERCENT FIGURE 2.50-94 STONE ' WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST REPORT CLIENT J.O. NU"IEI BOliNG NU"BEI DUQUESNE LIGHT CDMPRNY 12859.01 DF9 BIT£ DATE BAnPLE MUniER BEAVER VALLEY UNIT 2 22 APR 77 1C DEPTH EFFECTIVE CONSOLIDATION PRESSURE: 4.50 TONS PER SQ FT 47.0 FT 3.6 I ,_ -cr-' o; -* ...a r-...---r--.;;; 3.0 ......4 lJ ,.... v u-u 0 1--1 I IL a 2.4 U) I f u ), l&J a.. r (/) SILTY SAND, moderately plastic z 1 .a 0 30-40% fine sand, gray I (t) (/) 1

• 2 lU .... U) , o.s ) 0 .... .. .. ..a ---y -.. I I I I w ..-0::: , I I I I :::::ut:: ( u-u 0)/ ( cr. -cr; ) U) I.&J U)f--Wl&J 0.5 a::::J: a.. a:

0 a.. 0 0 ...J-... -* ll _Ill! ... -I . -a.. a: r-3 -......11 r--a:: r ./ u cr. 10; Z(l) ,.) -(f.) r a.. a:: (t) 1 0 2 4 6 8 10 12 14 16 AXIRL STRAIN -PERCENT FIGUP.E 2.5D-95 STONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST REPORT CLIENT .J.o. NUftiER DORING NUftDER DUQUESNE LIGHT COMPANY 12859.01 Of9 8JTE DATE IA"rbE MUniER BEAVER VALLEY UNIT 2 21 APR 77 DEPTH EFFECTIVE CONSOLIDATION PRESSURE: 3.00 TONS PER SQ FT 47.3 3.0 r Ll F' I -L -2.5 cr.-a; -..:..-. ..__ .V ...,_ r--. --,:J t-,.. IL. CJ 2.0 .... -m Cll t a:: / L&J u-u 0 0.. / Ul z 1 .5 0 ll 1-I Top SILTY SAND, fine, 30-40% U) moderately plastic fines, brown U) w t.o I SANDY SILT, moderately plastic, 1-20-30% fine to very fine sand, U'J I brown 0.5 0 I l m """ L&J -.... a:: r r ... 1=.1 I T U) IJ.J CJ.;o; cnt-L&JL&J o.s a:::z:: o..a: 0'! LLJCI: a::: a.. 0 0.. 0 0 .. ... -a: 1---r . -IFoJ 1.:1 II ..., -o..a:: - 3 ./ u _)!l ( u-u 0)/ ( ZU'J ..... U'J a:::L&J ( 0..0::: t-C/) 1 0 2 4 6 8 10 12 14 16 AXIAL STRAIN -PERCENT FIGURE 2.50-96 STONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST REPORT CLIENT J.o. NUnBER BORING NUnBER DUQUESNE LIGHT COMPANY 12859.01 OF9 SITE DATE 8ArtPLE NUnBER BEAVER VALLEY UNIT 2 14 APR 77 lE DEPTH EFFECTIVE CONSOLIDATION PRESSURE: 1-30 TONS PER SQ FT 47.7 FT 2.4 2.0 SANDY SILT, moderately plastic, 18-20% very fine sand, yellowish brown ....... lL CJ 1 .s Ul a:: lrn m "' rn UJ ,. m I L:.l a... -/ (/) cr.-a; z 1

• z 0 I I (I) i (/) UJ o.e £t= r \:1 I \:I -I""" om \:1 ..... J "". -Ul u-u 0 0.4 ! 0 LaJ lUI\ a:: _... ::::JO:::: (I) LLJ '"" '1!1 u:u-1-... n n'l .. -LaJLaJ 0. 5 ..... O:::J: , ( u-u 0)/ ( (). -Cf, ) ./ £t= wa: I I I I I £t=£L 0 £L 0 0 ...J-r *[!)'"" ..... /L:.I L:.l L:.l .... -a:: 3 CJ.Io; u ZUl ;I -Ul O::lU ( £LO:: (I) 1 0 2 4 6 8 10 12 14 16 AXIAL STRAIN -PERCENT FIGURE 2.5D-97 S"fONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TE.ST STRE.NGTH SUUMAQV CLI .. NT ..a.o.NUua*a .Jt .. LOaAT&ON 'TVPit AND NUMal'.ll DUQUESNE LIGHT COMPANY 12859.01 EDRING OF 9 SITK. DATa 8AM .. LE. NUM ...... -BEAVER VALLEY UNIT 2 22 APR 77 1B.1C.1D 7 1E TOTAL STRI.SS ClllC:LES 8 6 -E-t ........ IJ 4 .. en (/) uJ Ill 1B 1-1C \ (/) 2 vl? -v 1E -" \ / ....... w r-r\ v ( \ v \ I en I 0 2 4 6 s 10 12 14 16 NOQMAI. STQESS, cr-u 0 (TSF) -

STRESS PATHS 5 4 --I 3 -E-t ............ 2 c: lB lD ...<-. 81' I 10 '-' 1 0 \ \ p * '1E I\ I 0 1 2 3 4 5 6 7 s (it.+ O'"s)/2 (TSF) FIGURE 2.50-98

""'-* .,.......

STONE WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST REPORT CLIENT J.D. NUftBER BORING NUIIBER DUQUESNE LIGHT CDt1PANY 12859.01 DF9 &JTE DRTE &RitrLE NUIIBER BEAVER VALLEY UNIT 2 11 APR 77 40 DEPTH EFFECTIVE CONSOLIDATION PRESSURE: 4.20 TONS PER SQ FT 60.3 FT 4.0 ...._ lL C!l 3.2 (I) 0:: LLI 0.. (I) z 2-4 0 1-(I) (I) w 1.6 1-(I) 0.8 0 L&J 0:: ::::ut:: cnw (1)1-L&JL&J o.s O::J: a.. a: wa: 0 Q.. 0 a:t-0 a..a: 3 u zm ..... (I) t-en 1 w I u/ I I J / I I r !l (!) I j IW'II I n. -jv v 0 2 / -"' -..............m ---"1,;,1 &.:.1 4 .m ---n IW'II ... I --0:-CT, / SANDY CLAY, slightly plastic 40-45% fine sand, yellowish brown ., :--'I -/ u-u 0 __/ -m n j ---( u-u 0)/ ( o; -(). ) I I 1 l J IW'II , ... .. m .... ... --1-1----/ Cf.la; 6 8 10 12 14 AXIAL STRAIN -PERCENT FIGUP.E 2.50-99 16 STONE & WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST STRE.N&TH

SUMMARY

CLII.NT .a.o.NUMaaa 'TYP& ANO NUMa&.lt LIGHT COHPANY 12859.01 BORING OF 9 SIT& a.T* NUMallll8 JEA""/EH V/U .. LEY UNIT 2 4 APR 77 4D TOTAL STRI.SS CIRCLES ? *' ....-.... ") ,_... . ..., ... C/) C/) LLI ol r -ciJ / Ol ;2 I \ UJ ( X 1\ en /! *" I .... ,...,. LO 12 1 /.._ l! STRESS, cr -uo (TdF) 8TR£BS PATHS '1 /,. .............. li-t --:.') f-t '-" 2 r--. I \ 10 '-' l j J yo J : 2 '"J /+ c:. 6 '7 g .. ./ (tt. + a-.)/ 2 ( TSF) FIGURE 2.50-100 STONE WEBSTER ENGINEERING CORPORATION TRIAXIAL TEST REPORT CLIENT DUQUESNE LIGHT COMPANY 4.0. NUKBER 12241 3LOCK SAMPLE I SITE DATE SERVER VRLLEY UNIT 2 26 MRY 76 SAKPLE NUKBER IE DEPTH EFFECTIVE CONSOLIDATION PRESSURE: 7.20 KIPS PER SQ FT 12 . . T SILTY CLAY, moderately to highly plastic, -stiff undisturbed, brittle remolded, 2% fine sand, few voids and fissures, 10 -light brown I t-LL.. 0 8 tJ) a::: w 0:-0i ) .l'l"'oo i'n ----..., -----..-i!1f! ll!f __., a.. en a_ 6 ....... r , ./ en en lLJ 4 0:: t--en / / / ....-u-u.

f 'F'--(!) (!) -r---r--.."""'

l!1t' 1m... *--r----r--. --a 2 0 /-( u-u. )/ ( cr. 0: ) '-J J!l-c "'-tn L'l. l1:J -""' n-,__ -6Cl...._

---

..... -1'1'1 -......-I -I ---,. lo... ....... ..... ----t!.(!JL J-IL!J .. ---,_ ..........

-......-1,;;,1 .----p-1 0 2 4 6 8 10 12 14 AXIAL STRAIN -PERCENT FIGURE 2.50-101 16 (/) LLJ ...J It) b I C\1 b-) 6 4 2 l/ 0 0 / 2 SIN f/> = TAN oc ./ v v 4 L4 / ' t:l ) -6 8 I KSF I ) ../ v a.( =23.4° 4)"=25.7° 10 12 FIGlRE 2.50-102 EFFECTIVE STRESS PATH CIUTEST BLOCK SAMPLE 1, SAMPLE IE BEAVER VALLEY POWER STATION -UNIT 2 FINAL SAFETY ANALYSIS REPORT ) STONE & WEBSTER ENGINEERING CORPORATION DIRECT SHEAil TEST REPORT Ct.tltNT -1.0. NUMB£R. 'TVPE. AND WUM8£C2. DUQESNE LIGHT COMPANY 11700 BORING 906 SITE DATE 5AMPL1t NUMBE.A.S BEAVE'rl VALLEY 21 JUN 7lt 1 SPECIMENS 2.5 IN. DIAMETER BY 1.0 IN. HIGH 1.4 1 .2 -SAMPLE 1 E I K I r ---------SAMPLE 1F .tf "" 1. 0 t-' 'f /\ / I i ,/ \ ,,. ---f.-SAMPLE 1C2 ,. 0 0.8 j rr // >-a X.f! f----r-SAMPLE 1 D (/) en o.s I.J 0! t-en 0.4 If. / /' .. I I v I A -sAMPLE 1C r u SANDY CLAY, slightly plastic, 45-50% fine sand, stiff undisturbed, ----yellowish brown 0.2 0 E E r 0.5 J: (+) (!] w J: 0 z w (-) t!) 2 0.5 :c 0 u '-"- ..., N -u 2 4 12 14 8 6 10 DISPLACEMENT -mm FIGURE 2.50-103

& \"/[3STER CORPORATION DIRECT TE.ST

SUMMARY

oc_ TEST :_DRAINED _S_IZE .0 IN. HIGH_ I TY!-JE or-

UNDISTURBED 1 .. TE OF D15PLACE.MENT SEE BELOW i I 1F SAtvlj:JLE I 1 C1 1 C2 1 D 1 E 1**------**-*-*. ----------*-******---*:

---

*-------

---*--*-***-**--*-*-* --*+------- ! ..J! WATER CONTENT (%) I 1?.9 18.0 18.2 19.7 18.8 .f. ----------------*-

• ---,-------**

--'---. -------! t= :oR.V UNIT WEIGHT, Yd j 105.9 108.1 107.8 107.6 109.2 -I 1 I 7 -----* --** --* -- ---r---------------- __ I ::: :vOID RATIO, e 0 0.592 0.559 0.565 0.567 0.5l.f-3 h---j -r----------------:_--------------------------------------

---

---0 1 NORMAL STR::ss, crn I 2.02 1 .09 2.02 0.30 0.30 t-t.1 r* ----------------------r------

---

---

.

• ------------1 :voto RATIO, ec 1 0.350 0.441 0.430 0. 559 o. 51+0 r;1 Lf_(!SF)

____ __ _1.27_ _ __ I 3 ! ST[:_ESS RATIO., o**n l 0.596 . 0.778 0.628 1.137 0.893 j I -------------***. --------* ---

---

* -*****-----------*****-

-**** ---------------1 I u.; : = ARC TA:J Tfjo-n (uEG) ! 30.8 37.9 32.1 48.7 lt1 .8 ,* t{ ----------**-**---

• • -*--*-**-*---. ------------L ---------------**-** . -. . ----... -* ----* ------**---

__ , :VOIU RATIO, Gf I 0.350 0.430 O.lf-14 0.525 0.533 r---***--------

---

*-----

---

_, ____ . --f------------*-

---

* *->-*--*-------

---

**-****-----

• • -__ , kA\"E. OF DISPLACEMENT

_ 1.5mm/hr 40mm/hr 40mm/hr 40mm/hr 1.5mm/hr: .--. 2.0 :r: 1 .o 1-r,!) z rJJ Lt *-* U1 c1. uJ :c (11 0 0 I I I I I RATE OF SYMBOL DISPLACEMENT 0 40 mm/hr 8 1.5 mm/hr -0 0 6 1.0 2.0 J.O NORMAL. Q-n FIGURE 2.50-104 BVPS-2 UFSAR Rev. 15 2.5E-i

APPENDIX 2.5E TECHNICAL REPORT

STABILITY OF SLOPES AT THE EMERGENCY OUTFALL STRUCTURE

BVPS-2 UFSAR Rev. 15 2.5E-ii STABILITY OF SLOPES ATTHE EMERGENCY OUTFALL STRUCTURE Prepared for BEAVER VALLEY POWER STATION* UNIT 2 DUQUESNE LIGHT COMPANY PITISBURGH, PENNSYLVANIA by DONALD D. HUNT JUNE 1983 '11 )' ';4),-. I. /J..,. )(, .. ".. Division Head?" glneer Engineering Management Copyright 1983 STONE & WEBSTER ENGINEERING CORPORATION BOSTON, MASSACHUSETTS 02107 BVPS-2 UFSAR Rev. 15 2.5E-iii TABLE OF CONTENTS Section Title Page 1 INTRODUCTION......................................1-1

2 SUBSURFACE INVESTIGATION..........................2-1 3 SUBSURFACE CONDITIONS.............................3-1

4 GROUNDWATER.......................................4-1

5 PROPERTIES OF SUBSURFACE MATERIALS................5-1 5.1 COARSE COLLUVIUM..................................5-1 5.2 FINE COLLUVIUM....................................5-1

5.3 ALLUVIAL

SOILS....................................5-2 5.4 UNCONTROLLED FILL.................................5-4 5.5 COMPACTED GRANULAR FILL...........................5-4

6 SLOPE STABILITY...................................6-1 6.1 COLLUVIAL SLOPE...................................6-1

6.1.1 Colluvial

Slope - Static Case.....................6-2 6.1.2 Colluvial Slope - Dynamic Case....................6-2 6.2 RIVERWARD SLOPE...................................6-4

6.2.1 Riverward

Slope - Static Case.....................6-4 6.2.2 Riverward Slope - Dynamic Case....................6-4

7 CONCLUSIONS.......................................7-1 8 REFERENCES........................................8-1

APPENDIXES

A BORING LOGS AND TEST PIT LOGS B LABORATORY TESTING

i BVPS-2 UFSAR Rev. 15 2.5E-iv LIST OF FIGURES Figure Title 1-1 Boring Location Plan

3-1 Subsurface Profile - Section 1-1 3-2 Subsurface Profile - Section 1-1, Detail

3-3 Subsurface Profile - Section 2-2

3-4 Subsurface Profile - Section 3-3 3-5 Subsurface Profile - Section 4-4

6-1 Colluvial Slope Stability - Section 1-1A Static Case - Bishop 6-2 Colluvial Slope Stability - Section 1-1A Morgenstern - Price 6-3 Colluvial Slope Stability - Section 1-1A Dynamic Case - Bishop 6-4 Riverward Slope Stability - Section 4-4 Static Case

6-5 Riverward Slope Stability - Section 4-4 Dynamic Case

ii BVPS-2 UFSAR Rev. 0 2.5E-1 SECTION 1 INTRODUCTION

This report presents the results of an evaluation of the stability of slopes in the vicinity of the Beaver Valley Power Station - Unit 2 (BVPS-2) emergency outfall structure (EOS). The work performed to prepare this report comprised subsurface investigation, laboratory testing and slope stability analyses.

The EOS is a Quality Assurance Category I structure which is to be constructed at the far western end of the site (Figure 1-1). Its intended purpose is to provide missile protection for the emergency discharge point of the service water system and to raise the discharge point above the elevation of the probable maximum flood (el 730 feet). Service water normally flows through the circulating water system to the cooling tower. In the event that this route is blocked, the service water will be rerouted through the EOS to the Ohio River. Piping leading from

the EOS to the Ohio River is not classified as Category I.

1-1 BVPS-2 UFSAR Rev. 0 2.5E-2 SECTION 2 SUBSURFACE INVESTIGATION

Eleven borings (EOS series) were drilled in the study area during the months of May and June 1982 by Eger Drilling, Inc. of Bridgeville, Pa. under the supervision of the Stone & Webster Engineering Corporation (SWEC). The locations of these borings and a number of others performed for previous investigations are shown in Figure 1-1. The PL series of borings were performed by others in conjunction with the construction of a sludge transport pipeline for the Bruce Manfield Power Plant (GAI 1976). Logs of borings performed under the supervision of SWEC are contained in

Appendix A. Four piezometers were installed, one each in borings EOS-1, -6, -7 and -7A. Piezometer EOS-6, apparently damaged during installation, is considered inoperable. Installation records for each piezometer can be found in Appendix A.

Along the plant access road, at the base of the valley wall, eight test pits were excavated at the locations shown in

Figure 1-1. The test pit logs are given in Appendix A.

2-1 BVPS-2 UFSAR Rev. 0 2.5E-3 SECTION 3 SUBSURFACE CONDITIONS

The Beaver Valley Power Station is founded on a glacial outwash terrace deposited by higher stages of the Ohio River during the Pleistocene age. The study area is at the extreme western end of the terrace where it begins to pinch out against the steep bedrock valley wall. Soil profiles developed from the subsurface investigation data are presented in Figures 3-1 through 3-5. The locations of the sections are shown in Figure 1-1. Due to the complex character of the soil deposits, it was generally not possible to develop a soil profile showing specific continuous soil types between adjacent borings. Instead, at least with the soil data obtained from the EOS borings, soils were categorized according to mode of deposition and roughly by gradation, e.g., coarse and fine colluvium. Generally, the borings indicate that, on the steep valley walls, the bedrock surface is overlain by what is termed coarse colluvium, derived from the weathering of the parent sandstone bedrock at higher elevations. From the split spoon samples, it can be described as a sandy gravel, largely composed of weathered and decomposed, angular sandstone fragments contained within a matrix of more severely weathered sandstone. The coarse colluvium is, in turn, overlain by fine colluvium derived from the weathering of shales, claystones, and limestones. It is a heterogeneous sandy clay containing fragments of the parent rock.

The colluvial soils diminished in thickness with increasing elevation on the valley wall and were found to be absent above el 850 feet (GAI 1976). At the base of the valley and extending northward to the river, there exists an interfingering of the colluvial soils with the outwash and alluvial soils deposited by the Ohio River. Figure 3-2 illustrates in greater detail the complexity of the soil conditions in the vicinity of borings EOS-1 and EOS-6. To the north of boring EOS-10 (Figure 3-1), the terrace has been eroded and portions of the original granular outwash deposits have been replaced with more recent river deposits of silt and clay. This layer is discussed in greater detail in Section 5.3.

3-1 BVPS-2 UFSAR Rev. 0 2.5E-4 SECTION 4 GROUNDWATER

Several piezometers were installed within the granular terrace soils of the main plant area and groundwater levels have been recorded on a regular basis since 1977. Groundwater levels in the terrace have been found to follow quite closely the levels of the Ohio River with little observed time lag (SWEC, 1980). Based on the soil profiles in the study area, there should be good

groundwater communication between the granular soils of the terrace and the Ohio River. Consequently, groundwater levels within the terrace can be expected to closely follow the various

flood stages of the Ohio River which are as follows: Normal water level: el 665 feet Twenty-five year flood: el 690 feet Probable maximum flood: el 730 feet

Four piezometers were installed within the soils of the colluvial slope, one each in borings EOS-1, -6, -7, and -7A. The piezometer installed in boring EOS-6 was damaged and is considered inoperable. Installation details can be found in Appendix A. The piezometer in boring EOS-7, installed near the top of rock, did not indicate the presence of groundwater, nor did any of other piezometers, even after a heavy rain. The relatively impermeable surface soils and the steepness of the valley walls limit the percolation of runoff into the underlying coarse colluvium and groundwater flow through the bedrock is small; observed groundwater flow from bedrock wells averaged 2 to 4 gpm and surface bedrock seeps along joints were generally less

than 1 to 2 gpm (DLC 1983). Field descriptions indicated that the layered silt/silty sand found in borings EOS1 and EOS6 (Figure 3-2) was somewhat wetter than the surrounding, more coarse grained soil and Hendron (1975) noted what appeared to be a spring at what is approximately the location of boring EOS-1. As mentioned previously, a piezometer was installed in boring EOS-1, but it did not indicate the presence of groundwater. Eight test pits were excavated along the plant access road as shown in Figure 1-1. They should have penetrated this apparent wet zone if it existed beneath the access road; groundwater was not encountered in any of the test pits. It is felt that the condition found in borings EOS-1 and EOS-6 is localized and not extensive.

4-1 BVPS-2 UFSAR Rev. 0 2.5E-5 SECTION 5 PROPERTIES OF SUBSURFACE MATERIALS

A laboratory testing program was conducted to evaluate the properties of the fine grained soils in the study area. Details of the testing program and the results contained in Appendix B are discussed in this section. Properties of the coarse grained soils, for which undisturbed sampling was not possible, were evaluated from correlations with standard penetration test (SPT) blow counts and sample descriptions, such as Terzaghi and Peck (1967) and Department of the Navy (1971).

5.1 COARSE

COLLUVIUM The effective friction angle of the coarse colluvium will be high due to the nature of the material and, for this analysis, a value of 40 degrees was selected. The total unit weight was assumed to be 135 pcf.

5.2 FINE COLLUVIUM

Shales, claystones and limestones have weathered to form the fine colluvium consisting of a heterogeneous sandy clay containing numerous rock fragments. As the material creeps downslope during

the weathering process, slickensides (presheared, polished surfaces) may develop which represent inherent planes of weakness along which residual strength properties are considered to apply.

Two direct shear tests were performed on remolded split spoon samples of fine colluvium to evaluate its residual friction angle, details of which are presented in Appendix B. One test was performed on a sandy clay (Appendix B, Figure B-28) from which the coarse material was removed by washing on a No. 40 sieve and the other test was performed on a sample of silty clay (Appendix B, Figure B-25). The measured residual friction angles were 22 and 28 degrees, respectively.

Testing specimens of the fine colluvium which included the coarse grained materials would have resulted in measured residual friction angles which were too high, since there would have been a high probability of including a rock fragment across the relatively small shear plane of the direct shear device. In

situ, the residual friction angle will be larger due to the presence of the rock fragments, gravel, and sand within the fine colluvium. Therefore, sufficient conservatism is included in the chosen residual friction angle of 28 degrees for the stability analysis. Also, the heavy vegetation on the slope will act to reinforce the slope and in effect increase the friction angle of the soil cover. The total unit weight of the fine colluvium was assumed to be 125 pcf.

Two additional direct shear tests on remolded split spoon samples of fine colluvium recovered from the PL series of borings were reported by Hendron (1975). They were performed on what was described in the boring logs as sandy clayey silt (liquid limit = 29 percent; 5-1 BVPS-2 UFSAR Rev. 0 2.5E-6 plasticity index = 7.4 percent). The residual friction angles measured were 32 degrees and 33 degrees.

5.3 ALLUVIAL

SOILS

Sand, Silty Sand, Sandy Gravel, Gravelly Sand

The derivation of the engineering soil properties of the terrace sands and gravels at the Beaver Valley site, fully described in Section 2.5.4.2 of the BVPS-2 Final Safety Analysis Report (DLC 1983), are summarized below:

Total unit weight: above groundwater table: 125 pcf below groundwater table: 136 pcf Effective friction angle: 30 degrees For the purpose of simplifying the computer model, a value of 125 pcf was used for this material, since potential failure surfaces critical to the integrity of the EOS did not pass through the terrace sands and gravels below the groundwater table. Silty Clay The properties of the silty clay layer of the riverward slope were evaluated from the results of the laboratory testing program described in Appendix B.

The top surface of the clay (Figure 3-1) is at about el 690 feet. From borings EOS-4 and EOS-4A, the upper 25 feet is described as moderately plastic and medium stiff to stiff, with standard penetration test N values in the range of 8 to 10 blows per foot. As an index test, unconfined compressive strengths measured in the field with a pocket penetrometer were 1 to 2 tons per square foot (tsf). A consolidation test (Appendix B, Figure B-7) performed on an undisturbed specimen of the upper clay indicates it to be slightly overconsolidated to normally unconsolidated under the weight of the recently added uncontrolled fill.

At about el 665 feet there is a color change from brown to gray. The consistency of the lower clay is described as soft to medium stiff with standard penetration test N values of 6 to 9 blows per foot. Field unconfined compressive strengths were 0.75 to 1.0 tsf. Atterberg limits of the upper and lower clays are similar indicating consistent minerology.

The primary differences between the upper and the lower clay appear mainly to be color and consistency, probably as a direct result of a lowering of the groundwater table. This hypothesis is supported by the change in color and consistency at about el 665 feet, corresponding to the present normal water level of

the Ohio River. Two series of consolidated isotropically undrained (CIUC) triaxial compression tests were performed on undisturbed samples from boring 5-2 BVPS-2 UFSAR Rev. 0 2.5E-7 EOS-4A: sample UO-4 from the upper clay and sample UO-7 from the lower clay. The effective friction angle measured for the upper clay was 33.7 degrees (Appendix B, Figure B-14). The effective friction angles measured for the samples of the lower clay were 31 and 33.9 degrees (Appendix B, Figure B-18). Due to some sample disturbance upon extrusion from the sampling tube, it was necessary to trim the test specimens of the lower clay to a smaller diameter. Consequently, the measured effective friction angle may be low as a result of some sample disturbance. Closer to the river, as indicated by samples recovered from boring EOS-5, the soils are softer in consistency and more silty. The upper 12 feet (el 683 feet to el 671 feet) of boring EOS-5 is described as brown sandy silt/silt with standard penetration test N values of 2 to 3 blows per foot. Between el 671 feet and 655 feet, the soil is described as sandy clay/sandy silt with standard penetration test N values of 4 to 5 blows per foot. A series of three CIUC triaxial compression tests was performed on an undisturbed sample of the sandy clay from boring EOS-5 (Appendix B, Figure B-21). An effective friction angle of approximately 35 degrees was measured.

Based on the triaxial test results, for the analysis of the riverward slope for static or long-term conditions, the recent river deposits were considered to be a single layer with an effective friction angle of 32 degrees and a total unit weight of 125 pcf. Failure surfaces critical to the emergency outfall structure were considered to be through the deeper soils and, for this reason, the generalized soil profiles (Figures 6-5 and 6-6) do not include the upper silts found in boring EOS-5.

Undrained strength parameters of the clay were used for the dynamic analysis of the slope. The entire clay layer was assumed to be normally consolidated and was divided into several sublayers. The undrained strength of each sublayer was determined from the ratio of undrained shear strength to effective confining pressure, c u s/; an average value of 0.4 was determined from the triaxial test results. The friction angle was set equal to zero for the undrained case.

Silt, Sandy Silt, Layered Silt/Silty Sand As shown in the soil profile detail in Figure 3-2, in the vicinity of borings EOS-1 and EOS-6, there is an upper layer of dense or stiff, somewhat clayey, silt which is underlain by a

layered silt/silty fine sand. A series of three CIUC triaxial compression tests was performed on an undisturbed specimen of the upper material from boring EOS-1A. It was described as a slightly plastic, silty clay/clayey silt and the measured effective friction angle was 34.2 degrees (Appendix B, Figure B-8). Pore pressure response measured during the tests indicate that the soil is dilative during shear; i.e., the pore pressures increased during the early stages of the test and then decreased.

5-3 BVPS-2 UFSAR Rev. 0 2.5E-8 A single CIUC triaxial compression test was performed on the layered silt/silty fine sand (Figure B-12). The effective friction angle was 35.5 degrees, and this test specimen was also dilative during shear.

Soil conditions are complex at the base of the valley where it intersects the terrace. To account for the types of soils shown in Figure 3-2 in the stability analysis, the generalized soil profile discussed in Section 6 includes a trapezoidal zone of soil at the bottom of the valley with an effective friction angle of 30 degrees and a total unit weight of 120 pcf.

5.4 UNCONTROLLED

FILL

Uncontrolled fill placed in this area was material removed from onsite excavations. Boring EOS-4 shows the fill material to be sandy gravel and gravelly sand with standard penetration test N values of 14 to 29 blows per foot. The material from boring EOS-10 is similar but blow counts are lower, ranging between 2 and 10 blows per foot. Since the fill was placed without control

and with a minimum of compactive effort, in-place densities can be expected to vary widely. Based on the granular materials encountered in the borings,the uncontrolled fill was assumed to have an effective friction angle of 30 degrees and a total unit weight of 120 pcf. In terms of the overall stability analysis of the riverward slope, the soil properties assumed for the uncontrolled fill are not critical since its effect is mostly to add weight to a given slice.

5.5 COMPACTED

GRANULAR FILL Some regrading and filling of the area around the EOS will be required. The evaluation of engineering soil properties for the compacted granular fill used at the site was discussed in Section 2.5.4.5 of the BVPS-2 Final Safety Analysis Report (DLC 1983).

The following properties were used in this analysis: Effective friction angle: 36 degrees Total unit weight: 136 pcf

5-4 BVPS-2 UFSAR Rev. 0 2.5E-9 SECTION 6 SLOPE STABILITY

Both static and dynamic stability of the slopes in the vicinity of the EOS were examined. The steep valley wall to the south of the EOS is termed the colluvial slope; the terrace to the north of the EOS is termed the riverward slope. The stability analysis of each slope will be discussed under a separate heading.

Two methods of analysis were employed: the simplified Bishop method and the Morgenstern-Price method. The simplified Bishop method assumes a circular arc failure surface and the Morgenstern-Price method allows for an arbitrary shaped failure mass, which, in this analysis, was assumed to be a sliding wedge with straight line boundaries. The stability analyses were

performed using the computer program Lease II (SWEC 1980). The dynamic stability analyses included the effect of earthquake accelerations and the resulting inertial forces applied to the potential sliding mass in the event of the safe shutdown earthquake (SSE). Lease II uses a pseudo-static approach in which a constant force is computed as the weight of a given slice multiplied by a seismic coefficient.

This type of analysis is considered conservative since the applied inertial forces are constant and are related to the peak acceleration of the SSE. No consideration is given to the time variation of acceleration during an actual earthquake event nor is consideration given to the cyclic nature of the direction of acceleration and the resulting seismic forces.

The horizontal ground surface acceleration for the SSE at the site has been determined to be 0.125g and the vertical acceleration is taken as two thirds of the horizontal or 0.08g (DLC 1983). Therefore, the following seismic coefficients were used for both the riverward slope and colluvial slope stability

analyses: horizontal: h = 0.125 vertical: v = 0.08 The pseudo-static forces were applied horizontally away from the

slope, i.e., downslope, and vertically down.

6.1 COLLUVIAL

SLOPE

Profiles representative of soil conditions within the colluvial slope in the immediate vicinity of the EOS are presented in Figures 3-1 and 3-3. As discussed in Section 3, the soil conditions within the slope consist of fine colluvium overlying coarse colluvium which, in turn, overlies bedrock. At the base of the slope, there has been a complex and somewhat unpredictable interfingering of the colluvial soils with alluvial sands and silts deposited by the Ohio River.

6-1 BVPS-2 UFSAR Rev. 0 2.5E-10 On a large scale, the soil and conditions depicted in Figures 3-1 and 3-3 are similar. Since the data obtained from the EOS series of borings are the most recent (1982) and since the engineering soil properties used were developed from soil samples obtained from these borings, more emphasis was placed on the EOS borings when developing the computer model to use in the stability analysis. Section 1-1A (Figure 6-1) depicts the generalized soil profile used in the analysis of the colluvial slope. It was developed from Figure 3-1, but simplified somewhat to facilitate the analysis.

The EOS is shown on the generalized soil profiles at its approximate distance from the toe of the slope so that conclusions can be drawn regarding the impact of any potential

sliding of the slope on the structure. Groundwater levels within the lower portion of the slope were assumed to coincide with the normal level of the Ohio River at el 665 feet for the static case and at the level of the 25-year flood, el 690 feet, for the dynamic case.

6.1.1 Colluvial

Slope - Static Case

Results of the analysis indicate that the overall stability of the colluvial slope under static or long-term loading conditions is acceptable. Several typical circular arc failure surfaces

examined using the simplified Bishop method of analysis are shown in Figure 6-1. Failure surfaces analyzed using the Morgenstern-Price method are shown in Figure 6-2.

The analysis shows that the fine colluvium is generally stable and that movement of the entire mass of soil downslope is not likely to occur. Safety factors of potential failure surfaces which include the majority of the fine colluvium are greater than 1.5. However, since the residual friction angle of the fine

colluvium chosen for the analysis is approximately equal to the angle of the slope above el 780 feet, the analysis did indicate that minor surface sloughing of the upper slope (above el 780 feet) was possible; i.e., shallow circular arcs exhibited safety factors of 1.0. Deeper circular arcs through the upper slope, such as the typical one shown in Figure 6-1, had safety factors of about 1.3 and were considered marginally stable. The distance from the EOS to the toe of this circular arc is about 160 feet and is sufficient to preclude structural damage should movement

along the surface actually occur.

6.1.2 Colluvial

Slope - Dynamic Case

Results of the analysis, including the effect of pseudo-static forces determined for the peak accelerations of the SSE, indicate that the overall stability of the colluvial slope is acceptable. Failure surfaces examined using the Morgenstern-Price method are shown in Figure 6-2. Several typical circular arcs analyzed

using the simplified Bishop method are shown in Figure 6-3. The analysis shows that movement of the entire mass of fine

colluvium downslope is not likely. Safety factors of potential failure 6-2 BVPS-2 UFSAR Rev. 0 2.5E-11 surfaces which include the majority of the fine colluvium are 1.1 or greater. However, the minimum factor of safety for circular arcs within the fine colluvium above the mid-slope region was 0.8. A typical circle is shown in Figure 6-3. A factor of safety less than 1.0 indicates that the fine colluvium in this region may not possess sufficient residual shear strength to resist the additional forces developed by the horizontal and vertical accelerations applied to the soil by the SSE.

Neglecting the fact that the LEASE II pseudo-static analysis is conservative and assuming that some movement of the slope will actually occur in the event of the SSE, the amount of movement that may occur along this typical failure surface was estimated by an approach first suggested by Newmark (Newmark 1965) using the computer program SIDES (SWEC 1980). This analysis is based upon the following:

1. An earthquake acceleration-time history record may be input, normalized to any peak acceleration.

2. No motion will occur within the slope until the strength of the soil is exceeded, i.e., the

acceleration is greater than the limiting acceleration producing a safety factor of 1.0. For the typical circle shown in Figure 6-3, the limiting horizontal and vertical accelerations were 0.045g and 0.030g, respectively.

3. When the soil moves, it slides as a rigid mass downslope; movement upslope is conservatively disallowed.

4. Displacements occurring each time the soil strength is exceeded are cumulative throughout the duration of the

earthquake. The time histories from the El Centro 1940 earthquake north-south component and the 1952 Kern County earthquake (S69E component of the Taft record) were used. The El Centro record was chosen because it is representative of the strongest motions available from deep soil sites, whereas Taft was chosen because of its wide frequency range and strong motion characteristics. For these acceleration-time histories, the cumulative displacement of the slope was less than 1 in. This magnitude of

movement is considered to be small and, given the distance of the EOS from the potential sliding mass, no damage to the EOS will occur.

Safety factors increase as the circles become larger. A typical circular arc with a safety factor of 1.0 is shown in Figure 6-3 and is considered to be marginally stable. At the limit is the large radius circular arc which includes almost all of the fine colluvium within the sliding mass, its safety factor is 1.1. Sliding wedge stability analyses were performed using the Morgenstern-Price method for failure surfaces which included most of the fine colluvium. The results shown in Figure 6-2 indicate factors of safety of 1.1 to 1.2 which are similar to those obtained using the Bishop method (Figure 6-3) for the large radius circle. 6-3 BVPS-2 UFSAR Rev. 0 2.5E-12 In summary, the overall stability of the colluvial slope for dynamic conditions is acceptable. Failure surfaces which could

affect the structure should movement actually occur along them exhibited safety factors which were adequate. Safety factors

for extensive failure surfaces encompassing most of the fine colluvial material were about 1.1 for both the simplified Bishop and the Morgenstern-Price methods of analysis. The fine colluvium above about the mid-slope region appears to be unstable. However, failure surfaces within this area will involve limited amounts of material and are of a sufficient distance away from the EOS that any potential movement along the

failure surfaces will not affect the structure itself.

6.2 RIVERWARD

SLOPE

Generalized soil profiles showing the soil properties used in the stability analysis of the riverward slope are given in Figures 6-4 and 6-5. The soil profiles, based on Section 3-3 (Figure 3-5), are simplified somewhat to facilitate analysis. An amount of compacted granular fill was added to the soil profile in the immediate vicinity of the structure to account for raising the existing grade to el 730 feet. No differentiation was made between granular colluvial and alluvial

soils for the purpose of assigning soil properties to the computer model. The soil model used in the dynamic analysis (Figure 6-6) is the same as that for the static case except that

undrained soil properties were substituted for the clay layer.

6.2.1 Riverward

Slope - Static Case

Results of the analysis (Figure 6-4) indicate that the riverward slope is stable under static loading conditions. The minimum factor of safety was found to be 1.6 for a very shallow circular arc. Potential failure surfaces through the silty clay layer were considered to be the most critical to the structure; two typical circular arcs are shown which exhibit adequate safety factors.

6.2.2 Riverward

Slope - Dynamic Case Results of the analysis indicate that the riverward slope is

stable under dynamic loading conditions. The analysis was performed using both the simplified Bishop method and the Morgenstern-Price method. A number of typical failure surfaces

is shown in Figure 6-5. Since the most critical failure surfaces were considered to be through the clay layer, the groundwater level was taken at el 665 feet, the normal Ohio River level. Generally, the dynamic analyses, including the effect of SSE loading, is performed for groundwater levels appropriate to the 25-year flood. As stated in Section 4, the groundwater level within the granular soils of the riverward slope will closely follow the

level of the Ohio River. However, given its lower permeability, it is unlikely that groundwater levels in the clay would change substantially during the relatively short duration of the 25-year flood. It was therefore considered acceptable to evaluate failure surfaces through the clay layer with the groundwater level taken at el 665 feet. 6-4 BVPS-2 UFSAR Rev. 0 2.5E-13 A deep circular arc, the majority of which passed through granular soils, was analyzed for both normal water and the

25-year flood as shown in Figure 6-5. The computed safety factors were acceptable.

6-5 BVPS-2 UFSAR Rev. 0 2.5E-14 SECTION 7 CONCLUSIONS

The results of the stability analyses indicate that there is a potential for movement of the upper portions of the colluvial slope; however, these movements will not affect the EOS, should

they actually occur. The lower portion of the colluvial slope is stable for both static and dynamic loading conditions.

The riverward slope is stable for both static and dynamic loading conditions.

7-1 BVPS-2 UFSAR Rev. 0 2.5E-15 SECTION 8 REFERENCES

Department of the Navy. Design Manual, Soil Mechanics, Foundations and Earth Structures, NAVFAC DM-7, p 7-13-17. 1971.

Duquesne Light Company (DLC). Preliminary Safety Analysis Report, Beaver Valley Power Station-Unit 2. 1972.

Duquesne Light Company (DLC). Final Safety Analysis Report, Beaver Valley Power Station-Unit 2. 1983.

General Analytics, Inc. (GAI). Subsurface Investigation for Routing of Sludge Transport Pipes Around Beaver Valley Power Station. Little Blue Run Development Area. Prepared for Dravo

Corporation. 1974. Hendron, A.J. Letter report to Gibbs & Hill, New York

concerning GAI (1974). Dated May 2, 1975. Newmark, N.M. Effects of Earthquakes on Dams and Embankments.

Geotechnique Vol. 15, No. 2. June 1965. Stone & Webster Engineering Corporation (SWEC). Seismically Induced Displacements of Embankments and Slopes (SIDES). GT-009. 1979.

Stone & Webster Engineering Corporation (SWEC). Slope Stability Analysis (LEASE II), GT-108. 1980.

Stone & Webster Engineering Corporation (SWEC). Report on Settlement Monitoring Program. Beaver Valley Power Station-Unit 2. Prepared for Duquesne Light Company, Pittsburgh, Pa.

1981. Terzaghi, K. and Peck, R., Soil Mechanics in Engineering

Practice. p. 341. John Wiley and Sons, N.Y. 1967.

8-1 BVPS-2 UFSAR Rev. 0 2.5E-27

APPENDIX A BORING LOGS AND TEST PIT LOGS

BVPS-2 UFSAR Rev. 0 2.5E-28 SITE P2:!IiB IiiW121!-m!II i lib. UUI BORING NO. COORDINATES 'liIzn GIIOUC) ELE't \II " C; SHEET ...L OF --L.. INCLtlATION VERTICAL BEARING NA INSPECTOR J.W. MCCOY DATE: START I FINISH 6-4-82 I 6-7:1i CONTRACTOR I DRILLER STATIC GROUNDWATER DEPTH IDATE'II'lCo>DEP"TI I _ DRILL RIG TYPE au< '5 DEPTH TO BEDROCK 52.0 I'TI TOTAL DEPTH DRILLED 52.0 ll:TI METHODS: DRILLING SOL 3-1/8 IN ROLLER BIT. 3-1/4 IN IoD. CASING, WAUl SAMPLING SOL 2 IN 0.0. SPUT SPOON ORIL LING ROCK IIOHt I SPECIAL TESTING OR INSTRUMENTATION , 11 !SlJ.Qlli SIDU tlEZ nwTU lliS::UllltI: laD :1:12 6l: Il. '18 COMMENTS NON! .. ;1 !: -s i zt: .. ;r 0= .. .... -! .. z--.. =: .. c"' i::l !, .. .. !I SAMPLE DESCRIPTION "'"' ,. .. 0"' "'"" .. c .. ;I .. .J Z "t t ... -.. ... .. .. 0: 741.0 o _ 5 1 1-3-.5

• IlL TOP 6 IN: SANOY SILT, DENSE, 10% FINE GRAVEL TO 3/8 IN, ANGULAR, 15-20% --(12") COARSE* TO FINE SAND, CONTAINS ROOTS AND ORGANIC HATTER, VERY SLIGHTLY -MOIST, DARX BlOWN AND BUCK. -I--eL BOTTOM 6 IN: SANDY CLAY. SLIGHTLY PLASTIC, STIFF. OCCASIONAL FINE GRAVEL, --I--12-15% COARSE TO FINE SAND, ANGULAR, VElY SLIGHTLY MOIST, LIGHT BROWN. --5 2 4-13-9 22 CL SIMILAR TO S-1, BOTTOM 6 IN. --(12") ---I----5 3 1-5-6 11 CL SIMILAR TO S-1, BOTTOM 6 IN, GRAY BROWN. (12") --Cs
• 5-6-l1 14 CL SILTY CLAY, MODERATELY PLASTIC, STIFF, 2% FINE SAND, SLIGHTLY HoIST,

-(1.") MOTTLED WITH YELLOW AND SOME GRAY. SMALL POCKETS OF LICNlTE, CONTAINS , POCKETS OF SANDY CLAY WITH SOME COARSE AND MEDIUM SAND. TRACE SUBANGULAR -'I--GRAVEL TO 0.5 IN MAXIIt1lII. --s , 4-5-6 11 n-SILTY CLAY-CLAYEY SILT, SLIGHTLY PLASTIC I MEDIUM StIFF. HOIST. BROWN. -, (16") ... -'r--S 6 6-6-5 11 ML !!Y., aONPLASTIC TO SLIGHTLY PLASTIC, 5% VERY FINE SAND, HOIST, BROWN. : , (18") 731.0 10 --: , s 7 2-3-6

• ML SIMILAR TO S-6. -(13 11) -,---5
• 4-5-5 10 ML SIMILAR TO 5-6, CONTAINS OCCASIONAL Smm FINE SAND LENS. --(17") -'s 9 6-).9 16 ML TOP 7 IN: SANDY SILT. NONPLASTIC TO SLIGH1'LY PLASTIC, 30-40% FINE SAND, ---(is) HOIST. BROWN. -5. BOTTOM 8 IN: SILTY SAND. UNIFORM, FINE, 10-15% NONPLASTIC FINES. BROWN. t-;-10 -I. DATUII IS IIUN SEA LEVEL UNDISTURBED SAIIPLES 2. -i-GROUNO WATU LEvt.L US,SHELIY TUIE BORING LOG 3. ILOWS TO UO-OSTERBERG

.. 2"0.0. SAIIPLE SPOON S" OR ... DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 140111. FALLING 30". 0 4. ( ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOvERV. SHIPPINGPORT, PENNSYLVANIA ... 5. STD. PENETRATION RESISTANCE .. BLOWS/FT

• Z S. UNIFIED SOIL CLASSIFICATION A STONE Eo WEBSTER ENG. CORP . ... SVSTEM. .. 7. SAMPLE TVPE' SKETCH No. 12241-cSK-241A

... ... S-SPLIT BARREL SAMPLE Al'PfIOVEO 1 DATE _ No.lSHEET 9/1 ..... EOS-1 I 0' 3 BVPS-2 UFSAR Rev. 0 2.5E-29 BORING NO. ..!Q!:.L SHEET 2 OF-2-SITE BEAVER \'ALLEY POWER STATION*UNIT

2. SHIPPINCPORT.

fA. NO. 122U.OO E: -! --.. 0: !l .. l!! g-o:-.. a z-........ il !H .. i5 .... ...." SAMPLE DESCRIPTION .... ,. .. d!:; Co. .. ... .. . 15 _ 5 10 6-S-7 12 .... -LAYERED SILT AND SILty FINE SAND, SLIGHTLY PLASTIC FINES, CLAYEY SILr --r-US") SH CONT,UNING CCiAHt to FiN! COOEL SIZED llOCK FRAGMENTS AT IOT'T<II. --S 11 5-5-7 12 SM 2 IN: SILTY SAND. FINE. FEW nNE CRAVEL. --(10") Ml BOTTOM 12 IN: !!!:!.. NONPUSTIC TO V!Jl.Y SLIGHTLY PLASTIC, MotsT, BJtOWN. --,----S 12 3-5-1 10 HI. SIKlUR TO S-ll.IOTTOM 12 IN. CONTAINS FINE SAND" LENSES ABOUT 2 _ THICK. _ -(,,") I * ---10 IN: SILTY SAND, FINE, IO-lS%: NONPLASTIC FINES, BROWN.

• S 13 li-2-3 , 5" -721.0 20 -(12") H1 BOTTCI'I 2 IN: !!!:!. SLIGHTLY PLASTIC I B,ROWN. -----S 14 3-1-6 7 SH TOP 8 IN AND IOTTCff 1 IN: SILT'! SAND, FINE, IO-IS% NONPLA5TIC FINES. WET -(17") ORANGE-BROWN
• * -r-H1 JH"IDDLE 8 IN: !ll!. SLIGHTLY PLASTIC, GRAY-BROWN.

--S 15 3-4-4 8 Ml-TOP 8 IN: LAYERED SANDY SILT AND SILTY FINE SAND, NONPLASTtC FINES, "OWN. -:: -(17") SH BOTTOM 9 IN: sun SANn. FtNE. 10-1S% NONPLASTtC FINES, BROWN. :s -16 3-2-3 S SP UNIFORM, FINE, S-10% NONPLASTtC FINES. BROWN. -(17") --2>----S 17 2-2-2 4 SP SIKILAlI TO S-16. * -Cl.5") * --;-18 1-S-6 11 -SH TOP 12 IN: SIMILAR TO S-16. * (lA") OP 2 IN: SANDY G!V.VEL, COARSE TO FINE GRAVEL SIZED lo1tATHERED SHALE --FRACKENTS. ANGULAR.. SP BOTTOM 4 IN: UNIFOlU1, FINE. HOIST, BROWN. --s 19 3-4-3 7 s;-TOP 6 IN: FINE, rue! SILT, BROWN. --(U") GP-BOTTOM 7 IN: SANDY GRAVEL. COARSE TO FINE, l' IN MAXIMUM. ANGllUJt TO ROUNDED! ow 20-30% COARSE TO FINE SANtI, BROWN. 711.0 30 -5 20 2 ... 2-3 S SH TOP' IN: SlLn SAND. FINl. 10-15% COARSE TO FINE GRAVlL. RotIN'DED. 5-7% -* (,") NONPLASTlC FINES. :1 GP BmOK 4 IN: GRAVEL. COARSE TO FINE. 1 IN MAXIMUM, ANGULAR. TO ROUNDED. -...... -TRACE SAND. WET. GRAY AND BROWN. ORGANIC OILY SHELL AND FEEL * --S 21 5-3-3 6 GP-SANDY CIU.VEl., COARSE TO FINE, 1.5 IN KAlCtMUM. ANGULAR TO ROUNDED, IS-20: -(5") GIl COAJt.SE TO FINE SAND. S-81: NON'PLASTIC FINES, TItACE IRON STAINING, BROWN, ---CRAY ORANCE. * .--* 22 4"'3 ... 5

• SIHp'&D '!'C 5'"'-21. * (,") ow * ---S 23 5-'-1 10 GP-SIMILAR TO S-21. -lS-(4") ow ---s 24 7-4-5 9 GP TOP 5 IN: SANDY GRAVEL. COARSE TO FIN! GlUVEL SUED SANDSTONE FR.AGKtNTS TO _ -(13") 1.5 IN KAXIHtIH, 10 ... 15% COARSE TO FINE SAND, LESS THAN 5% NONPLASTIC FINES. _ -. l'---GP-BOTTOM 8 IN: SANDY GRAVEL. COARSE TO FINE. ROIJNI)ED, 20-30% COARSE TO FINE _ -SAND, LESS THAN 5% NONPLASTlC FINES, TRACE IRON STAINS, BROWN. -S 21 riiftj" 21 o llEeOVERY.

-----.--26 8-9-8 17 GP ANDY GRAVEL. COARSE TO FINE GRAVEL SIZED SANDSTONE FR.ACM[NTS TO l.S IN, _ -

SOME ROUNDED GRAVEL, 15-20: COARSE TO FIN!. SAND. TRACE NONPLASTIC_ 701.0 40 -UtES, IRON STAINS AND COAL. GRAY. _ ---*s 27 13-19-22 41 OP IHlLAR TO 5-26. -* Cl4") BLOWS/INCH: 2-2-3-2-2 -2 /3-3-3-3-4-3/lo 4-4-3-4

---

ts -* 28 9-11-20 11 SP POORLY GRADED, MEDIUM TO FINE, COARSE' TO FINE GRAvtL, 03") UBANCULAR TO ROUNDED, 1. S IN SANDSTONE FRAGMENT AT TOP, TRACE NONPLASTIC

..

• INES. BROWN. .. 4' -I--NOTE: 'CA _ AN) £ STONE Eo WEBSTER ENG.

I DATE IORNO NO. ( SHEET l.EDEJI) N'Q lEE SHEET I. SKETCH No. 12241-0SK-2411 ...... 9/'/81.-EOS-1 2 Of' 3 BVPS-2 UFSAR Rev. 0 2.5E-30 BORING NO. £05-1 SHEET 3 OF-L-SITE BEAV£R VALLEY POWF.R STATION*UNIT

2. SHIPPINCPORT, PA. J.O. NO. 12241.00 ...... .... .... 45 * ' "I--j-r -.1--(16") , 30 Z3-34-111 145 GP (lZ") .-f-s Jl 47-50-11 16' SF (18'")

SO = or . 41---1--+ .----t--* 5 32 37-105 105 -F-;; ",...",... -:' ------: ---* * ------.. -* I ---------------* -: . *

• SAMPI.E DESCRIPTION SANDY GRAVEL. BROK.EN COARSE TO F'flfr GRAVEL SIZED SANDSTON!

AND SHALE Fll.ACHElfrS TO 1.5 IN HAXIMUK, FEW ROUNDED. '10 .. 15% COARSE TO FINE

• SAND, LESS THAN 51 NONPUSnc nKES, COAL. BROWN AND GRAY.
• BLOWS/llfCH:

2-1-2-2-2-3/4-5-,-'-4-4/5-,-7-'-3-6

• SANDY CRAV!L. BROlCEN COARSE TO FtNE CUVEL SIZED SANDSTONE nJ.GKEWtS TO <0 1.5 IN MAXfifuM.

ANCUl.JJt, 30-40% COARSE TO FtNE SAND, lO-13% NONP1.ASTIC -FIH!S. TRAC! COAL AND IRON STAINING. BROWN. .. BLOWS/INCH: Z-2-3-4*5-7/5-5-5-8-6-5113-20-18-18-17-Z5 _ tOP Z IN: SAND. PINE. TRACE FINE GRAVEL. 5-10% NONPLASTIC FINES. ORANGE--_ BROWN. BOTTQ1 10 IN: SANDY GRAVEL. COARSE TO PINE CRAVEL SIZED SANDSTON!. Aim -SHAL! nAGKENTS TO 1., IN. 10-)0% COARSE TO FIN! SAND. 10 ... 15% SUGHny .. PLASTIC FINES, TRAC! COAL. BROWN. GRAY. OlWfG! ... BROWN. .. BLOWS/INCH, '-4-6-4-5-25118-14-5-5-3-5120-27-15-11-13-21 _ SILTY GRAVEL, COAllSE TO FINE GRAVEL SIZED SANDSTONE AND SR.U.E FlACHENTS TO 1.0 IN lWtlKUK. ANGtJl..AR. ,"'10X nNE SAlm. ' .. 20% SLIGHTLY PlASTIC nNEs, TRAC! COAL,' IRON STAINS. ORANG!. BROWN. GUY. -BOTTOM OF BORINC AT 52 FT 1/2 IN ELEVATION 688.96 FT ----: --------------------------------. " . NOTE: I't1R ICRING II.MIAIIY AND STONE fo WEBSTER ENG. CORP. lAHiiOYIo -I LfIIEII) ..u tEE SHEET L j80 SKETCH No. 1ZZ41-GSK-Z41C 1 '7::!b.I/ 1 .,;,,.... .ORM NO. 1 SHEIT £05-1 I 3 3 BVPS-2 UFSAR Rev. 0 2.5E-31 G .. t-e PIEZOMETER INSTALLATION REPORT STONE a WES*STER* ENG1N!EA"NG COAPt am: Beaver Valle Power Station-Unit 2 -'.0. MO. 12241 DATE 6-7-82 ORlt.J...ER Eger I Jarvis -INSPECTOR . ,J. W, .McCoy COOROINATES N3843' E6223 GAOUNO ELEV. 741.0 ft ------------------ INSTAf..LED IN 'BORING EOS-l TOP OF L.!AD8. __ 74_3_.9_,_f ..... t_---RIG $ CREW TtME _ ........ 3_h .... o_u_rs ___ _ CF;TAILEO INSTALJ.AT,lON DESCRIPTION

Hole cleaned to 52.0 ft4 .

with sand.to 27 ft, t Benton-ite seal from 27 to 25 ft. 3' Sand placed from 2S to 22' ft 9 in. Porous stone ... SOIl.T.EST piezometer with centering spider 10 ft from piezometer tip installed. . 1 f*t 9 sand placed above .. 3.5 it Bentonite seal placed. Sand placed 2*ft from ground surface. Guard pipe grouted into place. OF PIEZOMETER TIP ANO STANO PIPE ASSEMBLY 2 ft section of SOILTEST porous stone piezometer. Approximately 24 ft 3/4 in 1.0. PVC t"isel." pipe. OESCRIPTlON OF SOIL.. AT TIP EL.!VATION : . Silt -wet with sandy silt lenses. n-Sand -........ -.....-20'.9" .... __ .......... _-+-22 I 25' Sand 25' . 27' Be tonite Sand 52' NOTE SKETCH IN AU. COMPONENTS P£RTINENT TO THE INSTAlJ.AT1QN 52' WITH . APPt.,.JCAeL.E. DIMENSIONS EG: FILTER SANO. SEALS t GROUT t CAS lNG, ETC. BVPS-2 UFSAR Rev. 0 2.5E-32 SITE IUvn X611 g; 1i1A:lmI-IIW:I Z 01.0. 110. BORIN8 NO. COOAOINATES 6.5 " SOUTH OP EOS-l GIIOUND ELE'<!CII 741jQ " SHEET ..L01' INCLIIATION BEARING 1!6 INSPECTOR l,W tu:tm DATE : lITART 11'1 NISH 6/7/82 I 6/7£82 CONTRACTOR I DRILLER EGUlJAaVlS STATIC GROUNDWATER DEPTH 100TE (IT! I ___ OALL RIG TYPE eM! DEPTH TO BEDROCIC NA 1fT! TOTAL DEPTH DRILLED 22.0 EI 'Ell METHODS: DRILLING lIOI. 3-1/e IN O.D. AUGER TO ADVANCE HOLE. ] IN 0.0'. SPLIT SPOON 12 Wil Jign; SAMPLING SOl. SH!L!Y TUBE DRILLING ROCK NON! SPECIAL TESTING OR IMTRUMENTATION COMMENTS t: -i .! i .. 0: .. 0: ., .,1: -is Ii -.. IL'" i::l Ii:: R Ci .. !!I SAMPLE DESCRIPTION ...... ell ..... .. at S ... -.,z ... .. .. .. 741.0 0 * -* NO SAMPLES TO 10 "' -* -* ---* . * -* -* -------------: ----731.0 10 _ f----US 1 (2S", SILTY CUY -CUYEY SILT. SLIGHTLY PLASTIC, 4% FIN! SAND. LIGHT BROWN, -* (SCl1EWHAT DILATIVE ON HANDLING). -f=: 2 (0") ---------15 --I. DATUM IS IlEAN UA LEVEL UNDISTURBED SAMPLES Z. WATER LEVEL US-SHELlY TUIE BORING LOG 5. BLOWS REOUIRED TO DRIVE UO-OSTERBERG .. z"o.o. UIIPLE SPOON S" DR '" DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 .. 140'" _ft FALLING Iff. 0 4, I I INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY, SHIPPINGPORT, PENNSYLVANIA ... 5, STD, PENETRATION RESISTANCE '" BLOWS/FT. Z S. UNIFIED SOIL CLASSIFICATION £ STONE.f. WEBSTER ENG. CORP, '" SYSTEM. ... 7. SAMPLE TYPE

• SKETCH No, 1224100CSl-242A

... S-SPLIT BARREL SAMPLE APPfIlIYED I DATE _ No.lSHEET ..J :2lti¢. <;0,.& EOS-lA I Of 2 BVPS-2 UFSAR Rev. 0 2.5E-33 SITE BEAVER VALLEY P(1.IER STATION-UNIT

2. SHiPPINGPORT.

'A, BORING NO. SHEET 2 OF..2-"'.0. NO. 1 12241.00 " -_ US 3 -r--: * -ni.O 20 .... r--: US 4 (23) * -* ---------: * ----* -* -" , -, -: , , --* -------* -* * * , r-SAMPLE DESCRIPTION IOTT(I! OF lORING AT 22.0 FT ELEVATION 719.0 FT -, , ---* -------: * * * --* * ----: ------* ----: -* --*

• ---* -------* NOTE: RIll lOllING __ AND STONE f. WEBSTER ENG. CORP, I APPROVED I DATE lORING NO, I SHEET LEJIDI) N'Q lIE MET L 6llI> SKETCH No, 12241-<:SK-242.

'J:tbH EOS-1. I, 2 BVPS-2 UFSAR Rev. 0 2.5E-34 SITE BUVER VALL!! POWEl STATtOil -UKtT 2 J.o. 110. 12241 80RlNG NO. ..!2!;L COORDINATES N4000 E6U5 GIIOINI ELE\! III 723.9 SHEET ...J....OF .2...-INCLINATION VUTICAL BEARING .... INSPECTOR l:1Sifi2X DATE: START I FINISH 5UllU I 5 lZHAZ . CONTRACTOR I DRILLER ECEt/ JARVIS STATIC GROUNDWATER DEPTH 100TE 40'10" IPTiI ....u.u.£U. DRILL RIG TYPE QI; !l5 DEPTH TO BEDROCK g em TOTAL DEPTH DRILLED §g J IfTI METHODS: . DRILLING SOl. 3-1/8 IN, ROLiEI BIT I 3-l/4 IN I.D. CASING DRILLING HUD SAIIPL ING SOl. 2 IN 0.0. SPLIT SP()()H DRILLING ROCK I!lI!9i SPECIAL TESTING OR INSTRUMENTATION COMMENTS wE -i zg S .. ;: .. 2;: we -!" t;:w Ell! Ell! I'" .i SAMPLE DESCRIPTION "'w .J II t ", .. Q!!: .J-... .. .. OJ .. II: 723.9 -S 1 4-5-3 8 Of SLAG, COARSE TO FIN! ,GRAVEL SIZED, 10-20% COARSE TO FINE SAND, BRM, * -(rtLL). ------S 2 2-3-2 5 s. SAN:Q.. W!LL ,CRADED, COoUSE TO FINE. 10-15% COARSE TO FINE CRAVEL. --(1]") ROUNDED. LESS THAN Sf NONPWTIC FINES. ------*

• I _ S 3 2-2-3 5 S' TOP 4 IN: SAND, UNIFORM. FINE, 2-5% NONPtASTIC FINES. TRACE GRAVEl.. BROWN:: -(14") SP MIDDLE 5 IN: !Atm. FINE, 5-7% "NE CRAVEL, LESS ntAN NONPLASTIC FINES, -VERY MOIST. LICHT BlOW. ---o' BOTTOM 5 IN: COAL, FINE SIZED FRAGMENTS.

-* * -S 4 1-5-4 9 GO SANDY GRAVIL. COAISE TO,FlNE, FEW TO 1 IN MAXIMUM, ROUNDED TO. ANGUUa. -* (11") 20-30% COARSE TO FINE SAND, MOSTLY COARSE, 2-5% NONPtASTIC FINES, rRACE --COAL AND IRON STAINING, MOIST. GRAY AND SROWN. * ---*

• 713.9 10 _ ,... 5 4-11-6 17 Of TOP 8 IN: SANDY CRAVEL, COARSE TO FINE, SUBANGUl.AR TO ROUNDED. 30-40% -* (18") COARSE. TO rINE SAND, S-II NONPLASTIC FINES, TRACE COAL, GRAY. --Of BOTTOM 10 IN: SANDY GRAVEL, COARSE TO FINE, 1 IN MAXIMUM, SOME WEATHEllED

_ I--SHALE FUCKENTS. 25-30% COARSE TO FINE SAND, 5-1% NOMPLASTIC TRACE_ -IRON STAINtHC. BROWN. -r,-* 7-12-11 23 Of FRAGMENTS TO 1, IN, .: * (9") 30-40% COARSE TO FINE SAND.' HOSnY MEDIUM TO FINE. LESS ntAN 5% NONPLASTt( -FINES. TRACE COAL AND IRON STAINING. GRAY AND BROWN. . -I--BLOIIS/INCH, 7/2-2-3-2-2-1/3-2-1-2-1-2 ---15 I. DATUM IS MEAN SEA lEVEL UNDISTURBED SAMPLES 2. ';'OIlOUNO .... TU lEVEL US-SHELlY TUBE BORING LOG 3. ILOWS MQUIItED TO DRIVE UO-OSTE".ERG .. z"o.o. SA-wLI' SPOON .IA OR .. DISTANCE SHOWN USING BEAVER VALLEY POWER STATIoN UNIT*2 .. 1401b. ........... 'ALI-INa 3d'. 0 4. ( ) INCHES 0' SAMPLE DUQUESNE LIGHT COMPANY z ... RECOVERY. SHIPPINGPORT, PENNSYLVANIA

0. STD. PENETRATION RESISTANCE:

Q BLows/n. z .. UNIFIED SOli. CLASSifICATION £ STONE .. WEBSTER ENG. CORP. '" SYSTEM. co 7. SAMPLE TYPE' SKETCH No. 12241-GSK-243A III S-SPLIT IARREL SAMPLE .... PIIOYED I DATE __ No.l'te!T ... Eos-l ,I 0' 3 BVPS-2 UFSAR Rev. 0 2.5E-35 BOiliNG NO. SHEET 2 OF ] SITE BEAVER VALLEY POWER STATION-UNIT 2, SHIPPINGPORT. PA.. J.O. NO. 12241.00 703.9 693.9 683.9 z- .... .... " .

• S -,------* s * ---,0 --r ----* --;------2l --* S -----I *
• s :-30 --* S ------.-S ----Jl -.. --.-----s -.--40 -S ------s --f---7 7-7-6 (9")
• 8-13-11 (8") 9 17-21-12 (11") 10 4-5-6 (13") 11 4-6-7 (14") . l' 53/4" 13 lJ-Z4-Z0 (I") 14 10-10'"'13 (l") 15 16-19-26 (7") 16 1'-16-27 (7") 17 28-24-21 (11") 18 11-11-10 (8") 19 9-11-14 (8") NOTE:,CJI IICJINII ___ MID LEIlEN) N'O. lID: SHEET I. SAMPLE DESCRIPTION 13 GIl TOP S IN: SILTY GUYEL t COARSE TO nNE, AHGl1l.AR.

TO ROUlQ)ED. 10-151 COAltSE _ Gr TO nNE SAlfD. HOS'noY FINE f U-ZOZ NOHP1.ASTIC FINES I IROWN. BOTTIII , IN: _THEIW) SAIIDSTONE FMCl!E!!TS. IN lfAXIHlIM. 10-lS% COAIISE : SAND. aROIIN. .

• ILOWS/IIICI:

2-1-1-1-1-111-1-1-1-1-211-1-1-1-1-1 -2' Gr 'ANDY GRAVEL. COMSE TO FIN' GRAVEL SIZE SANDSTONE n.t.CM!lITS. SOlI! SHALE _ "" TO. 1'1 IN KAXIl1UK, ANGUl.AIt TO SUJROUNDED. 20 .. 30% COARSE TO FINE SAND, _ SLIGHTLY PLASTIC fINES. TRACE IRON STAINS, BRaIN. _ BLOII5/INCH: 1-1-1-1-2-212-2-2-]-2-212-1-2-2-2-2 _ -]] GIl Gr SANDY GRAvn. COARSE TO nNE. RommEn TO ANGULAR.. seta: SANDSTONE AND SHALE hAGilENTS TO 1 IN MAXIMUM. U1tC[ SANDSTON! J"RACKEN'r AT IOTTOM,

• 20-l01 COWE TO FINE SAND. MOSny COAIISE TO MEDIUM. tESS !\WI 5Z
• NOMPLASTIC FINES I TRACE IRON STAINING.

BROWN. -BLOWS/INCH: 3-3-2-3-3"'3/4""""'-3-3-3/3-2-3-2 .. 1-1 --11 sr SAND, POORLY GJW)ED, COARSE TO fINE, MOSTLY i'lEDIUH TO FINE. 2-6% COARSE TO"FlNE ROUNDED GRAVEL, 2"'% NONPLASTIC FINES. MOIST. BROWN. -: --13 sr !&!p. SIMILAR TO ABOVE. HOSny COARSE TO MEDIUM. --* --'I' -NO RECOVERY; BLOWS/INCH: 8-9-17-19 -" -BROKEN, ROUNDED GRAYn TO 11:1 IN (WASH?) -!LOWS/INCH: 2-2-2-2-2-l/'-'-l-3 .... /3-l .. -l .. -] ---23 -SANDSTON! FRAGl1ENTS, 5-1St COARSE TO FINE CRAWL, 10-lS2: COUSE TO nNE -SAND. ----4S S. TOP 4 IN: FINE, LESS TtlAH 51 "OMPLASTIC nNES, BROWN. -ow BOTTCII 3 IN: SANDY GJl.AVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE FlAGHENTS-TO l"s" HlJ[IHUH. 10-20% COA.R.SE TO FINE SAND, LESS TIlAN 5% IIONPLASTIC _ .* _ !LOWS/INCH: 2-'-2-1 .. -1/l-]-2-l .. -,I'-l-'-.-l-' _ 'l G!< SILTY GRAVEL. COARSE TO FINE CRAVEL SIZED WEATHERED SANDSTONE AND SHALE _ FRAGHENTS TO lis IN, ANGULAR. 15-20% COARSE TO FINE SAND, 15-20% SLIGHTLY ... TO HEDIUM PUSTIC FINES. BlOWN. GRAY AND ORANGE. BLOWS/INCH: 2-3-2-2-3-2/2-3-3-2-3-3/5-5-4-2-5-6 ---" cw-SANDY CRAVEL, COARSE TO nNE GRAVEL SIZED WEATHERED S!tNDSTONE AND SHALE -C. FRAGMENTS TO 1":1 IN, ANG11Uo.R, 20-2S%.cOARSE TO FINE SAND. )-10% SLIGHTLY -PLASTIC FINES I TRACE COAL AND tRON STAINS. BROWN AND GRAY. -BLOWS/INCH: 4-5-8-4"'-3/4-5-4-4-4-3/4-4-3-4-3-3 -21 S. ,O('\RLY GlWlED. LESS TltAN 51 COARSE TO FINE CiRAVEL, COAKSE TO FINE

• SAND, HOSny COAllSE TO HEDIUH, LE5.S THAN S% NONPLASTIC nNES, BROWN.
• BLOWS/INCH:

2-2-2-1* 2-2/2-1-2-2 2/1-2-2-2 2 --2S SP SAND, SIMILAR TO IJIOVE. son, BU.CK, CARBONACEOUS SHALE FRACiHENT AT -BOTTOM. -BLCA.'S/INCH: 1-2-1-2-2-1/1-2-2-2-2-2/2-2-2-3-2-3 --£. STONE f. WEBSTER ENG. CORP. I APPIIOY[O I OAT! SKETCH No. 12241.05k-2458 lORING NO., SHEET EM-2 2 t:I 1 BVPS-2 UFSAR Rev. 0 2.5E-36 BORING NO. SHEET 30F ) 1221.1.00 SITE tif.A\'f.K VALLEY I'IlWER SrATtON-l'NIT

1. SHIPPINGPORT, PA. J.O. NO. Z.:> g-.... 1-

..... g-673.9 663.9 E ,,-... .. "" a .... ...... ,. .. g .. ...... .. 45 _ 5 +-* -I---5 * . 1--50 s --f.-* -:I-s --i---55 -i--* 5 * .f..-* -f.-!! ..... .1 " 0 .... e:> .., ..2 GO ... " 20 14-108-55 (7") 21 9-a-ll (7") 22 12-14-28 (6"') 23 14-1l-11 (5"') -:e " z-a; ... &3 5 .. .. '63 op-ow 19 ow-Op 42 GW-e, 24 cw-GP 24 19-56-99 155 -(11"') .. s 2S 16-30-70 (1S") 100 C\ol -.f.-* 60 :I:c --* -.* * * -* * * * -* * * ------* *

• Cp 26 100/4" SAMPLE DESCRIPTION SAHtlY GRAVEL, WEATHERED SANDSTONE i.ND SHALE FRAGMENTS.

30-40% COARSE TO -FINE SAND, 5-10t SLIGHTLY PLASTIC FINES. TRACE COAL, BtlOlJN. CIlAY. OUNCE. Bl.QWs/tNCH: 2-1-2-3-3-3/ 5-5-21-38-19-14/16:'12-8-7-7-5

• SANDY GRAVn, COARS!: TO nNE GRAVE:L, FEW FRAGMENTS TO. 1. IN, ANGULAR TO -ROUNDED, 15-25% COARSE TO FINE SAND. 5-l0X SLIGHTLY PLAS'T1C TAACE
• COAL AND IRON STAINING.

FEW WEATHERED SANDSTONE AND SHALE FRAGMENTS ,BROWN ** SLOWS/INCH: 2-1-1-1-2-2/1-1-2-1-2-1/1-2-1-2-3-2 -TOP 3 IN: SIMILAR TO ABOVE. BOliCH 3 IN: SAND. POORLY GRADED, COARSE TO FINE, LESS THAN 52: NONPLASTIC FINES. BROWN. BLOWS /INCH: 2-2-2-2-2-2/3-3-2-2-2-2/2-6-4-':;-:;-6 --MOSTLY COARSE TO MEDIl.'H.:

• SANDY GRAVEL. COARSE TO FINE GRAVEL SIZED WEATHERED SANDSTONE AND SHALE -FRAGMENTS, LARGE SANDStONE FRAGMENT AT TOP, ANGULAR TO SURROUNDED.

3Q-':'0% -COARSE TO FINE SAND, 5-10% SLIGHTLY PLASTIC FINES. ORANGE AND GRAY. ----WEATHERED SANDSTONE AND SHALE. son. SOME SOFT CLAYSTONE, tACE MICA, GRAY_ - ---SANDY GRAVEL, COARSE TO FINE CRAVEL SUED SANDSTONE AND SHALE FRAGMENTS -TO IN, SOFT, 20-302: COARSE TO FINE SAND, 10-15% SLIGHTLY PlASTIC _ FINES ,_ TRACE tRON STAINING, GRAY. _ CLAYSTONE. WEATHERED, SOFT, DARK GRAY. BonOM or BORING AT 60 F'I I, IN ELEVATION 663.6 F'T -* * * * -* * * * -* * * --------* --* --* NOTE: 'OR BOR"G l>1li) '*' STONE Eo WEBSTER ENG. CORP. I APPROVEDl DATE N'O. SEE SHEET I. SKETCH No. 122'1"",,5K-24)C

s:r:.d 9/./81-BORING NO.1 SH. EEl E05-2 ,3 OF 3 BVPS-2 UFSAR Rev. 0 2.5E-37 SITE 'WE' vAl t gx POOl STWON ... mUI 2 J.Q. NO. 11241 GROIIID ELEI/I11 m.l FT IORtHG NO. !2!:!.. SlEET COORDINATES

,,0'0 _':.:6::;14::,' __ _ INCLftATION VERTICAL BEARING _ ....:NA::... ___ INSPECTOR _____ _ DATE: START I FINISH 5/24/82 I 5/25/82 CONTRACTOR I DRILLER .... /JAllVI' NOT STATIC GROUNDWATER DEPTH I DAT£RECORDE!!!'T! I ___ DRLL RIG TYPE OlE 45 DEPTH TO BEDROCK METHODS: ___ .lIi' .. *, ..... _ ..... _ ....... <r"'TI TOTAL Dl!:PTH DRILLED 6] (fTl DRILLING SOIL SAMPLING SOIL DRILLING ROCK 3 .. 1/8 IN lOLLER BIT. 3 .. 1/4 IR Ln. CASING. DRILLING MUD 2 IN O.P. SPLIT SPOON SPECIAL TESTING OR IHSTIIUMENTATION .... l!O!!! ..... _________________ _ COMMENTS ___________________________________ ___ SAMPLE DESCRIPTION (,") $P-GRAVEL, FEW TO 1 IN, ,. SLIGHTLY PLASTIC FINES. 9-16-ll SP-TOP 4 IN! SIMILAR TO ABOVE. (16") s. CM IOTTCtI 12 IN: SILTY C1U.V!L. COARSE TO FINE. ANGULAIl to IlOtINDED, 10-20% COARSE TO FINE SAND. 20 .. 30t: SLIGHTLY PUSTtC FINES. BROWN AND CUY. S 4-7-7 GIl TOP 3 IN: SIMILAR TO ABOVE. (18") HI. BOTTCtI 15 IN: CRAVELLY SILT, 20-lS% COARSE TO FINE GRAVEL. ANCUI..U TO IOUNDED, 10-15% COAlS! TO 'tHE SAND, ORANCE-BROWN. 7-4-4 HI. GRAVELLY SILT. SUGHTLY PLASTIC, 10-lS% COARSE TO FIN!: GRAVEL, ROUNDED, (18") 5-10% FIN! SAND, TUCE COAL, BROWN AND ORANCE. 712.1 14 HI. SIMILAl TO ABOVE. 2 IN THICK COARSE SAND lAYER AT 8 IN FROM TOP OF SAMPLE. I. DATUM II MEAN SEA LEVEL Z . .;. GROUND .... TU LEVEL I. LOW. REQUIRED TO DIIIVE nD. IAWI.I .POON ," DII DlITA""E SHOWN USING 140 .. _R fALLING 30". 4. ( ) INCHES OF SAMPLE RECOVERY.

5. STD. PENETRATION RESISTANCE 81.0WSIFT.

L UNIFIED SOIL CLASSIFICATION SYSTEM. 7. SAMPLE TYPEI '-SPLIT BARREL SAMPLE SILTY SAND, UNIFORM, LESS THAN S% FINE GRAVEL. ROUNDED. FINE SAND. 20-30% NONPLASttC FINES. BROWN. UNDISTUllaED SAMPLES US-SlCL8V TUBE UO-OSTER8ERG lORING LOG 1BE.IIVE:R VALLEY POWER STATION UNIIT_:>I DUQUESNE LIGHT COMPANY SHIPPINGPORT, PENNSYLVANIA BVPS-2 UFSAR Rev. 0 2.5E-38 BORING NO. SHEET J.,.OF-!...- 1'2241.00 SITE BEAVER VAllEY P<N,ER STATION-UNIT 2, SHIPPINGPORT. PA. J.o. NO. g-..... ,::: 702.1 692.1 682.1 s e ! .. -.. .... " ...... a II 5o: i L'" .... ,.'" 0 .... " ... ... ... Iol -II .. H _ S 7 3-4-5 _ (18") * ---S 8 3-17-20 * (10") ---20 -5 9 3-)-3 -(1)") -.-* --_ S 10 2-3-6 _ (1) ---25 : 5 11 8-HO _ (18") ----* ..,.. 12' 6-11-13 (11") * ---30 -* ..,.. 13 14-11-" (8") -----: S 14 8-,0-11 --(10") * .--35 ... S IS 10-16-20 -(,") -. ----_ S 16 10-8-7 * (5") S 11 11-10-15 -(2") ---* -S 18 12-8-8 -(10") -f---i m z-iii .. .. , SM 37 SM 6 SP , sv 17 SW ew 24 (iP-ew 25 GP-ew 21 op-ow 36 SF CP ow '5 -25 CP-ew OP 16 ow sw SAMPLE DESCRIPTION SILTY SAND. WIDELY CUD!O, 20-25% COAJtSE TO FIME GRAVEI.. TO -ROL'NDtD, cOARSE TO FINE SAND, 15-201 NONP1.ASTlC FINES, TRACE ROOTS AHD IRON STAINS. DA1lK now. ---SIMILAR TO ABOVE. BLOWS / INCH: 3/2-1-1-3-\-5/4-4-4-2-4-2 ---SAND. POORLY CUDED. USS THAN S% FINt GRAvtt, ROUNDED, C'OARSE TO FINE -'S'ANE'. MOSTLY MEDIUM TO FINE. LESS THAN SI MONPUSTIC FlNES, nOWN. ----WELL GRADED, LESS THAN SI FINE GRAVEL, ROUNDED. COARSE TO nN! SAND: 5-7% NONPLASTIC FINES, TRAct COAL, BROWN. _ --TOP 8 IN: SIMIUR TO ABOVE. --.I BOTTOM 10 IN: SANDY Gum, COARSE TO FIN! CItAV!L, 1 IN MAXnruH, ANCULAR TO SUBROUNDED. 30-40% COARSE TO FINE SAND, MOSTLY COiJtSE TO MIDltrH, LESS THAN n NONPLASTIC FINES. TRACE COAL AND IRON STAlNS. BROWN. ...; 8LOWS/INCH: 1_1_2_1_1_212_1_1_1_1_1/1_'_2_1_2_2 -SA.>mY GRAVEL, COARSE TO FINE, nw FftAGHlNTS TO 1-1/2 IN, ANGUl.AR TO -ROl'NDED, 15-25% COARSE TO FINE SAND, 10-15% NOHPLASnC FIlftS, TRACE COAL -A."m IRON STAINING, IReuN'. . -BLows/tNCH: 6/2-2-2-2-2-1/3-2-2-1-2-) _ -SANDY GRAVEL, COAl\SE TO FINE GRAVEL SIZED SANDSTONE AND SHALl FRAG!1ENTS. 1/2 IN MAXIMUM, IS-201 COARSE TO FINE SAND, LESS THAN 5% NOKPLASTIC ... FINES, BROWN. ' -BLows/INCH: 2-2-3-)-2-2/1-2-2-2-2-2/2-2-3-2-3-2 .. -SA.'fDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHA"LE FRAGKEl'I1S -TO 1-1/2 IN, B-20l COAASE TO rlNE SAND, '-10l SLIGHTLY PUStIC FINES. -TRACE IRON STAININC. RED, LIGHT GRAY AND BROWN, CONTAINED 1 IN THICK -COARSE TO nNE SAND SIZED COAL LENS AT S IN FIlCH TOP. -.LOWS/INCH: 2-2-1-1-1-1/1-1-2-,-,-212-'-2-1-2-2 -TOP 5 IN: SAND. POORLY CRADED, TRACE FINE GRAVEL, COARSE TO FIN! SAND, .-_ MOSTLY COAItSE TO MEDIUM, LESS THAN 5% NONPLASTIC FINES I BROWN. aOTfOH 4 IN; SANDY GRAVEL, coARSE TO FINE GRAVEL SIZED SANDSTONE FRAGMENTS-TO 1-1/2 IN. ANGULAR TO ROUNDED. 2S-3S% COARSE TO FINE SAND,

• SLIGHTLY PLASTIC FINES. TRACE COAL, BRaiN. -BLOWS/INCH:

2_2_2_2_1_1/1_2_2_3_5_3/4_5_4_2_]_2 _ TOP 3 IN: COARSE GRAVEL SIZED SANDSTONE FRAGMENTS TO 1-1/2 IN, --BOTTCH 2 IN: SANDY GRAVEL, COARSE TO FINE. ANGULAR TO ROUNDED. 15-20% _ COARSE TO FINE SAND, 5-7% SLIGHTLY PLASTIC FINES. BROWN. BLOWS/INCH: 2-2-1-2-1-2/2-1-2-1-1-1/2-1-1-1-1-1 .-SANDY CRAvn, COUsE TO nNE, ANCU\..U TO ROUNDED. L.UCE ANGUlAR SANDSTONE-FRACHENT AT JOTTaH, 20-25% COARSE. TO nNE SAND, 5-7:1: SLIGHTLY PLASTIC -FINES. TRACE COAL ANtI tRON !TAININC. UOYN. -BLOWS/INCH: 2_2_1_2_2_211_2,:,2_1_2_212_3_3_3_2_2 -1 TOP 4 IN: SIHIUR TO AIIOVE. BenCH 6 IN: SAND, WEtL GRADED. TRACE FINE GIAVEL, LESS THAN 5% NoNPLASTIC fINES, TRACE COAL. BROWN. BLowslINCH 2-2-2 -2_2_2/1_2_1_1_1_2/1_2_1_1_1_2 ... -COARSE TO FINE SAND. --. -" -NOn: ioRlIG III.IoIIoIARY _ ... STONE f. WEBSTER ENG. CORP. I AI'PROIItD I IIORING N(). f SHUT L!liEIIl lEI SHUT L _ SKETCH No. 12241-oS.-2448 "//12.-I Eos-3 I 2 01' 3 BVPS-2 UFSAR Rev. 0 2.5E-39 BORING NO. SHEET .l..OF-J-SITE BEAVER VALLEY POWER STATlON-UNIT

2. SHIPPINCPORT, PA.

NO. 12241.00 :;j

9 672.1 662.1 E e ! -",-... i

:i a z!l .... Ell! ..... ...... s .. .. I a .. ;\ .. .. z .. Ii! 0: 45 ... S 19 18-15-U 26 * (,") .f-* -f-* S 20 9-13-11 2' * (9") .f-* ,. -I--* S 21 6-6-12 18 _ (S") .f-* -:fs --I---" -I--* s ------_ S -. ,....-* .0 -I--* S * .f-* -7 .* i-=-* * * -* * * * --------* --* *

• 22 12 .. 13-14 (,tt) 23 30-30-36 (14") 24 25-13-15 (14") 25 18-30-80 (12") 2. ,.,/." (4") 27 66 28 110 0'/ ." i Bi 5 .. .. SAMPL.E DESCRIPTION G1" SANDY GRAVEL. COARSE TO FINE. ANCUl..AR 1'0 ROUNDED. 20-30% COAltSE to FINE GW SAND. USS 1'RAR St. 1I01lPLA£Ttc nilES. tRACE COAL. IRCMI. -: BLOWS/tHOI:

2-2-4-3-4-3/2-3-3-3-2-2/2-3-2-1-2-1 --GP-SIMILAR TO ABOVE. FEll FRACNENTS TO 1-112 IN. -ew lti1fiSIIHCH: 1-2-1-2-1-2/2-2-2-2-)-2/2-1-2-2-2'-2

---

GP-SANDY GRAVEL. COARSE TO FINE. ANGut.AR TO ROUNDED, U-20% COARSE TO FINE cw SAIlD. LESS THAN ,% NONPLASTlC FlNES. BROWN. --CP CP CP CW -BLOWS/INCH:

1-1-1-1-1-111-1-1-1-1-1/2-2-1-)-2-2 --SANIlY GRAVEl.. BWEN. Il!ATHERED SAIlDSTONE AIlD SllALE rucMENTS. COARSE TO -FINE CRAVEL SUED. TO 1-1/2 IN MAXIMUM. FEll COAL FIACIIElITS. 1,-20% COARSE

• TO FIN! SAND. 5-7% SLICHny PLASTIC FINES, TRACE MICA. OIWlGE, 11I.OW'N.

... CRAY. BUCK. -BLOWS/INCH: 2-2-'-2-2-'/3-'-3-1-'-'/2-3-2-3-2-2

• SANDY GRAVEL. UOtC.EN. WEAtHERED SANDStONE AND SH.U.! FUCM!NTS, COJJlSE TO -FINE cttAVEL stzED TO 1-1/2 IN MAXIMUM, MOS'l't.Y COARSE, 20-30% MlDIUM TO FtNE SAND, 5-10% SLIGHTLY PWTIC FINES, TRACE COJJ. .AND IRON STAINS, ORANGE. ,.-. RED. n ..... G .... y.
• BLOWS/INCH:

'-3-7-5-5-'/6-8-'-4-4-3/4-3-6-6-10-7

• SANIlY GRAVEl.. COARSE TO FINE. 1-112 IN MAXIMUM. ANGULAR TO ROUNDED. COARSE TO FINE SAIlD. ,-7% NONFLAS1'IC FINES. TRACE IRON STAINS. ORANGE ' ** BRM
• BLOWS/INCH:

4-6-,-5-2-3/2-3-2-2-2-2/2-'-3-,-)-3 --SHALE. COARSE TO FINE GRAVEl. SIZED FRACI!I!NTS. SOFT. Il!ATHERED. ,-10% FINE-: FINE SAND. 25-35% SLIGHTLY PLASTIC FINES. TRACE COAL, GRAY AND BROWN. BLOWS/INCH: 3-4-1-2-3-3/3-4-4-4-7 -8/15-20-13-13-10-9 -son, WEATHERED I GlAY

• BO'I"l'OH OF &ORING AT 63.0 " ELEVATION 659.1 FT . -* --------* -------* -----* --Non: fOR _ _ STONE IS. WEBSTER ENG. CORP*IA ** IIOYED I DATE UllIN) N'O. au HZT L '-SKETCH No. 12,4,-G5<-244C BORING NO. I SHEET EoS-3 13 OF 3 BVPS-2 UFSAR Rev. 0 2.5E-40 SITE VALLEY PD'ltR STATION-UNIT 2 J.D. NO. 12241 BORING NO. COORDINATES N4164.41 E6101.98 GAOUNO ELEI/II) 720.1 FT SHEET ..LOf ] INCLWATION vtRTICAL BEARING NA INSPECTOR J.W. MCCOY DATE: START I fINISH 5(26(82 I CONTRACTOR I DRILLER tGES/JARVIS NOT STATIC GROUNDWATER DEPTH IOATERPcnsprn'TJ I DRILL RIG TYPE 9"i!s5 DEPTH TO BEDROCK I'TI TOTAL DEPTH DRILLED 53*0 IfTl MfTHOOS: DRILLING SOl. I!o!U,1I1i1 III 11 12

!2!UI.Lll::te 1:!Y!2 SAMPLING SOl. 2 IN O.D. SPLIT SPOON AND 3 .IN O. D. SHELBY TUBE DRILLING ROCI( NONE SP£ClAL TESTING OR INSTRUMENTATION NONE COMMENTS WltIE . . t A i i :z:>= .. if 0::: .. .... -25>-z-1"1-IL" H ... SAMPLE DESCRIPTION !It! ..... :.1 ,,; t .... :lI-e" ii = 8 .J-OIZ .. .. .. '" 720.1 o _ S 1 1-6-11 17 GP-SANDY GRAVEL. COARSE TO "NE. lis IN MAXIMUM. ANCULAlt TO l\OUNDED. 25-3S'! (10") GW COARSE TO FINE SAND. 5-10% NONPLASTIC "NES. TRACE R.OOTS, nON -t--STAINING. BROWN. 0 --0 S 2 11-17-12 29 GP-SANDY,GRAVEL, SIMILAR TO AlOVE. 30-40% COARSE TO FINE SAND, LESS nlAN -no") GW 5% NONPWTIC FINES. OARX BROlIN. 0 --0 0 0 ----'-5 -GRAVELtY SAND. WELL-GRADED. 20-30% COARSE TO FINE GRAVEL. COARSE TO FINE -: 0 S 3 10-lJ-IO 23 SW 0 (12") SAND. 5-7% NONPLASTIC FINES. TRACE COAL AND IRON STAINING, DARK BROWN. _ -r--BLOWS/INCH 1-1-2-1-2-2/ )-2-2-2-2-2/1-2-2-2-2.1 0 t-s 4 9-7-7 14 SP GllAViLLY SAND, POORLY G1lADED, 20-30X COARSE TO FINE GRAVEL, MEDIUM 'TO --(1") FINE SAND. 5-10% NONPLASTIC FINtS. TRACE nON STAINS, DAIUC ittOWN'. ----I-----110.1 10 -rs 2. --, 4-13-11 SP TOP 7 IN: SIMILAR TO ABOVE. -(12'" GP BOTTOM' 5 IN: SANDY BROKEN GRAY SANDSTONE, 30-401: COARSE TO MEDIUM -TRACE IRON STAINING. --BLOWS/INCH: 4/2-1-2-3-3-2/2-1-2-2-2-2 -5 , 4-17-11 28 GP-SmY GRAVEL, COARSE TO FINE, FEW SANDSTONE FRAGMENTS TO lit IN MAXIMUM. --(12", GIl ANGULAIL TO ROUNDED, 25-35% COARSE TO FINE SAND, HOSTLY 'MEDIUM TO FINE, 0 10% NONPLASTIC FINES, TRACE IRON STAINING, GRAY AND DARK BROWN. 0 0 -BLOWS/tNCH: 4/1-4-3-3-3-3/3-1-2-2-2-1 0 0 -15 I. DATUM IS MlAN SEA LfVEL UNDISTURBED SAMPLES Z. WATER LEVEL US-SHfLIV TUIE BORING LOG 3. BLOWS REQUIRED TO DRIVE UD-DSTU8ERG .. z"Ooo. SAIIPLE SPOON C" DR ... DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 "" 140 .. _R FALLING !ll". 0 .. I ) INCHU OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERV. SHIPPINGPORT, PENNSYLVANIA .... 5. STD. PENETRATION RESISTANCE '" alOwS/FT. z 6. UNIFIED SOIL CLASSIFICATION £ STONE f. WEBSTER ENG. CORP . ... SYSTEM, at 7. SAMPLE TVPE= SKETCH No. 12241*GSlC.-245A ... S-SPLIT BARREL SAMPLE APPROVED I DATE _ NOoI SHUT ..J "='.1># ., /Is ... £0'5-4 I OF 3 BVPS-2 UFSAR Rev. 0 2.5E-41 80RING NO. 2 OF SITE BEAVER VA.LLEY POtJER STATtON-UNIT 2, SHIPPINGPORT. PA. J.o. NO. l2241.oo :I "0 g-E ",-.. .... cr ..... .... :0>-.... iii .... lS _ s --I--.. ., f" .. I WI" a .. .. o .j tl

• 0: 9-11-10 (14") -Is-8 6-8-12 -(8") --I---700.1 20-1--_ S 9 14-12-10 _ (13") -I----WI z-"' .." Bs J 21 20 22 -:Is 10 11-6,-74 137 .. (14") -i---2S -i---S 11 10-11-17 28 _ (0") -i----_ >-;-12 10-.-. _ (1") -f--I-=-'0' S l' 4-5-6 "0.1 , -: (11") 11 +--.:I-s 14 "-lS-19 l4 ._ (U") -i----I--lS _ S 1S '-'-4 _ (1S") -i----US 1 (23.5") --'s-" 4-4-S -(12") --i--680.1 40-_ us 2 (23") -:'s-17 4-'-' _ (12") -i--* us , (0") -.L< -s Bi IS .. WI SP-sw GP-ew GH SH SP CL o. CL CL CL CL SAMPLE DESCRIPTION GRAVELLY SAND. 30 .. 401 COARSE TO "HE CUV!L TO lis IN MAXIllUM.

ANCULAll TO ROUNDED. cDAlSE TO FINE SAND, 'MOSTLY MEDIUM TO FINE. LESS THAN 5t HONPUStIC FINES. TRACE 11(1(, BROWN. ILOIIS/INCH: 9/2-2-'-1-2-1/2-2-2-1-1-2 -* *

• SANDY GRAVEL. COAJtSE TO nNE, ANC1JLAR TO ROUNDED. 20-30% COARSE TO nNE -. SAND. LESS THAN 5% NIJIPUSTIC FINES. BROWN. * * -SILTY GRAVEL. COARSE TO FINE, MOSTLY ,MEDIUM TO FINE GRAVEL SIZED WEATHEP:.E!:

SANDSTONE AND SHALE FRAGJmITS. 10-15% COARSE TO FINE SAND. 15-20% SLIGHTL,. PLASTIC FINES, TRACE COAL AND MICA. TRACE IRON STAININC, BROWN, CRAY. --. IRON AND BLACK.

• BLOWS/INCH:

2-2-2"'3-2-3/2-3-2-2-2-1/1-2-2-1-2-2

• TOP 9 IN: SILTY SAND. POORLY GRADED, KEDIUH TO FINE SAND, PtAsTIC rINES, TUCE nNE GRAVIL. JROWN. 10-12% NON--: BOTTCH S IN: SLAG, GRAY. BLOWS/INCH:

l+I-1-3-417-11-16-10-10-9/20-23-8-11-6-6 NO RECOVERY BLOWS fINCH: 1-2-1-2-2-2/2 ... 1-2 ... 2-2-212-3-3--4-3-2

---

* * *

• GRAVE1.LY SAND, 20-30% COARSE TO FINE GRAVEL, ANGULAR TO ROUNDED, COARSE TO FIln: SAND. MOSTLY MEDIUM TO FINE. LESS THAN Sl NONPLASTIC Flms, BROWN:,. BLOWS/INCH:

2-2-2-1-1-2/1-2-2-2-1-1/1-1-1-1-1-1 '" SILTY CLAY. SLIGHTLY TO HQDElATlLY PUSTIC. MEDIUM STIFF TO STIFF. OCCASIONAL FINE CRAVEL TO It IN. ROUNDED. 5 ... 7% FtNE SAND. MOlST. HOTntD BROWN. CRAY BROWN WIn POCK!TS OF GRAY. qu (pp) :2.5TSF SANDY GRAVEL, COARSE TO FINE. FEW TO 1.5 IN KAXIHtIH. 30-40% COARSE TO 'INE SAND, MOSTLY COAItSE TO MEDIUM, LESS THAN 5% NONPLASTIC FINES. TIlACE taON STAINING. GRAY. BLOWS/INCH: 1-2-4-3-4-4/2-3-3-2-2-3/3-3-4-3-3-3

• -: -* -* :
• SILTY CLAY. SLIGHTLY TO MODERATELY PLASTIC. MEDIUM STIFF TO STIFT, TRACE -FINE CRAVEL, HOISt, GRAY. qu (pp): 2.0TSF. .. -* SANDY CLAY, HODE'RATELY PLASTIC. 10-15% KEDIUH TO nNE SAND, FEW PIECES -COA.L UP TO 3/8 IN. DARK GRAYISH III.OWN. -StLTY CLAY, HEDIUH STIFF TO STIFF. MODERATELY PUSTIC. LESS THAN 5: FINE SAND, BROWN. qu (pp): 2.0TSF SIHILAR TO 516 (TUBE TRIMMINGS).
• : --* --SILn' CLAY. MEDtllM STIFF TO STI",. SLIGHTLY TO MODERATELY PLASTIC, LESS '" THAN 5% FUll': SAND, BROYN WIn! GRAY MOTTLINC.

qu (pp) 1 2.2STSF _ --NO !.ECOVERY. -* '" STONE e. WEBSTER ENG. CORP. I I DATE SKETCH No. 12241-CSk-2'" I :z.:t,# .;'/sz. lORING NO.1 SHEET EOS-4 I 2 OF 3 BVPS-2 UFSAR Rev. 0 2.5E-42 NO. SHEET 3 OF 3 SITE BF.An:R \',\1.1.1'.1" STATION-UNIT 2, SHIPPINGPORT, PA. J.O. NO. 12241.00 ...... .... .... .... 4,

• S --r--US --+-_ S 670.1 50-f----f--,. 0-4-4 (1S") 4 (16") l' 4-6-5 (18") -US 5 (0") --+------------* -------'. * * * --------------':-1 * * *
• 11 SAMPLE DESCRIPTION CL SILTY CLAY. MODERATELY PLASTIC, MEDIlIH STU? TO STIFF. 10% VERY FINE SAND, BROWN. qu (pp): 1.75, 0.75, 1. 2STSF CL SILTY CLAY. SLIGHTLY TO MODERATELY PLASTIC, SOFT TO MEDIUM STIFF.

BROWN. qu (pp): O.5TSF CL NO R.ECOVERY. PUSHED SPLIT SPOON (5-20) -RECOVERED SlLn CLAY SIMILAR TO 5-1.9. BOTTOH OF BORING AT 53.0 FT ELEVATTON 667.1 BORING NO.1 SHEET -* -* * --------------* ----* -----* * * * -* -------* -------* -NOn: fOR BOII .. G AND #.. STONE fo WESSTER ENG. CORP. I APPROV£D I DATE LEGENO N'Q SEE SHEET I. -'!It> SKETCH No. 12241-o,.-245C I Qj./6l-E05-4 \) Of ) BVPS-2 UFSAR Rev. 0 2.5E-43 BORING NO. EOS-4A SITE BEAVER VALLEY POWER STATION-UNIT 2 NO. 12241 ---COORDINATES N4158.7 £6105.3 GfIOUIID ELEY. III 720.4 SHEET..LOF 2 INCLIIATION

JRTYSiAJ,.

BEARING 1:16 INSPECTOR J.W. MCCOY DATE: START I FINISH 5lPlS, I 5-28-82 CONTRACTOR I DRILLER ECER/JARVIS NOT STATIC GROUNDWATER DEPTH I DATEREcQRpll11'T1 I ---..&. DRILL RIG TYPE DEf'TH TO BEOROCK 72.5 'm TOTAL DEf'TH DRILLED 72.8 '01 METHOOS: DRILLING SOIL 3-7/8 IN ROLLER BIT. 4 IN 1.0. CASING. DRILLING MUD SAMPLING SOIL 2 IN O.D, SPLIT SPOON AND 3 IN O. D. OSTERBERG DRILLING ROCK "ONE SPECl4L TESTING OR INSTRUMENTATION NONE COMMENTS .to -"';: .. 2 0:::: i.l .... -i5" z--... 11:" t" ;1:1 ,.1 .. !!J SAMPLE DESCRIPTION .... ,,'" ij ..... ... .. " ..... I,. ... -..z .... u .. .. ... II: -NO SAMPLES TO 35.5 FT -----------------3S _ --r---uo 1 (30.S") -------or--0 S 1 5-4-5

• CL MODERATELY PLASTIC. STIFF. LESS THAN st FINE SAND. TRACE -(14") ORGANICS.

BROWN WITH StHE HC'lTTLED GRAY. -qu (pp): 2.25. 2.0, 2.5TSF -680.4 40 _ -" tJo 2 NO R.ECOVER\'. -" -------0 UO J (30") -CL SIMILAR TO 5-1 (TRIMMINGS) --4, -r-;-2 -I. DATUM I, MEAN SEA LEVEL UNDISTURBED SAMPLES 2. WATE" LEVEL US-SHELBY Tu8E BORING LOG ,. ILOW8 TO UO-OSTERBERG VI Z"o.g. SAMPLE SPOON e" Oft '" SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 ... 1401 *. HA_. fALLING :SO". 0 DUQUESNE LIGHT COMPANY z 4. ( ) INCHES Of SAMPL E RECOVERy. SHIPPLNGPORT, PENNSYLVANIA --STD. PENETRATION RESISTANCE C 8LOWS/FT. Z 6. UNIFIED SOIL CLASSIFICATION A STONE Eo WEBSTER ENG. CORP. '" SYSTEM. .. 7. SAMPLE TYPE' SKETCH No. 12241-CSK-246A '" S-SPLIT 8ARREL SAMPLE APPROVED I OATE _ No.l'HUT oJ <</-nl.-EOS-4A I OF 2 BVPS-2 UFSAR Rev. 0 2.5E-44 BOiliNG NO. EOS-4A. SHEET l.. OF ---!-SEAVER VALLEY POWER STATION-UNIT 2, SlUPPINCPORT. PA.. J.D. NO. 12241.00 SITE !:l E e II i .,-... ..... .... El!! ..... co z-a; is .... .... SAMPLE DESCRIPTION .... :1>-:I! 0" ...... co!!: ii Ii .. d-Ol 4S 0 , 2 3-3-4 7 CL SILTY CJ"AY, MODERATELY PLASTIC, KEDIUH STIFF, TRACE nNE SAND', HOlST. IIROWN WITH GRAY MOTTLING. 0 0 qu (pp): 1.Z5. 1.75T5F 0 0 0 -UO 4 (29.8") CL SIMIUR TO 5 ... 2. (TRIHHtNGS) --0 0 , J 3-4-6 10 CL SIMILAR TO 5-2. TRACE MATERIAL. 0 -(l8") 'lu (pp); 1.Z5TSF - 50--. -0 uo S (JO") CL SIMILAR 'TO S-2. (TRIMMINGS) 0 0 -S 4 3-4-5

• 0 -Cl. SANDY CLAY. MODERATELY PUSTIC, STIFF, 23% VER.Y FINE SAND, BROWlf. 0 0 0 0 C-o 0 -ss -co 6 (30") SIMILAR TO 5-2. (TttIHKlNCS)

-CL 0 0 0 *

• I-s S 3-,,-4
• CL TOP 8 IN: SIMILAR TO 5-2. 0 -(18") Cl BOTTCH 10 IN: SILTY CLAY, MODERATELY PLASTIC. son. CONTAINS nNE SAND * : LENSES LESS THAN 1 1111 ntICK, GMT. q. (pp): 0.7STS' --0 -UO 7 00.)
• 0 660.4 60---0 -* , 6 2-2-4 6 CL SANDY CLAY. SLtGHTLY PLASTIC. 20-25% VERY FINE SAND, HEDILIH: STIFF, 'OME --(18") VER\" FINE SAND LENSES. S liliiii THICK. GRAY. 1:1" (pp) 1.0 .. 0.1STSF -* ----VO 8 (29.3!') --*0
• 0 -0 0 "'T" 7 3-3-4i * "'k. SANDY CLAY -SANDY SILT. SLIGHTLY PLASTIC. 15-20% VERY FINE SAND. CONTAINS ..: 6S-(16") Fn."E SAND LENSES LESS THAN 1-2 an THICK, NUMEROUS SHALL WHITE DEPOSITS, _ 0 1 -. DIAMETER, HOIST. DAJI.K GRAY., _ 0 --0 -I-----S 8 29*28*19 47 G" SANDY GRAVtt. COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE FIlAGHEto.--rS.
• (lO") WEATHERED.

MAXIMUM SIZE 1-1/2 IN. * -C-* -0 0 -650.4 70 --0 -0 * -C-o -,

• J 3-15-101 116 TOP 10 IN: BROKEN SANDSTONE-AND SHALE. 50FT, WEATHERED.

-i;i' 10" BOTTa-t 4 IN: SHA!.E, sorr. GRAY. -0 C-BLOWS/IN: 3-2=r:i'=3-1/3-2-2-2-J-3/6 .. 0-45 ' 0 0 0 0 BOTTOM or BORING AT 72 " 10 IN

• ELEVATION 647.6 FT 0
• NOTE: 'OR IC)IIt .. G Sl.IrAWn' AND £ STONE Eo WEBSTER ENG. CORP. I APPIIOVED I DATE LEGEM) wo. SEE SHEtr *. SKETCH No. 122" .. ,K-2468 '2a>'¢ ... /,1oL-lORING SHEET E05-",. :: Of' z BVPS-2 UFSAR Rev. 0 2.5E-45 SITE BEAVER VALLEY POWER STATION ,. UlflT 2 J.o. NO. 12241 lORING NO. £05-5 COORDINATES E60!i1 GIIOUND ELEIl (I) 683.0 SHEET ...LOf'.2..-

INCLINATION VERTICA.L BEARING lIA INSPECTOR JWHCCOY DATE: START I FINISH 6lllU I ilZllZ CONTRACTOR I DRILLER tcnl STATIC GROUNDWATER NOT DEPTH I DATERlCQRPEa'Tl I __ -_-_ DRILL RIG TVPE <>IE 45 DEPTH TO BEDROCK g.g !PTI TOTAL DEPTH DRILLED 51.25 i!!l METHOOS: DRILLING SOIL 3-1/8 IN ROLLER BlTl 3-1/4 IN 1.n. CASINC, DRILLINC MlItI. SAMPLING SOIL 2 IN O.D. SPLIt SPOON .* 1 III 0.0. SHELIIY TUBE AND OSTEIUIERG, DIIILLING ROCK SPECIAL TESTING OR INSTRUMENTATION NONE COMMENTS t; -:f ,,! i 0::: ... ..... -5>-.. i!t i!" .. .. !!I ..... :0 .. ;! oW t SAMPLE DESCRIPTION ..... .. II 8 :;, ..I-.. .. W 0: 683.0 o _ S 1 2-2-1 3 NO RECO\'UY -(0**) f-----I----S 2 1-1-1 2 HL SLIGHTLY TO l10D!IlATELY PLASTIC. SOFT. TRACE FINE SAND AND ROOTS. -(7") IllOWN WITH OUNCE MOTTLING. ---f----5 _ I---* S 3 1-1-1 2 on. SANOY StLT, SLIGHTLY PUSTIC, son. 1S-20:; FlNE SAND, S'OM! ORGANtc -* 1--MATERIAL * --* --I---* -s , 1-1-2 3 " HL SIKILAJt TO AaO\fE. -"r--". : -673.0 10 _ '---: -s , 1-1-1 2 HL SANDY .SILT. SLIGHTLY TO MODERATELY PLASTIC. 15-20% fINE SAND, TRACE -() ORGANIC MATERIAL. BROWN. ------us 1 (0") NO RECOVERY 4 -----f----p.h!!. -.15 -s 6 1-2-2 , SANDY CLAY -SANDY stLT, MODERATELY PLASTIC, SOFT, lS-ZOl FINE SAND, -,,") BROWN

• I. DA,TUM II MEAN SEA LEVEL,. UNDISTURBED SAMPLES z.

WATE" LEVEL US-SHELlY TUIE BORING LOG 3. BLOWS REQUI"ED TO DIIIV! UO-OSTERIE"O ."

.:.:.:i:.:

! .. C:! III DISTANCE SHOWN USING BEAVER VALLEY POWER STATION UNIT-2 .. 140 ......... _. FALLING 0 4. I ) INCHES OF SAMPLE OUQUESNE LIGHT COMPANY z RECOVERY. SHIPPLNGPORT, PENNSVLVANIA .... STD. 'ENETRATlnN RESISTANCE 0 BLOWS/FT. z S. UNIFIED SOIL CLASSIFICATION .. STOHE Eo WESSTER ENG. CORP . ... SYSTEM. , co 7. SAMPLE TYPEI SKETCH No. 12241-GSK-2"7A III ... S"SPLIT BA ** EL SAMPLE s:r I IIflIINI NOollHEET 9: '12-£05-5 I 3 BVPS-2 UFSAR Rev. 0 2.5E-46 lORING NO. !OS-s SHEET , OF...l..-BEAVER VALl.EY POIoIER STATION-UNIT

2. SHIPPINGPORT.

PI.. No. 12241.00 SITE E -* --",-... ... 0: II IS SZ-.... ell! .... z-a. .... ...... ... !!I SAMPLE DESCRIPTION ...... 2" 0<1 ..... 0 .. .... ilIz 5" iiI-.. . .. 15 _ -/--* -S 7 2-2-2 * !l-M. SANDY cuY-SANDY SILT, SLIGHny PLASTIC. son. 20 ... 25% nNE SAND. BROWN. * -(15") * -I---* --UO 2 (30") CL SANDY CUY. MODERATELY PLASTIC. 30-40% HE'DtUH. TO FINE SAND. MOSTLY FINE. MOTTLED LICltT BROW, CRAytS" BROWN AND YELLO\I BROWN. * ---663.0 20_ I--;-* S ct SANDY CLAY I SLIGHTL'Y PLASTIC, 3D%; fINE SAND, BROWN ABD GRAY WIlli. ORANGE -: -(18") MOTTLING. qu(pp) -0.75, 1.0 IS1 ---I----co , ('.") -----.. --I----s , 3-2-2 4 ct TOP 13 IN: SIMILAR TO 5-8. (18") H!.-BOTTOM S IN: ORGANIC CLAYEY SILT, MODERATEl.Y TO HIGHLY PLASTIC. !'MCE -H!I -I--FINE SAND, GRAY. --us 4 (2711) SANDY CLAY. MODERATELY PUSTIC. 12-201 VERY FINE SAND, GRAY. ---(Tl..'n T1tIMKIHGS) ---f-s 10 2-2-11 II s.-UynED SILTY SAND AND SANDY C!;::6Y. LAYER THICKNESS 1/4 IN TO 3/4 tN, ---(18") ct SAND IS FINE. ellY IS MOnlllATELY PlASTIC. SOFT, GRAY. ---I---. --653.0 'D-Is 11 17 .. 19 .. 16 35 S' GIlAVrLLY SAND. FINE TO COARSE GRAVEL TO 1 tN, COARSE TO FINE SAND, MOSTLY-: --(6") nNE. 10-15% NONPLASTIC FINES, CONTAINS SEVEIlAL PIECES OF FRACTUR.ED

• SANDSTONE INDICATINC SPOON SAMPLED COBILE. -I--BLOWS/INCH:

2-3-3-3-3-3/4-3-3-4-2-312-3-3-3-2-'

• * --I-;-12 20-14 34 OP GRAVELLY SAND, COARSE TO FINE GRAVEL. m SANDSTONE FRAGMENTS

-.-(7") TO 1-112 IN, ANGULAR TO ROUNDED. COARSE TO FINE SAND. 5-10% NONPtJ.STIC --FINES, TRACE IRON STAINING, GlAY. -I--BLOWS/INCH: 2-2-2-2-2-21l-J-J-J-5-5/J-lt-2-1-1-2 ---3'-f-s 13 19-18-12 30 C. SANDY CRA\'EL, CO.u.SE TO FINE GRAVEL SIZED, MOSTLY COARSE WEATHERED

-(4") STONE AND SHALE. 1, IN MAXIMlIH, .ANGULAR (SOME ROUNDED).

15-20% COARSE TO -FINE SA:". LESS 11IAN 50 NON'CASTlC fINES. TRACE IRON STAINING. GRAY. : : I--BLOWS/INCH: 4-4-2-4 ]/4-3-2-]-)-)/2-2-2-2-2-2 --f-s 14 21-10-6 I" OP SANDY GRAVEL. COARSE: TO FINE, ROUNDED. CONTAINS Sct(£ wtArHERED SANDSTONE: -(S") . AND SHALE FRAGMENTS TO 1 IN MAXIMUM. 20-)0% COARSE TO FINE SM"D, TRACE _ --f-- ---643.0 40-,..... ow WELL GRADED, COARSE TO FINE, FEW FRAGMENTS TO 1, tN, ANGUUt.R TO --S IS 9-11-9 ,0 --(, .. ) ROUNDED, 10-15% COARSE TO FINE SAND, GRAY. -ILOWS/ INCH; 2-2-1-1-2-1/2-2-1-2-2-2/2-1-1-2-1-2 -I------I---. 5 16 25-10-9 19 ow TOP 6 IN: SANDY GltAVEL. COARSE TO FINE. ANGULAR, CONTAINS SANDSTONE -. (11") S' FRAGMENTS TO IN HAXIHt'M, ]0-35% COARSE TO FINE SAND, CRAY. -f--BOTTOM 5 IN: SAND, POORLY GRADED, COARSE TO FINE GRAVEL, ROUNDED, -41

• COARSE SAND, GRAY. -BLOWS /INCH: 5-4-7-1..

.. 2-]/2-2-2-2 1/2-1-2-1-1-2 NOTE: fOR _.,.0 .-...v All) £. STONE f. WEBSTER ENG. I vM,E lOAM NO.1 $NEET LIIlOI) N'Q. SEE SHEET I. SKETCH No. 12241-GS1(-247B <If. 1... EOS-S '2 Of 3 BVPS-2 UFSAR Rev. 0 2.5E-47 BORING NO. SHEET 3 OF 3 SITE IW,\\'f.R VAI.!.H !'OWt:R srATION-lINIT 2, SHIl'PINGPORT, PA. J.O. NO. 12241.00 :l !:; e * -§ .,-... ..... .. g-t:;; ...... .. z-8i 0-0-!C O ... SAMPLE DESCRIPTION ...... .. " oi!; ...... o!::. ;\0-;\z ... iii Ii,. d-Ol .. .. " 0 s 17 30-15-7 22 CP SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE AND SHALE FRAGKEHT5. (9") FEW TO 1-1/2 IN MAXIMUM, WEATHERED, son. 30-40% COARSE TO rINE SAND, -0 TRACE IRON STAININC. BROWN AND GRAY. 0 0 0-0 0 -=1= ,. 60 60 --NO RECOVERY. --I" y-o --(0")

• s " 69-26-90 116 CP SIMILAR TO 5-17. DARK GRAY SHALE AT BOTTOM, son. * * (14") ..:: 6:)100 50 ---0 := ,0 100 100 --

SOFT, DARK CRAY. -r y-o -* BOTTOM OF BORING AT 51 FT 3 IN --ELEVATION 6)1.75 0 0 0 0 0 0 0 --0 0 0 0 0 * * ..: --* 0 0 -* * ..: -0 0 0 0 -0 0 0 --0 '0 0 0 0 0 * -= -* * * * * * -----0 ---0 0 .: ---0 --0 ..: 0 * --0 -NOTE: FOR lORING AHD £. STONE So WEBSTER ENG. CORP.! APPROVED ! ! BORNI NO.! SHEET L.SlEN) N'O. SEE IHEET I. SKETCH NO.1Z241-CSK-,41C JfpN. '8'-EOS-S 3 0#' 3 BVPS-2 UFSAR Rev. 0 2.5E-48 SITE BEAVER VALLEY POWER 2 NO. 12241 BORING No. COORDINATES N3848 £617] GRCiUND ELE't II) 145.1 SHEET ...1..0F l INCLINATION VI:!II CAL BEARING INSPECTOR J.w. MCCOY DATE: START I FINISH 6/8/82 I §l8l!2 CONTRACTOR I DRILLER EGERt JARVIS NOT STATIC GROUNDWATER DEPTH IDATERECOItDE!lFTII DRILL RIG TYPE CME-45 DEPTH TO BEDROCK 48*1 IPT) lOTAL DEPTH DRILLED 48.1 If II METHODS: )-1/8 IN ROLLER BIT TO ADVAnCE HOLE. J IN O. D. SPLIT SPOON TO CUAM OUT. 4 IN 1.0. DALLING SOIL CASING, WATER. SAMPLING SOIL 2 IN O. D. snIt SPOOM ORLLING ROCK SPECIAL TESTING OR INSTIlUMENTATION 2 FT NORTON POROUS PIEZOMETER INSTALL!!) WITH TtP AT EL 710.1 COMMENTS wE -i i "';= .. z! ;: .. li:w tr U .. 8i R ......

• j SAMPLE DESCRIPTION wW ,. .. 0" ..... "l!. S,I-... z8 i .. ... -..4 .. ... W '" . 745.1 o_ 5 1 1-3-3 * -TOPSOIL, SILT. LESS THAN 51 'FINE SAND, t. 5 IN SANDSTONE FRACHENT AT TIP. --(6") DARK BllOWN, -r--.1----S 2 4-4-6 " Cl SANDY CLAY. MODERATELY PUSTle, STIFF. 12% COARSE TO FINE GRAVEL SIZED --(lS") SANDSTONE.

SHALE AND COAL FRAGMENTS. ANGta.AR, 22% COARSE TO FINE SAND, --I--BROWN I MOTTLED WITH YELLOW BROWN AND GRAY. --I----S l 4-1-A 15 Cl SIMILAR TO S-2. -5_ (18 t') --I---I----S 4 6-S-S 16 CL SIMILAR TO S-2. --(lA", --I----I---5 , 6-6-8 14 CL StKI1JJl TO 5-2. -(11'" .--I---735.1 10 -...... -. . 5 6 4-5-5 1. CL SILTY CLAY. SLIGHTLY PLASTIC, STIFF, OCCASIONAL COARS[ SAND AND COAL --(lS") ./ I--FRAGKENTS. HOIST. 8RM. -eLI SILTY CLAY, SLIGHTLY PLASTIC, 4% VERY FINE SAND. BROWN. --S ML -7 3-2-3 / I---(14") HI. TOP 4 IN: SANDY SILT. NONPLASTIC TO SUCHTLY PLASTIC, 15-20X FINE SAND, -. IlET. BRM. -C. MIDDLE 6 IN: SANDY GRAVEL. COARSE TO FINE GRAVEL SIZED SANDSTONE A."lD SHALE----S S 6-S-5 13 FRAGMENTS" 1 IN MAXIMUM. ANCUl.AR TO ROUNDED. 20-30% COARSE TO FINE SAND, _ 15 -(14") 5. 5-S! Notft'USTlC FtNES. 81_. CRAY. _ BOTTOM 4 IN: SILTY SAND, UNIFORM, FINE, 10-15:1: NONPLASTIC FINES, BROWN. I. DATUM IS II£AN SEA LEVEL UNDISTURaED SAMPLES 2. LEVEL US-SHELlY TUIE BORING LOG lI. IILOWS TO DIllY! UO-OSTERHRO .. z"o,D. SAMPLE SPOON .-OR 1M DISTANCE SHOWN USINI BEAVER VALLEY POWER STATION UNIT-Z 140-' FALLING ¥i'. 0 4. ( I INCHU OF SAMPLE DUQUESNE LIGHT COMPANY z ReCOVERY. SHIPPINGPORT, PENNSYLVANIA .... ,., STD. PENETRATION RESISTANCE Q ILOWS/rT. Z II. UNIFIED SOIL CLASSIFICATION A STONE Eo WEBSTER ENG. CORP. 1M SYSTEM.

• 7. SAMPLE TYPE' SKETCH No. 12241-GSK-248A III ... a-SPLIT IARREL SAMPLE APPIIOIIED I DATE _ No.lS>CET

":l'.l:>... .,j" .. E05-6 I 0'] BVPS-2 UFSAR Rev. 0 2.5E-49 BOiliNG NO. S!lEET .!.. OF ...!..-SITE BEAVER VALl.EY POWER STATION-UNIT

2. SHIPPINCPORT.

'A. J.a. NO. 12241.00 5 -V z! i .. -.. -"' ",0: II tt;; c"' ;8 !'I .... !!I SAMPLE DESCRIPTION ",OJ 8I J o!:; ;\'"

• i 1>_ * -*ts 9 3-4-5 9 SP TOP 6 IN: S!MlLA!! TO s-a. 10TTa! 4 IN. * * (17") SP BOTTa! 11 IN: iM!!!. COAISE TO nn. MOSny IlEDIID! TO nn. 7-.1% lIOII>U!TIC'
• nHEs. BROWN. CONTAINS OCCASIONAl.

Pocr.ET OF SILTY CLAY. MODEJ.ATELY --I--PLASTIC, JaM. --I--*

• S 1. 5-6-7 13 .. 'OOlLY CRADED. 5-11 FINE GRAVEL, ROUNDED, HZtIIUM TO nn S4UID. * -US") '.1 S NOtrIPLASTIC "NES, MOIST. IROWN. --I---7U.1 20-I---S 1 4-3*'
• S. TOP 2 IN: SIMIl-U TO $-10. --US") HI. JOTT(lK 13 IN: !!!:II JIONPLAStIC.

TRACE nm: GRAVEL SIZED SANDSTONE AND --I--COAL. SOME LENSES or SANDY stLT. MOIST. BROWN. --t----* 2 4-'-9 15 lG. lli.!.. NONPLASTIC, 'T1tAC! FtNE SAND. ¥!To 1ItOW'M. -: -(18") -I--* -I--LAYERED SlLT AND SILTY nNE $ARD I TRACE FINE GRAVEl. SIZED ROCK FRAGllEllTS.

-s 13 4-3-4 7 lG.-25 -(1.") Sft NONPLASTlC FINES I WET. lROWlI. -I---t-s 14 2-3-4 7 CL SILTY cy.y-cu.YEY SILT. SLlCHny TO HQDER4T!l.Y PLASTIC. 1% vaRY nNE , -(18") SAlID

• 11M. * -* -I----I-;-is 2-2-2
• Oft SILn UNlFOMLY GJW)ED, nNE, TRACE COARSE SAND, 20-25% NON!'WTlC

.. -(10") 7,-TO S1.IGHnY PLASTIC rIDS, WIT I 11OWN. * -/ TOP 11 SARD. UNIFOllHLY ClADED. FINE" 5 .. 71 NOHPL4STtc FlMES, VET. IROWN.-GP 10TTa! 7 IN:SAllDY GRAVEL. COAlS! TO nn. AIIGtlUJI TO ROIlIIDE ** FEll -7U.1 30-I-s " 3-7-.5 12 S.\JIllSTONE I'RAGIIEIITS TO 1. 5 IN. SOO COAL. 20-30% COAISE TO FIIIE SAlID. 5l --(18") 1/ I---SLIGHny PLASTIC FINIS, TRACE IRON STAIHING. JaM. ORANCE. --Oft TOP 10 IN: SILTY S.\JIll, 5-10% COWE TO FINE GRAYEL SIZED COAL I'RACMEHTS

TO 1 II. rlNE SAND. IS-20% HONPWTIC nNES. -rs 17 5-4-4 a GF-IOTTOII a IN: SAHDY GRAm. COW! TO nn GRAVEL. ONGULA!! TO IOUNDED. FEll --CI,lI) GIl SAlIDSTOII!

lRAGlIEIITS TO I IN. 15-ZC: COAISE TO FIIIE S.\JIll. LESS TIWI 5% -.. ROHPLASTIC FINIS. 110IIII. -, t-SP-SILTY SANII, nNE. TRACE nNE GRAVEL AKD COAL FRAGMENTS, 10-15% lIONPWTIC

SM FIns. SAlIDSTONE FKAGIIEIITS AT IOTTCII. _ S 18 4-5-5 10 'it.' lS-(11") 1/ TOP 13 IN:SIHlLAIl TO 5-18. -CP 10TT<I'f 5 IN: SANDY GRAVEL. COARSE TO FINE GRAVEL SIZED SAIQ)STONE ANI) SHALE" -t-s FRAGMENTS TO 1 IN MAXIMUM. ANCUUI TO RotnmEtl, 15-20% COARSE TO FINE -19 7 .. 8 ... 11 19 SAND. TItACt IRON STAINING.

IROWN. GRAY. lUCK. * (1) 1/ I----* SP GRAVELLY SAND. 25-351 COARSE TO FIN! GRAm SIZED SANDSTONE SKALE AND -COAL, ANG11t.AIl TO ROUNDED, MEDltDt TO FINE SAND. 5-101 NONPUSTIC FINES, --I-;-20 49-81 !! TRACE nON. liM. GRAY. -* I--2" 2;-I;;p TOY 13 IN: SAHDY GRAVEL, cOAISE TO nRE. IOUNDED, SOO JaOKEN SAlIDSTOIIE _: -S 21 26-34-17 Sl AND SHALE *. 20-l0% COAlS! TO lINE SANl). LESS TlWf 51 R(IR'LASTIC FIRES, TUct_ 705.1 40-(18") c. COAL, BROWN. GRAY, ORANGE IROWN. _ , IN: BRClIN SANDSTONE FlAGKENTS TO 1.5 IN.S.vptL'!I1 COlltE, -r---r-22 ,,0 TOP 12 IN: SILTY GRAVEL, COAltSE TO FIRE GRAVEL, MOSTLY COARSE TO 1 IR. --s 20-16-103 Oft -(11") ANGULAIt., 25-30: COARSE TO FINE SAHtl, 1)-20% S1.IGHTLY PLASTIC nNES. WET. -BROWN. --I---G. BOTTOM 6 IN: SANDSTONE nAGHEtfTS. SAKPLED CO'IL!. -....... BLClWS/INOI: 3-3-2-4-4-4/2-2-1-2-3-6/5-4-30-,4-18-12 -* I-SAJrfDY GkAVEL, COARSE TO nNE GRAVEL SIZED SANDSTONE f'JI.AGliENTS, S(I(E COAL, *

• s 23 33-107-33 140 G. *** t-(11'" 1.5 IN MAXIHlIM, 20-25% COARSE TO MEDIUM SAND. 5-101 Sl.1GHTLY Pl-'Snc : FINES, TRACE MICA. TRACE IRON STAINS, IROWN. GRAY. ORANGE. lOTI: POll 101IIII II.IIIIM'f' AND £ STONE Eo WEBSTER ENG. CORP.\A",IIOII£D I DATE BORING NO.IIHE£T UIIEJI) '*'l . _ IHUT l SKETCH No. 12241 -GSK-lOS, ::l!!>.....

./ .... E05-6 2 OP' 3 BVPS-2 UFSAR Rev. 0 2.5E-50 BOAING NO. £os-, SITE POWER SIATlIlN-ll!(1T 2, StHPP1NGPORT, P .... J.O. NO. I Zl4l.!lO ... ". S .. -. _ 5 -------------------* ------* * -.--------* ---* * -------* *

• 24 36 .. 28-41 69 (13") (11") SAMPLE DESCRIPTION CP SIMILAR. TO S-22. TOP. CP TOP S IN: SIMILAR TO 5-22, TOP. MIDDLE 2 IN: SANDSTONE F'RACMENTS, SOFT. CRAY. BOTTOM 4 IN: COAL FRACHENTS.

BOTTOM OF BOUNC AT 48.1 " ELEVATION 697.0 FT NOU: I'QR IORfIG IRMIARY AND STONE e. WEBSTER ENO. CORP. r APPIIQV£O 1 Pt TE I.SlEJI) H'Q sa StEET I. "SKETCH NO. 122"-GSK-Z48C I "i'/y, ..... SOR'" NO.1 SHUT EOS-6 I 3 OF 3 -* ----* ---------------* ---------* ----: -* --* ---------* * -- BVPS-2 UFSAR Rev. 0 2.5E-51 PIEZOMETER INSTALLATION REPORT STONE a WEBSTER ENGINEERING CORP. SITE Beaver Valley Power Station-Unit 2 NO. P-EOS-6 J.O.ND. 12241 DATE 6-9-82 DFlIL.L.E:FI Eger / Jarvis INSP£CTOFI J. W. McCoy N3848 E6l73 745.1 Ft CCOACINATES ___________ GACUNO El.£V. _______ _ INSTALLED IN BORING--'E;,;;O.;.S-..;;6'-- __ _ ELEV. TOP r:I LEADS. ____ _ RIG a CFlEW TIME __ _ DETAILED INSTAU.ATION D£SCFlIPTION

Hole cleaned to 48.2 it. Filled with sand to 35.0 ft (Bottom of drill casing). Install Norton porous tube pie20meter centering spider approximately 4.5 ft above pie20meter tip. Sand placed to 30ft-3 in. """, Bentonite pellets placed to 29 ft-4 in. Difficulty when pulling casing -had to hold piezometer down since it tended to pullout with casing. Sand to ground surface. Guard pipe grouted in place. DESCRIPTION OF PlElCMETER TIP AND STANO PIPE ASS£MltLY 2 ft Norton porous tube. Approximately 35 ft-3/4 in I.D. PVC riser pipe with centering spider. OES':RIPTION OF SOIL AT TIP ELEVATION:

Sand and gravel NOTE: Piezometer appears clogged with silt. Probe to 31.75 ft from top of casing. Abandon piezometer. 8/11/82 Sand Sand r---22" 1"\\\\\\\\ \\\ 48 *. 2 ' _ 30'3" NOTE: SKETCH IN AU. COMPONENTS PERTINENT TO THE INSTAU.ATION WITH APPLICABU DIMENSIONS EG l FILTER SAND I SEALS I GROUT, CASING, ETC. BVPS-2 UFSAR Rev. 0 2.5E-52 J.o. NO. l2Z41 BORING NO. SITE BEAVER VALLEY POWER STATION-UNIT Z £05-7 ____ _ E6140 GfIOtK) ELEIL (I) __ SHEET ...LOF -L-INCLIIATION VERTICAL BEARING _________ IN$PECTOR __ ____________ __ DATE: START I FINISH STATIC GROUNDWATER DEPTH TO BEDROCK METHODS; .,,,., I 6/J182 CONTRACTOR I DRILLER _E,"C .. _____ _ DEPTH I OATEN"' "CW/--=--DRILL RIG TYPE ___ _ __ ......:'::'.:.;. s'-___ ..Jt .. J.lTI TOTAL DEPTH DRILLED 45.0 DRILLING SOL 3 V8 IN toLLER BIT TO ADVANCE HOLE. 1 IN 0.0. SPLIT SPOON TO CLEAN OUT SAMPLING SOl. 2 IN 0.0. 'PUT SPOON DRILLING ROCK . SPEQ4L TESTING OR INSTRUMENTATION 2" POROUS STONE PlEZOHEr!., tNSTALLED U'ITH TIP AT IL. 716.9 2;: h ..... .J-.. 7S9.9 749.9 :i= .t: .. :;: ... ..... .... o!!. ill'" o

• 5 . .---S -.---s _ s .-: 5 -----, ---10 -, --.--s . -.-15 -5 .... E" d -i .. -5 .. .. "w 4-7-9 (5") 4-7-6 (11") 6-5-6 (18") 7-6-5 (16") 4-7-6 (16") )-5-8 (13") 7-8-8 (16") 4-7-7 ( 13") IE zS! i lJ t .. 16 -1J HI. 11 11 CL II CI. 13 CL 16 CL 14 CL SAMPLE DESCRIPTION SLAG AND SILTY GRAVEL, COARSE lO FINE, TRACE ROOTS AND IRON GIlAY. -GUYEtty SILT. SLIGHTLY PLASTIC. 10-15% COARSE TO FINE GRAVEl SIZED WUrHEJl!D SANDSTONE AND SHA!.!. ROUNDED TO SUBANGULAR.

15-20% COARSE TO FINE SAND. SOH! ROOTS SLIGHTLY HOIST. GRAY. TOP 8 GRAVELLY SILT-GRAVELLY CLAY. SLIGHTLY TO MODERATELY PLASTIC, 20-30% COARSE TO FINE GUVEL t SOME WOOD FRAGMENTS, GRAY AND BIlOWN. BOTTOM 10: coAL AND SHALE FRAGMENTS, WIDELY GRADED, COARSE TO PINE GRAVEL AND SAND SIZED. nv.GMENTS. TRACE [IlON STAINING.

---

LAYE'* -SILTY CLAt, SLIGHny TO MODERATELY PLASTIC. STIFF, CONTAINS He,," _ _ OF COAL FRAGMENTS AND SAHD5TONE FRAGMENTS TO 1. 5 IN MAXIMUM, FEW RED _ SHALE n.\GEHENTS, 7-10% COARSE TO f'lNE SAND, VERY SLIGHTLY MOIST, 8ROWN._ -5IKlLAI. TO 5-4, I1OTTL!D BROWN AND ORANGE. -..: -...i SIHlI.AIt TO 5-4, CONTAINED 1 IN THICK LAYER OF sun CLAY WITHOUT COARSE -ntACTIOM I MOTTLED GKAY AND BROWN. -SANDY CLAY, SLIGHTLY PLASTIC, STIFF. OCCASIONAL GRAVEL SIZED SANDSTONE PARTICLE, 15-20% COARSE TO FINE SAND, SOME MINOR. I.RON STAINING, SLIGmy MOIST, BROWN. SANDY CLAY. SLIGHTLY TO MODERATELY PLASTIC, STIFF, 10-15% FINE GRAVEL TO 3/4 IN KAXIMU'H, ANGULAR, 15-20% COARSE TO FINE SA.'fD, BROWN. -------I. DATUM IS MEAN SEA LEVEL z.

WATER LEVEL UNDISTURBED SAMPLES US-SHELBY TUBE UD-OSTERIERO BORING LOG 5. BLOWS REQUIRED TO DIIIV! .. 2"0.0. 1"l1l'i.£ SPOON .' DtI ... DISTANCE SHOWN USING .. 140 .. _ft fALLING 50': 4. ( ) INCHES Of SAMPLE RECOVERY. ... ,. STD. PENETRATION RESISTANCE CI aLOWS/fT. Z 8. UNIFIED SOIL CLASSifiCATION ... SYSTEM. ... 7. SAMPLE TYPE' S-SPLIT aARREL SAMPLE 8. SAKPLE CONTAINS PIECES or SANDSTONE 1.5 IN DIAMETER AND 1/8 IN THICK, INDICATING SAMPLER PENETRATED COBBLE OR BOULDER. TYPICAL OF THIS MATERIAL. BEAVER VALLEY POWER STATION UNIT-2 DUQUESNE LIGHT COMPANY SHIPPINGPORT, PENNSYLVANIA STONE e. WEBSTER ENG. CORP. No. ,,,,. _'.'_"-0 I DATE -NO. ISHEET E05-7 I I Of 2 BVPS-2 UFSAR Rev. 0 2.5E-53 80lliNG NO. EO'-7 2 OF 2 SITE BEA\'tR \'Al.l.E'I:' POWER STATION-UNIT Z, SHIPPINGPORT, fA. J.O. NO. 12241.00 7)9.9 729.9 719.9 E .,-.... ..... ..... ........ c ......... s r; c ... c .... z Q!!: 1S -r-L * -f---s --f---5 --. ---s -f-: s 25 __ -_ s -f---5 -f---1---30 -f---r--s -. .Jr--12 CL 10 '" CL 19-17-12 29 GP (,"1 11 4-lS-17 (1"") 12 99-10-8 (10") 13 9-59-26 (10") 110 6*7-10 (14") 15 g-g-II (12") 16 8-9-8 (12") 17 7-14-14 (12") """-32 SP '" GP ,.SP" OP :;;;p 17 GP 28 GP -r-. i 35 .... ,----" S " --s ., -f-40 -'r-:::c -" 5 -I--+s 45 -18 12-1"-11 25 CP (14") 19 10-9-13 ( 12") 20 4-7-25 (14") IISP SP 32 SP GP 21 32-24-24 48 OP ( 14") 22 100/5" SP 23 "7-22-30 52 (17") 2" 27-135 (0") 135 6" SAMPLE DESCRIPTION " -TOP 10 IN: SILTY CLAY, SLIGHny TO MODERATELY PLASTIC. STIFF, 15-20% .. COARSE TO FI.E GRAVEL SIZED SANDSTONt AND SHALt FRACMlNTS TO I. 5 IN _ HAXI!1'I.'M, f"E"-' COAL FRAGMENTS, ORANGE, BROWN AND GRAY. _ BOTTOM" IN: SILTY CLAY, MEDIUM STIFF, MODERATELY PLASTIC, TlACE FINE* _ SAND, HOIST. BIlOWN. (SIMILAR TO A!lOVE aUT WITHOUT COARSE FRACTION). SA.-:OY GRAVEL, POO!U.Y GRADED, COUSE CRAVEL SIZED SA1'<<)STON£ FRAGMENTS. -_ MoSTLY 1.5 IN, 20-25% COARSE TO FINE SAND, MOSTLY COARSE TO MEDIUM, 5% FINES. BlOWN. (CONTAINED LAYER OF son CLAYEY SILT AT -TOP OF SAMPLE), (SEI! NOT! 8). -TOP 10 IN: SILTY SANDt SLIGHTLY Pl.ASTIC. 15-20% COARSE TO FINE GRAVEL -_ SIZED SANDSTONE AND SHALE FRAGMENTS, FEW TO 1 IN MAXIMUM, A,NGlJLAl. 1.5-20% SLIGHTLY PLASTIC rINES, TRACE COAL. BROWN. -BOTTOM 4: ,SANOY GRA\'!L. COAllSE TO FINE GRAVEL SIZto SANDStONE FRAGKENTS, _ )0-40% COARSE TO FINE SAND. !i:: NONPLASTIC FINES, LIGHT GRAY, _ TOP .5 IN: SIMILAR TO 5-11. TOP. _ BOTTm-: 5 IN: SANDY GR.A\'EL, COARSE TO FINE GRAVEL SIZED SANDSTONE FRAGMENTS TO i TN MAXIMUM, 20-]0% COARSE TO FINE SAND, 5% NOMPLASTIC - TAN, (SAMPLED COBBLE?). -LA\'ERED SANDY GRAVEL AND SANDY CLAYEY SILT, SANDY GRAVEL. COARSE TO FINt _ CLWEL SIZED SA."DSTONE FRAGMENTS TO 1.5 IN. ANGULAR, 30-40% COARSE TO _ FINE SAND, LESS THAN 5% NOMPLASTIC FINES, TAN (SA."U'LED COnLE), _ cuny SILT, SLIGHTLY TO HOOElATEL'l PLASTIC, son, COARSE TO TINE _ GllAVEL, ANGl'LAR, BROWN. TOP 6 IN: SANOY GRAVEL, COARSE GRAVEL SIZED SANDSTONE FRAGMENTS TO 1.5 -IN HAXIML'H, 20-251 COARSE TO FINE SAND, LIGHT GRAY, _ BOTTO).! 8 IN: G1I.A\*ELLY SILT. SLICHTLY PLASTIC. 12-15% COAllSE TO FINE _ GRAVEL SIZED SANDSTONE. SHALE AND COAL nAGMENTS. 1.5 IN nAGMENT AT TIP. _ LESS 5% FINE SAND. TRACE IRON STAINS, BROWN. SANDY GRAIlEl.. WIDELY CRADED. COARSE TO FINE CRAWL. MOSTLY COARSE 'TO 1 IN,-AXGl1.AR TO SIlBROUNDtO SANDSTONt. 20% COARSt TO FINE SAND. 15-20% " PLASTIC FINES. BROWN. --SIMILAR TO 5-15. ---SIMILAR TO 5-15, SAHPLED COIBLE, ,SOHE FRAGMENTS ROUGH1.Y THE DIAMETER OF SAMPLER. BLO\ls/IflCH: 1-1-1_1_1_2/1_1_2_1-4_5/4_1_3_2_2_2 -SAND\' GRAVEL, COAlSE TO FINE GRAVEL StzED SANDSTONE FRAGMENTS TO 1. 5 IN MAXIMUM. 15-20t COARSE TO 'INE SAND, 7% NONPLASTIC FINES. allAY. SOKE POCKETS OF SILTY FINE SAND, BROWN. 'LOIISlt.OI, 2-1-2-3-2-211-3-3-3-2-2/2-2-2-2-2-1

---

GRAVELLY 15-25'% COARSE. TO nNE, GRAVEL. ANGULAR TO ROUNDED, FEW _

FR.ACHENTS TO 1.5 IN, FINE SANtI, LESS THAN 5% NONPLASTIC FlNES, _ BLovs/INCH: 2-1-2-1-2-2/1-2-1-2-2-1/2-1-2-4-2-2 .: TOP 3 IN: SAND. UNIFORM. FINE', LESS THAN NONPLASTIC FINES. BROl.'N. _ MIDDLE 10 "'i'N:SAND. tlNIFORH. ME:DIUM TO FINE. TRACE 11NE GRAVEL, COAL _ IN _ " SANDY CRAVEL, COARSE TO FINE GRAVEL SIZED SANDSTONE ANt' SKAtE FR.AGKE."\TS _ TO 1. 5 IS KAXlMUM, 20-2.5% COARSE TO FINE SAND, LESS "THAN 5% NONPLASTIC _ FINES, TRACE COAL AND IRON STAININC, LIGHT GRAY AND IROWN. SANDSTONE FRAGMENT AT TlP. BLOWS/INCH: ).7-)-5-4-10/6-)-4-5-3-313-4-3-4-5-5

GRAVELLY SAND, POORLY CRADED.

COAl$[ to FINE GRAVEL TO 1 IN _ MAXIMt'11, ANGL'LAR, COARSE TO FINE SAND, MOSTL\' TO 10-12: _ TO SLICHTU PLASTIC FINES. I1OIST. BRm.'N. _ GRAVEL, SIMILAR TO 5-15. AT 7 IN. tROM TOP -2 IN. THICK SEAM OF FINE SAND, 15-20: NONPLASTIC FINES. MOIST. BROWN. --REFUSAL/NO RECOVERY. END Of BORING AT 45 ". EL. 714.9 -Non:,011 IOIIfOG AM) UUEJI) N'O. 1& _n I. .#0. (. ENG. CORP. IAPPROV£O I 9,T£ a. SKETCH NO'12241-CSK_249B 9fi/f't.- BVPS-2 UFSAR Rev. 0 2.5E-54 PIEZOMETER REPORT STONE a WEBSTER ENGINEERING CORP. NO. P-EOS-7 SITE Beaver Valley Power Station-Unit 2 J.O.NO. 12241 DATE 6-9-62 DRII.L.ER Eger / Jarvis INSPE:CTOR J. W. McCoy N38l2 E6l40 759.9 Ft COORDINATES ___________ GRJUNO ELfV. _______ _ INSTALLED IN ___ _ RIG It CREW TIME __ 4.;....;;h;.;;o.;;ur;.;s _____ _ DETAILED INSTAU,ATION DESCRIPTION

Role cleaned to 45.0 ft. Sand placed to 43 ft. Porous stone SOILTEST piezometer placed with centering spider 4ft above tip. Sand placed to 39.0 ft. Bentonite seal between 39.0 and 36 ft-ll in. Sand to approximately ground surface. Guard pipe grouted in place. DESCRIPTION OF PlElDMETER TIP AND STAND PIPE ASSEMBLY 2 ft section Norton porous tube. Approximately 43 ft-3/4 in PVC riser pipe with centering spider. OESCRIPTlON OF SOIL AT TIP ELEVATION

Sandy gravel -rock at 45.0 ft. y 761.65 ft ELEV. ,op (It LEADS. _......;.

_____ _ f 3' I II' , , , , , \ \ \ \ \ \\ \ \ \ \ \\ Sand f--36'11" Bento it. f--39; t. 1 Sand 45' NOTE: SKETCH IN ALL COMPONENTS PERTINENT TO THE INSTALLATION WITH APPLICABLE DIMENSIONS EG: FILTER SAND I SEALS I GROUT, CASING I ETC. BVPS-2 UFSAR Rev. 0 2.5E-55 SITE DEAVER VAJ.JcEY POWER StATION-UNIT 2 .J.o. NO. 122" BORING NO

• COORDINATES N3814.6 £6136.2 8RCUID ELE\! (II 159.6 n. SHEET ...LOF 2 INCLJlATION VERTU;6l; BEARING N6 INSPECTOR J.W. McCOY DATE: START / FINISH 6/3/82 I 613£82 CONTRACTOR I DRILLER EGu/JARVlS STATIC GROUNDWATEII DEPTH/DATE NA IFn / _ DRILL IIIG TYPE C>IE .s DEPTH TO BEDROCK NA 1rT1 TOTAL DEPTH DRILLED 24.5 IEIl METHODS: DRILLING SOL 3 1/8 IN O.D. ROLt.U BIT TO ADVANCE HOLE. IN OlD. SPLlI SPQ!m J:g C EAti gla SAMPLING SOL 2 IN 0.0. SPLIT SPOON .AND 1 IN O.D. SHELBY I!l!! DRILLING ROCI( SPECIAL TESTING OR INSTRUMENTATION 2 " NORTON POROUS PIntiTER VIa lIP AI II ZU J COMMENTS DR.IllED 5 FT NORTHWEST OF £05-7 d E -zi! i ",0: .. .. ii Li -.. 11: .. .... ,.>-5 .... .; t SAMPLE DESCRIPTION w" Q!!. :I" iI 8 .. -.. .. .. 0: 7S!il.6 o _ ------NO SAMPLES TO 7 Fl'. -----------5 -------------us 1 (15") --. ----749.6 10 -US 2 (25.5") -----S 1 10-7-6 13 eLI SANDY CLAY-SANDY SILr. SLIGHTLY PLASTIC. STIFF. 20-25% COARSE TO FINE --(13" ) HL SAND, 10% FINE GRAVEL TO 1/4 IN, HOLSt, BROWN. --I----_ s 2 5-7-7 " eL SANDY CLAY. SLIGHTLY TO MODERATELY P1J.SrIC.

STIFF. 10% FINE GR.AVEL. --(l0**) OOARSE CRAVEL TO 1 IN. 20'% COAR.SE TO FINE SAND, HOIST. '---I. DATUII IS IlEAN SEA LEVEL UNDISTURBED SAIIPLES 2. WATER LEYEL US-SHELBY TUK BORING LOG 3. BLOWS II£QUIRED TO DIIIYE UO-OSTERBEAG .. 2"o.D. SAIIPI.E POOH SO DII BEAVER VALLEY POWER STATION UNIT-Z ... DISTANCE SHOWN USING .. 140 .. HAMMlR FALLING 0 4. ( ) INCHES OF SAMPLE DUQUESNE L.IGHT COMPANY z RECOVERY. SHIPPINGPORT, PENNSYLVANIA ... S. STD. pENETRATION RESISTANCE Q BLOWS/FT, Z .. UNIFIED SOIL CLASSIFICATION £ STONE" WEBSTER ENG. CORP. '" SYSTEM. " 7. $AMPLE TYPE-SKETCH No. 12241-CSK-2S0A '" S-SPLIT BARREL SAMPLE -_D I DATI _ No.lltIIET ... -=11 .,Ift ... £OS-7A I OF 2 BVPS-2 UFSAR Rev. 0 2.5E-56 BORING NO. SHEETLOF 2 SITE BEAVER VALLEY POWER STATION-UNIT 2, SHIPPINGPORT. PA. J.o. NO. 122U.OO E ! -i ,.-.. 0: .. g-...... n " z-ai ... .... SAMPL.E DESCRIPTION J .::1 .... ,. .. °B a!:; Q!:; :\ ... 5 .. .. a: ., . 1S _ _ s -I--3 5-6-9 (13',') is CL SIMlLAIl TO 5-2, 20-30: COARSE TO FINE GRAVEL 1'0 1 IN. -I---5

• 4-6-6 12 CL TOP 13 IN: SILTY CLAY. MODtRATELY PLASTIC, MEDIlJZ'I STIFF I HOTTLED GRAY -(16") A..'i'D BROWN. -f--IlL BonOM J IN: !.ill. LOOSE, TRACE nNE SAND, WET, BROWN. -I---5 S 11-15-14 " GP GRAVEL, WEATHERED SANDSTONE FtlAGMENTS TO 1 IN MAXIMUM, 25-30% 7)9.6 20_ -f--(13") COARSE TO FINE SAND, HOSTLY MEtHUM FINE, 5-10% NONl'USTlC FINES, TRACE COAL AND IaDN STAINING.

BROWN AND GRAY. -f---s 6 20-20-8 Z8 G. GRAVEL. COARSE GRAVEt. SIZED SANDSTONE FRAGMENTS TO 1.5 IN MAXIMUM. -(18") LICHT GRAY. CONTAINS POCKETS OF SANDY SILT. lO-lS% FINE S"iO. VERY -I--MOISt. BROWN. . -I---5 7 8-11-18 29 G. SIMILAR TO 5-6 . . (13") .1---BOTTOH OF BOltING AT 24. S FT ELEVATION 735.1 " ----------- ---. --: -------------------II)T£: fOR IORfjG _ STONE e. WEBSTER ENG. CORP*IA.'IIOY£O I OO,T1' N'O. 5££ SHUT l .a SKETCH NO.122.,-GSK-2S0.

7z>,.,., ,,/,-;. 10111<<1 NO. I SHEET EOS-7A I l 0' ;: --. -----

---

..: ------:1 -. ---------------------

BVPS-2 UFSAR Rev. 0 2.5E-57 PIEZOMETER INSTALLATION AEPORT STONE 8 WEBSTER ENGINEERING CORP. .zoM1TE" NO. P-EOS-7A SITE Beaver Valley Power Station-Unit 2 12241 DATE 6-10-82 DRIu.E:R __ INSPECTOR J. W. McCoy N38l4.6 E6l36.2 759.6 ft COORDINATES ____________ GROUNO ELEV. _____ . ___ _ INSTALLED IN BORING EOS-7A ELEV. TOP (7 LEAOS. _7;,;6;,;1,;,;.3;;.;5;...;.ft;.... ___ _ RIG a CREW TIME Approximately 3 hours DETAILED INSTALLATION DESCRIPTION

Hole cleaned to 24.0 ft. Sand placed to 21.5 ft. Norton porous tube piezometer with centering spider 4 ft above tip installed.

Sand placed to 17.5 ft. Bentonite seal 17.5 to 16.0 ft. Sand to near ground surface. Guard pipe grouted in place. DESCRIPTION OF Pli2DMETER TIP AND STANO PIPE ASSEMBLY 2 ft section Norton porous tube. Approximately 21.5 ft-3/4 in I.D. PVC riser pipe with centering spider. OESCRIPTlON OF SOIL AT TIP ELEVATION: Broken sandstone fragments with sandy silt. --.--21" . , r--"'-32" "i IIlflll Sand -16' Bento itE 17'6" 24 ' -Sand NOTe:: SKETCH IN ALL COMPONENTS PERTINENT TO THE INSTALLATION WITH APPUCA8LE DIMENSIONS EG: FILTER SAND, SEALS, GROUT, CASING, ETC. BVPS-2 UFSAR Rev. 0 2.5E-58 SITE BEAVER VALLEY PO'tl£R STATION-UNIT 2 J.o. NO. lZUl BORING NO. COORDINATES M3944 £6185. GROUND ELE1L (II 732.7 SHEET ...LOF , INcuu.TION VERTICAL BEARING ** INSPECTOR J.W. MCCOY DATE: START I fiNISH 1:.!!=!L-1 5la o l 82 NOT CONTRACTOR / DRILLER !CElt DRILLING/ JAIlvts STATIC CIfIOUNDWATER DEPTH / DATE!"'cORDEOIPn I ___ DRtLL RIG TYPE OlE 4l DEPTH TO BEDROCK 52.0 IfTI TOTAL DEPTH DRILLED 52.0 fal METHODS: DRILLING SOL 3-1/8 IN ROLLER BIT, 3-1/4 IN I.D. CASING I DULLING MUD SAMPLING SOL 2.0 III 0.0. SPLIT SPOON DRILLING ROCK SPE CIAL TESTING OR INSTRUMENTATION NONE COMMENTS LOST DRILLING FLUID AT 35 * .0 AND 40.0 F'T e -; ,,>= .. z!! Ox .. .. 0: -3>-Ii -.. IL" H [ .. it: .; SAMPLE DESCRIPTION .... III OW .... ;!'" ;Ii * :8 .... -.. .. W .. . 7JZ.7 0 S 1 '

• SANDY SILT t DENSE, SLIGHTLY HOlST f Ftw SANDSTOlfE FRAGMENTS AND ROOTS. .. -(14") GRADING TO SILTY SAND, TRACE FINE GRAVEL. 30-40% NONPLASTtC FINES. BROWN ... -f------f-;-2 4-4-6 10 Hl !!!::!. NONPt.ASTIC TO SLIGHTLY PLASTIC. 0-5% FlNE SAND, TllACE. ORGANICS.

--(18") FEW SHALL SAND SEAMS. \lET, BROWN. --------5-'s , 3-4-5 , Hl TOP 13 IN: 5IMI411. TO ABOVE. --(16") s. BOTTOM 3 IN: FINE, FEW nNE CRAVEL AND WEATHERED SANDStONE --FRACKEMTS TO 0.5 IN. 0-.5% NONPLASTIC FINES. BROWN. --r-----'S 4 4-4-4

• S. TOP 13 IN: COJ.RSE Ta FINE. MOSTLY COAllSE TO MEDIUM. 2-5% FINE --(16") GIlAVEL. 0-5% NONPLASTIC FttIES. BROWN. -. ML BOTTCI( 3 IN: SI1.T NONPWTIC TO SLIGHTLY PLASTIC. BROWN. ---BL""'/IN"I" 1-1-112-1/2111-1/2-112-1111/2-1/2-1-1

-722.7 lO-S 5 3-3-4 7 S. tOP 4 IN: Sl1U SAND, FINE, TRACE COARSE-MEDIUM SAND, 15-20%. NONPLASTtC

(14") FINES *. MOIST. BROWN. . -S' BOTTOH 10 IN: SAND, COARSE TO FINE, MOSTLY COARSE TO HEDItJM. TRACE FINE --CRAVEL, 5% NONPI:l:frIC FINES, MOIST, BRCMN. --BLOWS/INCH:

1-1/2-1/311112-1/2-11Z111-1/2-1/2-1 --'S 6 6-4-3 ? co GRAVEL1.Y SAND, UELL CJI.i.D£D, 20-30% COARSE TO nNE GRAVEL. MOSTLY MEDIUM -: -(18") TO FINE. SUBANGULAR TO ROUNDED, COARSE TO FINE SAND, ruCE NONPUSTIC .. -FINES. TRACE COAL, BROWN. -r-BLOWS/INCH: 1-1-1-1-1-111411112-112-1/2 -I. DATUM IS MEAN SEA LEVEL UNDISTURBED SAMPLES 2. WATER LEVEL US-SHELlY TueE BORING L-OG 5. BLOWS R£QUIRED TO DII1V£ UO-OSTERIERG .. 2"0.0. SAMPLE SPOON ** 011 .. DISTANCE SHOWN USING BEAVER VAL-LEY POWER STATION UNIT-2 ... 140"-_R FALLING 30': 0 4. ( ) INCHES OF SAMPLE DUQUESNE LIGHT COMPANY z RECOVERY. SHIPPINGPORT, PENNSYL-VANIA ... 5. STD. PENETRATION RESISTANCE .. BLOWS/FT . z 6. UNIFIED SOil CLASSIFICATION £ STONE f. WEBSTER ENG. CORP . .. SYSTEM. co 7. SAMPLE TYPE: SKETCH No. 12241-GSK-251A ... .... S-SPLIT BARREL SAMPLE ....PROVED I DATE _ No,l SHEET ":Db" 20S-9 I 01' , BVPS-2 UFSAR Rev. 0 2.5E-59 BORING NO. !CS-' SHEET' OF 3 12241.00 SITE BEAVER VALLEY PO\riER STATION-UtHT Z. SHIPPINGPORT I FA. J.O. NO. 112. , 702.1 692.7 z-.... .... ...... Q!:; "

• S 7 * ---:-.-8 * .1---2. -f--s 9 ---I--* -: f-s 10 --I--* 25 : f-s 11 --I--* : r-;-12 * -)0 -I--* S 13 -* --.-, 14 -" 35 -: '-r 15 * .1--* 4-,-, 6 (I.") 9-11-10 21 (IS") 4-)-2 5 (16") 9-10-13 23 (16") 21-17-1) )0 (12") 5-9-19 28 (13") SM SP <OW Sf <OW GP SP SP SP I--11-15-15 (1)") 9-7-14 (1S") 30 SM SW 2Z -s;-: SF 11-12-15 27 (18") SM GP -f-s 16 16-20-25 45 --.--40 --.-17 ------:: f-s 18 --I--45 5-8 (8") 13 12-19-22 41 (16") GP SAMPLE DESCRIPTION TOP 9 INI SILTY SAND, 10-1S% COAaSE TO FINE GJAVEL, SUIANGULAll TO lOUNDED, _ COAltSE TO FINE SAND, MOSTLY FINE, 10-1.5% NOMPLASTIC "MES. _ aotTctI, IN: 2!!2" FINE, 2-6% FINE GJAVEL, 0*,% NOHPLASTIC FINES, tlAe! _ COARSE SAND SIZED COAL nAGKENTS, I"OWN. BLOWS/INCH:

1-1/2-1/2-1/ /l/2-l/2 -1/2//1/2-1/2-1/2 -SANDY GRAVEL. WIDELY CRADED, SUlANCULAIt TO ANCUL\R WEATHEflEtI SANDStONE TO 1 IN MAXIMUM, 25-35% COARSE TO FINE SANtI, 5_101 NQNPUSTIC FINES, TIlAC[ COAL, FEW IRON STAINS, BROUN. -* * --GRAVELLY SAND. ZO-)O% COARSE TO FINE GRAVEL SIZED SANDSTONE FRACHENTS. -: I1AJ(IXUM SIZE 1 IN. ANGULAR TO ROUNDED. COARSE TO FINE SAND. MOSTLY FIn. )-10," SLIGHTLY PLASTIC FINES, TRACE COAL fRAGMENTS, tJlON STAINS AT ImOH." WET AT BOTTCJI, IlROWN,. .--- CRAVEL, WEATH£RED S.umSTONt ANtI SHALE FRAGMENTS TO ,1 tN MAXtHUH, _ ANCULAR, 15-25% COARSE TO FM SAND, 2-5% NONPUSTIC FINES, IRON STAtNS, .. MOIST. BROlIN AND eRAY. BLOIIS/INCH: Z-Z-1-Z-1-1/1-1-Z-2-Z-ZI3-2-Z-Z-Z-2

-GRAVEL, WEATHERED SANDSTONE AND UMESTONtO)

FRACHENTS TO 1-1/2 tN, ... ANGULAR TO SUBANGULAR, SOME IRON STAININC, 5-10% NONPUSTIC FINES. TRACE ... SHALE FRAGMENTS. DRY *. BROWN.

• BLOW'/INCH:

Z-3-5-4-5-)/)-)-)-)-Z-)/)-Z-)-Z-Z-1 _ TOP .3 IN: SAND, UNIFORM, FIttE, TUCE FINE GRAVEL, TRACE NONPLASTtC TINES, -: -. ---KIDDLE 1 tN: SAKE AS oUOVE. DAJUt. BROWN. BOTTOM 9 tN: UNIFORM, FINE, TRACE FINE GRAVEL, lOCK FIAGHENT AT -. IOTTCfI. LIGHT BIlOWN. BLOWS/INCH: 1-2-1/2-1/2111 ... 1-1-2-2-21/.)-4-3-3-3-3 , _ TOP 4 IN: !!l:..TY S>>-1). 10 .. 15% Fn.'! GRAVEL TO 112 IN, ANGl,;1.AR TO COARSE TO FINE'SAND. MOSTLY MEDIUM TO nNE, 25-30% NONPUSTIC FINES, DRY, -BROWN, DENSE Ah'D HARD IN N'ATUlU.L STATE, PAiTletES APPEAR WATER-BORNE. .. BOTTOM 9 IN: SAND. WELL GRADED. COARS£ TO FINE. 0-5% FINE GRAV£L. 0-51

• NONPLASTlC .FIN£S. FEll SANDSTONE FRAGllENTS TO 1 IN MAXIMUII.

IRON STAINING. BR<IO/lI. BLOWS/INCH: 2-Z-Z-1-Z-21)-Z-)-3-Z-21J-l-)-3-)-Z '-. Tor 15 IN: SIMIW TO S-ll. TOP 4 IN. BOTTet! 3 IN: SAND. COARSE TO FINE. HOSny COARSE TO MEDIUM, TRACE FINE -. GRAVEL, HOIST, IIRcYolN. BLOIIS/INCH: 1-Z-Z-1-Z-1/1-1-1-1-1-Z/1-Z-Z-)-)-3

• -TOP 4 IN TOP SIN: BOTTOH 10 COARSE TO FINE GRAVEL. 1 FINE SAND, KOSTLY FINE, IN MAXIMUII.

ANGULAR

• TO ROUNDED. FINES. BROWN. 10-15% NONPUSTIC

.. -BLCRJS/INCH: 2-2-2-3-2-212-2-3-2-2-213 3-3-2-2 --SIL" GRAVEL. COARSE TO FINE GRAVEL, FEW TO 1 IN KAXtKllH, AHGUtJ.R TO .. ROUNDED. 1 IN SANDSTONE FRAGMENTS AT BOTTOM,10-1S% COARSE TO FlNE SMOO,

• HQSTLY FINE, 15-20% NONPUSTIC FUTES, DRV. BRCNN (SIHILAR TO 5-13, TOP _ 4 IN). BLOWS/INCH:

2-2-3_3_3_3/4_3_2_3_3_S/4_3_2_2.1_7 _ SANDY GRAVEL, COARSE TO FINE GRAVEL. FEW TO 1 IN MAXIMVH. ANCUUR TO ROUNDED. 15-20% COARSE TO FINE SAND. 0405% SLICHnY PLASTIC rINES. HOIST. BROWN. BLOWS/INCH: l/Z-1-1-1-1/11-1-1/2-1-1111-1-2-Z-1-1 SANDY GRAV£L, MOSny LAACE, WEATHERED SANDSTONE AND SHALE FllACKENTS TO 1-112 IN. SOHI SHALE FRACMENTS, 15-201 COARSE TO FINE SAND, 2-5% NONPLASTIC FINES. MOIST, BROWN. B1m'S lINCH: 3-2-2 2-1/2-2 4--4-5 /7 3-4-3-2 --* * * -----NOTE: lORING SI.IoIIMY AND #.. STONE Eo WEBSTER ENG. CORP. I.""ROV£D I DATE LEDDIl WQ 11[£ II£ET 1 .. SKETCH No. 12241-GS.-25" I 'Jri)JI 9)"',-lORING NO. I SHEET Eos-9 '2 OF ) BVPS-2 UFSAR Rev. 0 2.5E-60 i :I zoo g-........ ..... ;rl-632.1 1; ",-.. ...... .... .... ,. .. .... " 4S

• S * .. 0: ... .. II 19 e Q 0, .. 13-9-19 (11") -i z!! 6. .. '!I Ii .. '" BORING NO. SHEET J OF l J.O. NO. l22t.l.OO SAMPLE DESCRIPTION 28 CP

-. SP MIDDU 3 IN:

• UNIFORH. nNE. 0-5% NONPLASTIC FINES, WEt. BRCMN. -

CP BOTTOM 4 IN: COARSE TO nHE CUVEL SIZED SANDSTONE AND' SHALE" 5-PUSTIC PINES. WETj BROWN.

• BLOWS/IN"n:

4-2-2-2-1-1-2/2-5-2 -2 _ --S --S '0 -f------------ -

---

* -.-* ---------* ----------20 45/6" 5/6' GP SANDY GRAVEL, COARSE TO FINE GRAV!1. SIZED SANDSTONE AND SHALE FRAGMENTS, _ ........ 21 (,") ROUNDED TO ANGULAll, LARGE SANDSTOHE FRAGME!fT AT BOTTOM, 10-15:1: eQAtlS! TO '+"':'::'-+---1i.., FINE SAND, 2-5% SLIGH:t'LY PLASTIC FINES, MOIST, ORANGE, BLACK AND BROWN. 23-20 43 ' ........ BLOWS/lNCH:

8-4-9-6-11-7 -22 Z1 (lO") CP SAND\' CUVEl. SIMlLAll TO ABOVE. KAXlMUK PARTICLE SIZE 1-1/2 IN, 5-7'% 98/3" 98/j' '" -_ (6") " 3 0/0" ,,_-WEATHERI!:D SHALE, lO-nX FINE SAND, 10-15% SLIGHTLY Pt.AStiC to HEDl1JM '::-"' PLASTIC fINE5, ORANGE, BLACK, GRAY BROWN. REFUSAL BOTtOll OF BORING AT 52.0 FT ELEVATION 680.7 fT -* * * ---* * * ---* -------------

---

* -----* -NOTE: FOR lORING .I.. STONE f. WEBSTER ENG. CORP. I APPIIOV£D I OAT!. L£GUC) N'O. _ St<<ET I. aa SKETCH No.lZZ41-GSK-Z51C I 7:151>"" 9);lrL lORING NO. I SHEET f:.OS-9 I J OF]

BVPS-2 UFSAR Rev. 0 2.5E-61 BORING NO. £OS-10 SITE BEAVER VALLEY POWR STATION-URIT 2 ""0. NO. 12241 --COORDINATES 114097.3 E6137.4 GIIOUNO ELE'l III 720.7 SIEET...LOF 3 INCLIIATION VERTICAL BEARING H. INSPECTOR J. w. MCCOY DATE: STARTI fiNISH 6/10/82 I 6/11/82 CONTRACTOR I DRILLER ICEIl! JARVIS STATIC GltOUNDWATEII DEPTH I DATEiWloRl)EI!!TI I _ DRILL IIIG TYI't: OlE 4S DEPTH TO EDROCK .. lOTI TOTAL DEPTH DRILLED 66.S SZTl IlETHDDS: DRILLING SOL 3-1/8 1M 0.'0. ROLLD lIT, " 1M I.D. CASIMG AND DRILLING MUD SAMPLING SOL 2 IN O.D. SPLIT SPOOR AIm 3 IN O.D. SHlLlY TUBE DRILLING ROCK HOllE SPECIAL TESTIHG 011 INSTIlUlllENTATION I!!lI!Ii . COMMENTS HOME . d .. E it iii S .. : i H .. L. .... I II: *r t SAMPLE DESCRIPTION . Q!!; :.-* .. § ... -.... .. .. II! 120,'7 o _ S 1 1-21-21 4' GP-SANDY GRAVIL, COARSE TO FIHE TO 1 IN MAXlHUH. 20-30% COARSE TO nNE SAND, _ -(,,") CII .5-10% SLtCHTLY PLASTIC FIHES, 8R.OWN. GRAY AND ORANGE. _ : I---, ----I----5 2 6-5-3 8 ,p-GRAVELLY SAlfD. 20-301 COARSE TO FINE CRAVEL. FEW FRAGMENTS TO 1.5 IN. --(U") ow COARSE TO 1tHE, HOSTLY MEDIUM TO FINE, 5-10% SLIGHny PLASTIC FINES. BROWN.--f---5 --------. ----I---. -, 3 2-1-1 * ,,-GRAVELLY SAND. 30-35% COARSE TO FINE GRAVEL, ANGULAIt TO IlOUNDED, COAllSE TO--(10") ow FINE SAND, HOSTL'Y K!DtUM TO FINE, 5-10% SLIGHTLY PLASTIC FINES, GRAY. --I--:. 710.7 10 ------------. S 4 5-5-5 10 ,p-GRAVELLY 'AlII!, 15-25% COARSE TO FlHE GRAVEL, 1 IN MAXIMUM. ANGULAR TO --(1)) ow ROUNDED. COARSE TO nNE SAND, l'IOSny MEDIUM TO FINE. 5-10% NONPLASTIC -FINES I GRAY. -I. DATUM IS IlEAN SEA LEVEL SAMPLES Z. WATER LEVEL US-SHlLIY TUIE BORING LOG s. BLOWS REOUIRED TO OI!tVE UO-OSTnIERQ .. z"o.o. .......... E ._ .' 011 VALLEY POWER STATION UNIT-2 tal DISTANCE ._N USING 140" _R 'ALLING !d'. 0 4. ( ) INCHES O. SAMPLE DUQUESNE LIGHT COMPANY z R£COVERY. SHIPPINGPORT. PENNSYLVANIA ... 5. STD. P£NETRATION RESISTANCE co 8L.OWS/FT. Z .. UNIFIED SOIL CLASSIFICATION A STONE .. WEBSTER ENG. CORP . .. SVSTEM. III 7. SAMPLE TVPE. SKETCH No. 12241-<:'K-25" tal S-SPLIT .... "REL SAMPLE _D 1 DATI _NOoI-" .... "';JpH,Jlh. EOS-IO I 0' 3 BVPS-2 UFSAR Rev. 0 2.5E-62 BORING NO. SHEET 2 SITE: aEAVER VALLEY POWER STAtION-UNIT 2, SHIPPINGPORT. PA. J.Q. NO. 12241.00 15 _ -* . * --f--* * --f-20-* * ---.J.--" , -. -f.-. 2>-: ----f.--" 1 -* J.-690.1 30--* * * -.-fs 8 -*

• '--35-* h-* ---f.--I-s 10 ---f.--US I 610.7 40---7 -f-* us 2 * -45
• I--I 4-2-3
• SP (0") 10-14-26 40 OP-(12") CII 18-23-36 59 ML (11") op-ew 2-4-5 9 '" (15") CL 3-5-6 11 ML (17**) , .. -6 10 p,.. (U") CL (23.5") CL 4-3-3 6 CL (18") (23") SAMPLE DESCRIPTION . .1 * -..:. -SAND. tRACi lINE GlCAVIl..

MOSTLY l'IEDIUK TO FINE SAND. LESS TIWI 5' -iiOii'PUSTlC nNES I Baowtf. ---* ----SANDY CMV!L, eOAASE TO nNE CUVEt. TO 1..5 1M, AlfCULAA TO ROUNDED, 25-3S% -COARSE TO nNE SAND. MOSTLY COAlS! TO MlDtUM. TRACE 110M STAINING. lIam,' '-BDrnlM 3 IN: llOI<lN LIOIIT OUY "AIII)STOIIE I'UCMEllTS TO I ** IN. _ BLMIINOI. '-I-l-'-'-'!1-1-1-'- ... }4-'""", ... -'.. _ --- --TOP 1 IN: C1l.AVELLY SILT. 15-:,201 COARSE TO GRAVEL. MOSTLY KEDIUH TO : FINE. AItGU1.AR TO SUBAHGtILoU. !i-l01 rINE SAND, VEay DIY, IJ.OVN. _ IOTTOH 10 IN: SAHDI GRAVEL., COAII.S! TO rINE GIIAVEL, 1.5 IN, ANGl1L.All, ,SOME BIlOKtN SAHDSTONE, 25-35% COARSI :to.FlNE SARD, TRACE NONPLASTIC FINES, COAL-AND IRON STAINING, Baowtf. -BLOWS/INCH: 1-4-3-3-4:",3/4-3-4-5-3-4/9-7-6-5-4-' -* * * -TOP , IN: SILTY sAim, 10 .. 15% COW! TO fln GRAVEL. SUiAliOULAR, FIn -_ SAND, SO(! ttlDtUH AND COMS!. 10-15% MONPLAStlC PIRES, BlOWN. IOTTCII 10. Ill: SILTY CLAY, SLIGHTLY TO MODERATELY PLASTIC, STtn. S-7% -COAlSI TO rtME CUVEL. SOH! ROOTS. POCUTS or COAl. FlACHENTS. MOIST. DARJ( -Gunsa IkOIIH. -CLAYEY SILT, SLIGHTLY TO MODERATELY PLASTIC. TRACE, FllfE GRAVEL SIZED_ -SANDSTONE AND COAL 'PIAGK!NTS t FEW SANDSTONE l1IAGItEHTS to 1 IN JltAlt TOP f nACE lOOTS, GMT. qu (pp): I.Z5. 1.15Tsr -TOP" 1M: CLAYEY SILT-SILTY CLAT, SIKlLAll TO S-9, BOTTCI'I 9 IN: SILTY CLAY. S1.lGHTLY TO KODERATELY P1.ASTIC, KEDIUK STIFF, HOIST, GRAY I1I.OWN. qu (pp): 1.5, 1.75TSf' ----* SILTY CLAY. SLIGHny TO MODERATELY PWTIC. QCCASIOMAL CRAVEL TO 1 IN. _-MOIST. IkOIIH. (TUIE TRIMMINGS) SILTY CUY. SLIGHny TO MODnATELY PLASTIC. MEDIUM STIFF. OCCASIONAL FtNE GRAVEL TO 1/2 IN. SCIIE nNE SAND. MOIST. IROWN. qu (pp): 1.75. 2.00 ISF stHlLU TO 5-11. (TUIE nlttHtNGS) ---* * -NOTt:: __ .-.wt AlII .#.. STONE" WEBSTER E. NO. CORP. I AI't'IIOIIf:O 1 O'ITE 18011ING NO.1 SHEET L8EN) WOo _ L No.122"_,,,_,,,, I "2f>H ?(."... 1,,, * ..111 I 01' BVPS-2 UFSAR Rev. 0 2.5E-63 BORING NO. SHEET ,.L.OF...l....- SITE BEAVER VALLEY POWER STATtoN-mnT Z, SHIPPINGPORT, PI.. NO, 12241.00 zi .. E -zi i ",-Ii .. -g-.... .; Si SAMPLE DESCRIPTION

5 ..... .... s ..

I!!; :\I" Ili" . .. .. * > *

• 12 11 20 SP-GUVEt.L1' SARD, 15-201 COAlS! TO nNE CRAVIL, ROUNDED TO SUBAIICUUI., COAASE_ .!--('") ow TO nNE SAKD, 3-5% MONPt.A$TIC nIlES', IR(MI * :rs
• 13 *7*9 16 " GRAVELLY SAND, 10-U: COARSE TO FIM GUVEL t AIfGULa\Il TO ROUNDED,.

COAItSt: * (8") ow TO rim SAND, )-7: 1f00000LAStIC nns, laowN. -BL0W5(INQI: 2-1-2-1-1-1/1-1-1-1-2-1/2-2-1-2-1-1 -* -*

• 0 *s 0 I. 6 11 GP SAHD\' GUVEL, HEDtUK TO FINE I SUBANGULAa TO ROUNDED. 25-301 COAllSE' TO FUIE_ * (8") SAND. MOSTLY COARSE TO MEDIUH. _ 670.7 50_ --* -:r.-1> 2-9-8 17 GP-SANDY CRAWL, COARSE TO nNE, 1..5 1M MAXtMUM. HOSnY BROKEN SANDSTONE

(B") OIl !'RAGMENTS.

AHCU1.AI. TO ROUMDED, 15-20% COARSE TO nNE SANt). TlU.CE -MOHPUSTtt FtllES AND ** 1tOW'N. -.-ILCAI./t.CH, 2-2-3-2-2-11 2-1-1-212-1-1-1-2-1 0 --0 -* --'----: * * " 0-14-8 22 CI'- 5-15. 5-7% IIOIIPUSTlC FINES. BRM, * (9") CII Bt.aIS'NCII , 2-1-1-2-1-3/3-3-2-2-2-2/1-1-2 1-2 0 .r-0

• 0 --0 -* S 17 7 I. GP-SIKlW! 12 $-15. 7-10: NONPLASTtC nNES, BaowN. -* GIl -'0 _ '---660.7 0 --0 0 0 -* --'. -* --* 0 * ,,-'--:
• 5 18 1-42-34 76 GP SANDY GRAVEL, COARSE TO FINE GRAVEL SIZED GRAY SHALE AND ORANGE BRM -14") SAHDSTONE FRACHENTS.

TRACE SLIGHTLY PUSTIC FINES. COAL AND IRON : . f-STAIRING * -* ---0 0 IOTTOH OF BORING At 66.5 P'T -0 ELEVATION 654.2 " -0 0 --0 0 0 0 0

• 0 0 ---0 -*
• 0 0
• NOTE: I'!II ___ AND A CORP'lAl'l'llOYEDI DATE _ ... NO.1 SHEET L.!IEJC) IPU _ IHEET L SKETCH -252C -;;;/);1

.,;.,-... O""_ln ,01' --'- BVPS-2 UFSAR Rev. 0 2.5E-64 UlVIII VALLII" SU1'lOM \IIIT 2 80RING 8111-1 SITE I LOC ... TION Joo. NO. COOROIN ... TES Mm.7 16'100 GROIN) ELEIl III 7]4.6 SHEET I 0' 4 INCLJlATION BEARING LOGGED IY Q asIMlI"" DAT£ : START I FINISH 8-J.O-'17 I 8-11-'17 CONTRACTOR I DRILLER IIlIIIlND/lOD1m STATIC GROUNDW ... TER DEPTH 100TE I ___ DRtLL RIG TYPE . DEPTH TOlE DROCK n,o' TOTAL DEPTH DRILLED ,8.,-METHODS: DRILLING SOIL 41 WINO, l '/SI JII.LD II!. ams, MUD S ...... LING SOIL 2' 0.0. SlUT SIQ)II DRILLING ROCK SPECIAL TESTING OR INITftUMENT ... TION REMARKS z :z:;: .. .... u FIELD AND LAS . 0--.. tw .... .... .... ... SAMPLE DESCRIPTION TEST RE5UL T5 I wW ::1)0 ::1::1 w" .... C" g .. -.. .. " ..." COMMENTS ... .. * --* -. ---* --I--SILT! SN!!!. 111110111, FINE, 35.-45' IIONPL.ISTIC FINII8, UGBT 811)l1li, 1 INCB -.". -,..,-7 12 OM L.&IIII or 111110111 FINE UIIII, LIIIS IlWI S' mm1. -5 _ S 1 -* I---I---. -S 2 4-S-6 11 8M snn IMD. 3IKtL.Ul '1'0 ABOVE. -. * ----I----S 3 16 8M 8M SM!! , VIDILI UID, 2\1-2" S1JBKl1JllD1D ORlvm. TO 0.7 INCH 1IoUIII1lH, : -725 ----IIlSlLI FINK SlND, lS-4UllIIONI'L.IIITIC rINlI8, 811)I0Il. _ >D ----fMW'Wf'i' POORLY OJWBD, S1lIR:1tDfDI:D GJU.VEL 1'0 0.6 IHea -8 4 " SP--8M AND, '-lOJ IfOItIPLASTIC lINE. BR:lW. _ ----SANDr WS, POOIILI GaADBD, ANGULAR TO SUBAHQ1lLAR. '1'0 1.U INCH MAXlXUM, --S , lS..aJ-20 /JJ QP. 1IlS'It.t rINS 8AJ1l), 5-J.OS NCNPL.ISTIC nNm, 8.,.... . -: -QIC -----OP-SWJJ GlllJ'lL, SIMILAR 10 ABOVE. -'120 15 -8 6 l)-16-J.2 28 GIl -S ... SPLIT BARREL SAMPLE I. DATUM IS MEAN SIA LlV£L UNDISTUR8ED SAMPLES (U.D.'.) UNLESS OTHERWISE IQCAI"EO BORING LOG US_ "LIY TUllE Z. BLOWS RIIlIoIREO TO DRIVE II> u' _ 'IXEO PISTON Z"O.1l So\ .. L£ SPOOl! ." 011 8UVIIl VALLEr 1IlI/BR STAl'ICH IINIT 2 .. UO_ OSTERBERG DISTANCE _ USING 140 DUQUI8N1 J..1Q!l'1' COHP.ANf 0 UD_ DENISON HA.....o FALLING z LP_ PITCHER *IfC)OCATlS UK OF 300 PITlSBIlIIlI!, PEl/EYLVAl/U ... H_ITD. PENETRATION HAMMEJI 0 RESISTANCE BLOWS/fT 'S. OEHOn:1 IHCICS Of' PENETR. Z .Jt. Of UNQST ..... O .A STONE 8 WEBSTER ENG. CORP. III GROUNDWATER

4. D£NOTES _S OF I '" UNDISTUMlf:O SAMPLE ... RECOVERY __ 0 IY I "'IIIOAIIIII NO. [SHIET ..J ,. .. SOL CLASIIf1CmON 1;} SIB-1 I OF 4 BVPS-2 UFSAR Rev. 0 2.5E-65 lemlNI .;S108-l:::::!...

__ SHEET_2_ -L-SITE I LOCATION Jillm VALLE !'OliEII sunON lIIIT Z J.o. NO. 122.1l ?1U :0-.... .... ..... c!:; * * * * --* *

• 20_ -* * * -* -*
• 2'_ * * * * ---* -)0--* ---* * --J' ----------/IJ_ -----*
• l-I--s 7 6-7-1) 20 I--I--*
• 1l..tS..t6 31 l-I--S 9 9-"-12 21 l-I--SAMPLE DESCRIPTION I'I£LD AND LAII. fEST "ESULTS I COMMENTI -UI!I!. POOIIL! _. J-IlI Gll.\YIL 10 0.6 IIICIIII&IIIIIi.

IIlSUo! II1II)111110

• • SPo HIlI NIID. ,... _I'L.IITIC llliIII, llIlloll.

IN Gl!.lVltLI UIIL POOIIL! CWD!D, 25-35. StBIIltllD!ll '10 StlBAJlQ1JL.Ul clLlm '10 * !!-6:'iiItCB iiAiiiiIII, IIlSUo! IlEDI1JM 10 I'IR! S.IIIIl, S..tlle NCNl'USnc nNJS,

• 8M BJl)1III,
• 161m, 1INl1CRM, FIlfI, ,. IfCHPL.t.n;c 1'IlfD, LIGHT s.* 8M * -* *
• lPo 10 AIIJ'1I.
• S lu 8-1)-19 )Z POOIIL! OIl.lD!ll, IIlS!tI COAIII! AH01JL.Ul

'10 1.0 INCH -0' , _m I 10 nilS hlflI, LIllI TII.lN ,. mES, BIIlIIN. . r-. . 47 CP IAHW rum, SIMILAR 1'0 ABOVE. f--Ii U " OP sgw Pwr5" SIHIL.Ul 'l'O ABOVE EleEn aNLI zg.a,. SA..'iD. s U lO-Za-all OP sp OllAYIL, SIIIIL.IlI 10 I 12. f--S4NfJf gRAm., R:IORLt QJW)ID, S1IB..UfCULAJt 1'0 u.8 INCR KAXDCIIC, )0-"" OP-1IlS'ltoI IlEDIIII '10 nNE SARD, ,.as NONI'L.IITIC m .. , IWIK IRO .... OM * ----------------s f--'S gum., SIMILAR 10 AIOVI. _ S 15 ll-a-40 41 :-_ -SP-I2I:..UIIRo POOJLI _, COWl 10 riJIE, 1IlS'ltoI raE, 5.as NONl'USnc mil 44 8M 11)1)""_ -S 16 19m!! } I!ICJ!IS I mImIo, _ -a 17 9-l.1.J.O 21 ,--** ' POOl!!.! CJlADIIl,8l11AN01IL.Ul '10 1.Z INCH MA%IIItIII, ZS-)5J 1IlSn.( Sp-. , s.as

mill, IN --S 18 7-,., -,..-s 19 11-8-7 ---10 GIl anI; Ql!tYJiL, WIDELl QRADID, AHGGW 10 S1I8.IHQj\:AJ!

'10

2;:;. CO£lliE 10 FINE SAHD, 12-1" IIOIfI'USTIC NEB, 1 ARD ORl!'. _ -l' IN .. "lID, VIDJ:LI 1IIWIItD, SlIIROlIIIDID

'10 0.7 INCH IIAUIIIII, IIlB1LI : PIllE SARD, 12-1" IIOIII'USTIC nNES, BROW,' _ U 8M Sn. .. lARD, SIIIIL.IlI '10 JIOVI. -*

• BVPS-2 UFSAR Rev. 0 2.5E-66 80ftING 111=1 SHEET_l_ 011' _,_ SITE I LOCATION UAVBR VALLa' POWII STAnOH tlfIT 2 J.e. NO. 12241 z .. -.. .. e Bd !n FIELD AND LAS. g-...... ... .. E" .... .... .. .. I! SAMPLE DESCRIPTION TEST RESIJ. TS I .... .. .. Ie ...... c .. .. 01-z COMMENTS --* f-IOO&I _,101m .COWI a __ 10 1.1 IlIOII
• 1-'-4 U or COAlSI.utI MItDItII SMfl), LB 'DWf ,. mil, BIDWIf. * ...
• S 22 * ->--* >-. . * * ., 4-8015 23 NO RIIlOVERf
• *
• r.e, * -50_ -* *
• 24 7-4-4 12 NO RICOVERf --* -* --U-e-7 u sr* UIm" tJHtJORM, P'IHI, NONPLASnc

!'IHIS, aRlWtl_ -* S 25 SIt -* t:: --aNQlLM' I'OOBLt GII.lDI:Il, lIl8'1Lt COAKII.SUBI01llID!D ro 1.2 INCH 1UIIIIIlM; 6aI -7+.7 13 or 25-3' 1'IJ COAKIIIIID MlllJIllI SAIfll, !.ISS TIWI 5' FINIS, BlOWN. -5S-S 26 -* I--* -I--sg WDiL, I'OOBLY OIWJI!), SIIBIOQllDED ro 1.1 INCH MUIIIlIM, 30-)5' MlS'1L!' -S 'J:/ 11-13-10 23 GJ'-IIIDIllI ro FlIIB SIIID, NOIIPLASTIC !'INIII, BlOllil. *

• GIl ------1.0-10-16 26 NOT INOVTII S.IItI'LI I'll. ICClIRllZ CL4SSIFIC4TIOH (4PPIAKI ro BE SlIIIL4Il ro :
• S 28 6'15
• f-1m
• 611-f-1_ QMY&, POORLY GIWIID, MlStl..Y COIJISI, SlJBBJlIIDlD 1Q 1.0 IilCB *
• S 29 16 GP*

COWl 10 nNI s""', IIONPL.tBTIC FINIS, BIIllIII. _

• GIl *
• f-* -* 3U 11-9-8 17 or 3_ qtwm, SIIIILAII 10 .IBOV!:. -* GIl -* l-*
• 6'IIJ 65': S 31 DRILLU. ona DRILLID J. JIDOf AIm WEHT '1'C HEn SJMfLE --* *
• I--* * *
• S 32 17-l6-l7 33 NO RIIlOVERf -2 .t!'fDIPTS

--I---* I--a_ImAm RlOBLY GIWJID, .l!IOUL.tR ro 1.0 INCH 1UIIIIIlM, 25-35. IIlSTty * * &+a 17 COAKIB SUID, NONPLJSTIC !'INIII, BRlW. . -* S 33 -665 . -t:: GIl -'10 _ sAlfIJX GMDL, SIICILIJl 'ro iBJVL --* 10-9-12 21 Gr--S 34 GIl --t:: ---9-72-l!!!! '72+ !!-1Alm" ONIIORM, FDI5, NONPLASnC FINIS, BR)W. -* s 35

• I-3' SIt
• 66u
• me IUNP' gum, !'CORL! OR&DED. SUIANOtII.AR to 0.8 tHeH MAXIMUM, JS""",", .. 75
• s 36 13-52-46 98 Ir:!" MlSTLY "NZ s.J.JID, NONPLAS1'IC , ... NI'S, BRlWN. BOT'l'OlS 2 :1l!_= .. NOT£: 'OR IIORIIIG ..-AND I£. SlONE
• WEBSTER DIB. CON! r I'SUED 'yl M 'lOll.., NO.' SHEET LmIEHO N'O 1££ SHEET I. . J, --1 3 Of' 4 BVPS-2 UFSAR Rev. 0 2.5E-67 lORING !!!:1 lHEET -i. 01' ..L SITE I LOCATION Ul.n:rt * .w.zr 1'0_ SunoN III!! 2. ... 0. NO. = !-., .. .,e ! !n f1tLD AND LAB. r .. ..., ..... a ... I SAMPLE DESCRIPTION TUT RUULTS I ..... U ... .... il .. Gl-"'
• COlolMtNTI

-h-!III.!II.- -* b: :J'7 045/1' '45< .., IIIlO'IIe

• * *
• vmr lIARD D8XLLIJIQ 1.'1 '77.U', 1'CP OF JI)CI INDIC4'IID II GUlTIHGS.
• --* to ,. _/6" 11UO< Uaiol. lAIILl DICOMI'OOm.

SIVERELl WUnlllllD.

• *
• 6$5 *
• Ill. -001 or lORD/a AT 78.5' -* * * * * -* * --* * * * * -* --: * * * -* -----* * --* ----* -* * * * * * ---* -*
• *
• * -:. -* * -* * * ---* * * -* -* ---* --* --* -----* * * * -ifc!u: '(11 IICIIM INJ LEGDIl WO .E HET I 4>>. STONE. WEItTEII ENS CON!l'Il'1ID IY

/III 1011_ 110. I SNEET . . Q?',c..,h SII!I-l 4 Of' 4 12241 -""(8)

• 159D BVPS-2 UFSAR Rev. 0 2.5E-68 lORING s_ .. SITE I LOCATION BDVII VJLLJ:I' leWEII STMOIf ooT 2 J.D. NO. 12261 COORDINATES
• J'lCO.O E (211).0 GROUND ELEIL III 72'1.7 1IHt:£T 101'....2.-

INCLftATION BEARING LOGGED liT D. tw:N&ILL DATE: START I fINISH 8-J1-'1'7 I 8-10-'1'7 CONTRACTOR I DRILLER IUYKlHD/lODInl STATIC GROUNDWATER DEPTH I DATE ___ 1 __ -DRILL RIG TYPE DEPTH TO BEDROCK 62.u TOTAL DEPTH DRILLED 62 " METHODS: DRILLING SOIL 4" WOO, 3 1/8 ff !a.tD.811', AVJI)DS, MUD SAMPLING SOIL 2' 0.0. SPLIT SICON . DRILLING ROCII SPECIAL TESTING OR INSTRUMENTATION REMARKS z "';:: .. ..... I;!; IIi FIELD AND LAI . 0-... ", ... w -d iii -... "'w .... .. . :S jtj ::; .. a .. aa i SAMPLE DESCRIPTION TEST RESULTS I .... .. ..... .. " -' ... ... -'. "z * ... " COMMENTS .. . -PLACID PILL '1'0 Lzn:t. AUA. fOR DRILLING. --. -----------. 5 .: -.---f-:n;1l'" lugllll: SNmJ QLAY, SLlam.y PlJ.S'l'IC, 15-214 1ClS'1!.! !'INE S.A:m, --S 1 3-3-4 7 CL BlIlW1l. --1IfJmH: SI1.Tt QWY. S1.lCH'l'L! 'PLAS':IC. BROWN. --t----f---S 2-2-4 6 51'-Y. ICOIIIoI G1WlIID. TllACE or 0.4 INCH GRlVEL. IDS1l.Y f1ll! Sji:D, ,-lOS --2 SN NONI'L.!BTIC !'IllES. BIIlWN. -720 t---10 -f-1LIIm, 1C01IL! GIWlED, 8-1.2lI ORlVJL "10 0.5 INCH M.UIHllK, IDS'lL! FI"E SAND,: 3-3 6 SI'-s-lt$ NOIIl'USTIC rUlE, BIIlW. _ -S 3 SII f---t--'roP 4 P&III1' P'IHB, NONPWST1C Elll&S, Bill"". r": -S 4 4-5-' 12 so IQm!1L AABB SAND, ONlJUIH, nNE, 20<-2,% SLIQBtt,Y PLASTIC FlHE:5, BHJlIl. _ ---. -'-5-5 10 CL TOP 1 rIGB: SILT! CW, SLIGll'1'LY PUS1'IC, BIkJ1m. 80m" , ImiRiS: : 715 15 . S 5 SN WlI!. llNIJOIIM. FINE. 12-15S NONPLASTIC FINE, B"'II<. JOUoOIIED BY , INCH S _ SPLIT BARREL SAMPL E I. DATUM IS MEAN SIA LEVEL UNDISTURBED SAawLES (U.D.S,) UNLESS OTICRWISE IOCIrr'ED BORING LOG us. _Ley TUIIf: Z. 1I.0W5 TO '" Uf_ fIXED PISTON Z"O.D. SAMPLE SPOON S-011 BEAVER VALLE!' p::jWER STA'f'IOH milT 2 .. UO. OSTERBERG DISTANCE SIIOWN USING 140 l-UD_ DENISON HA...uEA FALLIG !Ol.l DtJ:IlIIIlHE LICHT COMPANY 0 Z I.F_ PITCH!:R *INOICATtS USE OF SOO Ii PIT1'SBUlIiB, PDmSYLVANll ... N _ STD PENETRATION HA .. MER Q RESISTANCE BLOWS/FT *. D£H()TE5 INCHES OF P£HETO. Z .Jt. OF UNOISTU_ 0 lAWLER .£ STONE a WEBSTER ENG. CORP. ... GROUNDWATER

04. DENOTES INCHE:S Of' '" UNOI$TU_O SAMPLE ... RECOVERY 1S&1ED IY IDA/{, Nt IOAIIG NO. ISHEET ..J S Cl.ASS1P1CAT1ON c::;.-::::.

9 r,!n SIIS.2 I OF 3 BVPS-2 UFSAR Rev. 0 2.5E-69 SITE I LOCATION

• 12-i5 .. GI-'11.0 lOlliNG IIIB-2 WVlI VALLI!: Rl\IU SnTIOR lIIIT 2 J.o. NO. SAMPLE DESCRIPTION

'IELD AND LAB. TEST RESU..TS I COMMENTS to 0.7 INca KA%JMIIt, CO.&llSI '10 FUflIAND, -. AiD' SMi' G/W)IIl, SlIIIIl1JllDEl) GUm. til 0.7 INCH MUIIIIII, :Il.I E SAIID, 12..l5' NOIll'U8TIl: FIRES, llIl1lf, SNIp! gu.y .. , POOIU GRADED, SUBANQUL.A.R 1'0 1.0 INCH KA.XIMI:Df, COARSE .um HEDItII SAND, II-l.H HONPUS'2'IC nr:a, IR:lWN. IOORLI GIIlD!:D, .\HOILAlI til l,u DICK MAIIMtIM, 25-M HlSTLI MIll rINE SAND, 5..luS ROJ:PUSTIC mas, DAIIl BIIlWlI. VNII'OItI, MEDIUM 1Il FINE, IIlSTLI MEDIllM .1l!S IIWI ,. FDIIll, BIIlWl'. 16&, lIillORH. JCDIUK 10 1lN1, TRACE or GUV&. TO NONPl.ASTIC m:m IRJlIf. GIAnCI, AtlQtLUl (lUSHLY ntACTUJII%)) '1'C u. 9 lOSn.t 7JJfE SA:!D, LIN '1'B&N " rue. III)WN. IOORLI GIWlIll,ANGllL.Ul TO SllBAt'G1ILAR TO 1.1 INCH MUIIIIII, COAlS! AND IlEDIlIM SAND, 5-8J NOlIl'!.ASTIC FINIll, DAIIl BJIllIII. GIIlD!:D, SlIIANGlLU TO i.! INCH MAIIMtIM, 25-M JIONI'!.ASTIC PINE, BJlJWI'. 9lL" cJWQ;,. VIDJLt GRADED, dOauJl '10 StJIAN'GULAR to 1.0 INCH KUJ.MtJH, )o'-35rlClS'1:q PINE SAND, 12-1" tc:INPUSTIC PlMJS, 1a:NN. BVPS-2 UFSAR Rev. 0 2.5E-70 lORING 81e'" SHEET_'_ OF _,_ SITE I LOCATION BEAVU V.AU..Ef RlWER. S'UTtON tlMU' 2 J.O. NO. J.2241 z ",-.. .. .. it 11 fiELD AND LAB. 2-.... ... .. a!" .... .... .. .. .. ; SAMPLE DESCRIPTION TEST RESULTS I ::I .. != .... c .. i .... g .. .. .. :> .0 COMMENTS ... -z .. ---t----'I-ll-22 JJ GH $Pe: 9Mm, SIXIUll 10 ABOVE. --8 21 --I------ 21 GP 5NlDX !jRl'l!i!., IOORLT GRADm. SIIUNGm..ut. lIlSl!.I COAliSE ro 1.2 r"C8 -S 22 -I--15-2GS COAliSE ro nNE SAND. LESS TIWI 5$ IIONP!.JSTIC mlS. BRlIlll. _ 6aJ "'-I----9-J.u-lJ. 21 OM W'IDiU QRAD!:D. ANGVLA.R TO S1l8.UIGm..ut 1'0 1.1 INCH KAxDIlII J --S 23 20-COAJIII TO FINE SAND', 12-1'. NOUf1.,.,nc nnE, Bll.JWIf. .--"--I ----SILn GMYP., SIHlLAR '1'0 ABOVE *. --8 24 J.l+9 17 OM ----I---675 -s 25 13-16-17 33 NO R!X:OVERr --'----I--8m GRAm, IOOftLI GRADED. StlBRlIIIIDED ro 0.9 INCH MAIIIIUM.

lU-3SJ au -s 26 15 GP COAR!Z AI'D MEDIUM SAND. 5-as IIOtlP!.JST1C mlS. BI01N. 1 m:a LlIEIl OF _ -OM ONIl<l1ll FINE SAlID, liE.\ll BOTruIl. _ ---spw gMDiI'J POORLI GRADBD, KlS'l'LI ANGtlLlJ\

'1'0 1.0 I!!CB' MAXIMUM, 2'-'" : -s 8-J.6-38 54 0 ... -GH MJSTLY SAND, ,-10% rfONfLAaTIC FINIS, BRlWN. _ -I---6?U 6u--- J.I,I. GIl sn.'l'! Wm., VI_Y O.RADED, ,;:OtLUt 10 1.2 nlCR MAIna::IH \c.a,tmIT .LN SHlE)_ -S 28 4" CQ.USz 10 FINE SAtlD, 12-1. NUt>fLASTIC nNE8, BRlW. ... ---'-r ""/4" tw mIAIoL SZVER/iLT WBI._ D!IlOMlllSED

---

rop or IIlCK AT 62.0' ---END or BORING AT 62.4' 665 65: -.... ----------------------------------NOTE' FCII BalIIG AND I at. ENG CON! I

,-.\ BeRNI NO. \ SHEET LEGENO WO. SEE SHEET I. STONE a WUSTUI *. 9/IJ/n-516 ... 3 OF 3 12241 -Gl(Bl_ 160c BVPS-2 UFSAR Rev. 0 2.5E-71 BORING S\B-3 SITE I LOCATION BE&VEII VALLIt I'OIIU STATIO. IIlIIT 2 J.O. 110. l224l N 409,.0 8 6245.0 GROUND ELEI! III ?06.J SHEET 10,_,3_ COORDINATES INCLliATION BEARING LOGGED BY D.HACNEILL DATE: START I F'NISH 7i27trJ. I 7i29trJ. CONTRACTOR I DRILLER lIAIIIlIID/KODITIl( STATIC GROUNDWATER DEPTH I DATE I ___ DRILL RIG TYPE DEPTH TO BEDROCK 58.0' WTAL De:PTH DRILLED 59.5' METHOOS: DRILLING SOl. CAS DIG, l liB' IIlLLZR BIT A!! IIlDS, I!!m SAMPLING SOl. 211 O. D. SPLIt SIOON DRILLING ROCK SPECIAL TESTING OR INSTRUMENTATION REMARKS ;; 11 z "';: .. ..... FIELD AND LAB . 0-..oW ..oW -d -... :;: .. .... .. .. E SAMPLE DESCRIPTION TEST RESULTS I iti ..... ",. "" z .. ..... .. ..... ." i PJi .. g COMMENTS .J-" "z .. '-! j ------* -* -* r--6-0-7 1) 110 m;ovm -, -S 1 -* r--* r-TOP L lliC"lh SILn SN!p. WIDELY GRADED, 2S-M Gum TO 0.6 Il:CH .. 700

• COAlBE'It)

PINE, 1ClS'I'L!' FIJIE S,\;:D, 12-1'.

n. ... ES, alllW!llSH QRAl'.-* S 2 )')-4 7 CL aorroH! ,my CkAX, SLIOll'1'

'It) IClDERA'1'ELY PLAS'l'IC, nNE s.cm, BIDWN._ -r--* r-* * * , 1,-5-5 lU CL OLD 00, WIDELl GUDIO, 12-1" GRAm. '10 0.6 INCH MAXDmM, )l)STLl

• s.um, SJ..LQH1' 10 KlDEllAmJ PUa"nc nNE. BII>WJiI, WI'1'8 " nw SMALL. _
• r-POCIJ:rS 0' tclDIRAn:wt PUSTIC snn CHI, 'lHRJuaJlJUT.

_ 10 -r-* s 4 2*3-3 6 Cl §NIQI CLAY, SLIGIi'I' TO IIlDERl'l'!L! PLASTIC, 12.lIIS F1NE SAND, BlIlllN, IIllST.: 69S

• r---r-* -S 5 1.J-;! 6 Cl SJLa GWI, IC)DEftATa.I fUSTIC, ONE PUCE OF StJBRJUND!:D u.s INCH GRAvn., -:: * -r-5-1 rlllE SAND, BIl/WH. _ -r-SIn: CLAt, M)OWm.! PLASTIC, S-12S nNE GRAVEL TO 0.5 MllIMtJH,
• 15 -S 6 2*3*) 6 CL s..J.OS nNE SAND, BII)WH.
• S _ S"UT BARREL S.MPL. E I DATUM IS MEAN SEA LEVEL UNDISTURBED SAMPLES (U.D.S.) UNLESS 011CRWIIE IOCAI"ED BORING LOG us. ,",Ley TUH z 111.0.1 "_RED TO DIIIYE . , II! UF _ FIXED PISTON Z"O.D, I4I1PL[ SPOOl! c" 011 ... UO. OSTEIIII£IIG DISTANCE SHOWtI u.o loW) BEAVER V.ILLEY roVER STATION milT 2 l-UD_ DENISON HAMM£A FALLIIG 50-0 DUQUESIIE LIGII'r COMPAl:I z UP_ "TeHEA *IOCATEI USE: OF soo tb , "_ITO PENETRATION HAMMER PITTSBURlH, PE.'a1SlLVAIUA 0 RESISTANCE 8LOWS/FT s. DENOTES M:HD OF PENET". Z L OF UNOt$TUAlED s:AWL£R £ STONE 110 WEBSTER ENG. CORP. OJ ,AOUNDWATER
• D£NOTES INCHtS OF co UNDISTUft8(O SAIIPU OJ MCOVEIIY BUD BY IO&T£ ,A IIOIINI N0'ISHUT ..,j s.-=---. (USW1CoITI(lN :J/}t?r I 0.3 BVPS-2 UFSAR Rev. 0 2.5E-72 SITE I LOCATION NO. SAMPL.E DESCRIPTION lORING ** ' fiELD AND LAB. TEST "UIl.TS I 'OMMENTS -WliA.L *IN9BII* s,umr m.g, $LICHT to IC)DEM1'a.I em ttl 0.4 INCH HUINUM, U-l,' lCJSn.t nNE SAlfD, NW IM'l'OIL IIQXlQHI sn." gUT. tcnau.ftL.!

PuS1'%C, '-lt4 NlS'lt.I nnE SMiIl, OJtAl', TRACE or OJlllAN!C MAI'ERllI. ftIJIIllllllllJ'f. CWl. IllDUAlUI ruanc. a..us GRAVEL (1UClt COAL) !.ISS mAN ,. lNE SANJ), our. ' I'!.AIIT!C. GII.IIISI 8RlIII. ( ............... IllDUATILl 10 III1J1LI ruanc. BII!lW!I. iLg, HIGHLY pusnc, OCClSSIONAL CltlVEl. mo., INCH MAXIHDH, S mE SAND, IIDWll, STtJ'F, HICS DRr STRENGtH. sn.n CL6I, IC)DUl1'E&J 1'0 BIll&! pwsnc, '-loS Gum 'lC O.S I:JCR KAXDaIC, J-I$ rIHI S.&HD, 811:1'I1IN. BVPS-2 UFSAR Rev. 0 2.5E-73 lORING SlII., SHEET __ ' 0#' _, _ SITE I LOCATION BU,vu. vw.zr JIOWSR STJ.'tION UNIT 2 NO. 12241 z ",-i .... ii FIELD AND LAB. g-.... .. SAMPLE DESCRIPTION TEsT RESULTS I ;e .... ,. .. I: hi_ z; ..... i "l:> c .. a!:; .. .. i!l COMMENTS * --* --* -6/ou

• S 22 '/-22..J.7 GC Wdft'!li' WlIJ&1' GaADBD) AllGULAB 1'0 1.' INCH MAZlHIII, JoDS'!U _ l.lf , ICDBRAftL1' PLASTIC I'IHD, BJK)\If. _ ----*
• 12-9-10 19 eM $1m WYIL, IIlDILt GIWlID, SUBJIlg'DID ro o.S INCH M.\IIM!IM, 25-3OS lIl!In.i
• s 2' lINE SAND, 12-1. IICIIH..ISTIC lINES, BHlIIH. *
• t-so-l--* S 24 ¥-7-ll 18 OK WlDl'.L.1' GRID!:), SUBAHGQWJl to StIBR)tmDJ:D

'1'0,1.0 n;CB MAXDmM:

• 25-COJlB! fU nn SAND, 12-15' NONJIt.&STIC

.. * -----J., NO 1IIIl0Qllt -* S 25 -* I--* l-N QMYJic, lOOBLI .QRADID, SU8A%IGULAft, KlS'1U COABSt to 1.' 1:IOH

• S 26 22 55 _ 2O-a rIniIAHD, NOtfPLASnC nNE, BJI:lW;i.

_ * --* -*

• 27 1'-00/1' 100 NO II!COVERr

-* ----p: 28 78-6'1'l U&DiI" SIVBRI&iI WIl1"llRlD, DBJOKIOSED SHALl) '1'01' 01 RlCIt AT ,8.u'. -* -* -60": ... DD or IOJUlIQ AT ,9." --* -* -* * ---* -* --* ---* -* . -* -----------* ---* ---* -----* ----* -NOT' FOR IICRM __ I £ ' 'DATE .* , lORING NO., SHEET L'GENO N'O ., $tEET , SlOfiE

• WEISTDI EIG. CORP. j7/1h} SIoIS-' , 01 ,

BVPS-2 UFSAR Rev. 0 2.5E-74 BU.VZR VAw.J:r STinCH tlNIT 2 l22IJ. 80RING .111-4 SITE I LOCATION NO. COORDINATES N 421.U.O 162U.I GROIN) ELE'l1ll 699.8 SH££T 10f-L INCLIN"'TION aEARING LOGGED BY D. KlCNEIu.. DATE: START I FINISH I 1I-a-77 CONTRACTOR I DRH.LER ....,.,.D/IODIm STATIC GROUNDWATE" D£PTH IDAU I ___ DAlLL RIG TYPE D£PTH TO BEDROCK '11.3' TDTAL DEPTH DRILLED '11.5' METHODS: DRILLING SOL 4" CjSING, , ,,/8" ROtJ.Ell 11'1', £II lI:IDS. MUD SAMPL ING SOIL 2" O.D. SPLiT SIOOM DRILLING ROCK SPECIAL TESTING OR INSTRUMENTATION REM"'RKS ;;; U 11 .. "';: .. ..0: FIELD "'NO L ..... 0-.... .... -... ..... .... .. . SAMPLE DESCRIPTION ::; .. 5 .. 55 TEST RESULTS I ...... .... c:> ;I I!i i COMMENTS .. -" "z .. BIll * -. * , -* -* ----* '5 eW!'. K)CER1m.Y PUS'1'IC, QIU.VIt 1'0 u.6 IliCR MAIIHUM.

-l-* ..... 4 CL CO E TO PDl!: SAND, CRAI. SOft. B.A.'l'tJlU.'1'ZD

!lACe OF OMA:.:IC N1'1'ZR.1A1.. _ 695 S -S 1 TIIIIltJQll)UT. _

• I--I----S
• 1-l-l
• CL '.IN!!! CUI. SlIIU.U TO W'I!. --. -I---I--S 3 2-' 8 NO III!CCVERI:

--69u lU .: P,: TOP +. 001ltnll.u H.fi' WIDELI G1W)ID, 20002'" StIBRlU:IDID GRAVEL 1'0 .: -s 4 8-7-9 16 U." INCH COl oro FINE SJ.ND, 35-414 NUtl TO SJ..IGB'l'LI PLASTIC _ -CL J'lNIB.8RlWN. 1'DLLOWID BY 3 INca WEft or SIL'f! Cl.AX, SJ..IGI'l'LI PUSTIC I-BIIlWN, !Om ) Il!C!I!!!' 8MIPI SILt. !'O::PLlSTIC, 211-)0$ u::rrollM, rillE -I-D.IIiIt BII)III. _ J.-3 7 CL '9: cyx, SLIcar:r m M:lDDATELI JlLJSTIC. COAEZ '10 "tIE S.l!:D, -* S 1 --I-D IR:l\ll, SO", SATO'RlTED, TRACK OF ORllllIC MlTERIAI... -I--68S 11 -s 6 3-3-3 6 CL aAm SiWl. SDOL1lt '1'0 ABOVE. -S_ SPLIT BARREL SAIIP\.E I. DATUII IS IlEAN SU UNDlSTU_O SAIIP\.[S IU.D.S') OTIEIIWISE tDCAml BORING LOG US_ SHELlY TU. 2 ... OWl RIQUREO TO OIIJYE ., Uf'_ 'IXED PilTON 2"0.0. I4,.,LI! SPOON ," Of' BEAVER VALJ.E! /'OIlER STATION m'IT 2 ... UO_ os TERKRG DCSTANCI! SHOWN USING 'Il ... UD_ DENISON fALL .. DUQUESNE 1.1QH'l' COMPANY 0 Z UP_ PITCHER *INDICATII UII Of 300" .... N_STO. PENETRATION HAMIIER PI'1"rSSURm, Q RESISTANCE ILOWS/FT 5. DEIIOTIS lIlCHD Of P£ICTR. z Jl. OF UNDlSTIJAEO SAW\.[R

• STONE a WEBSTER ENG. CORP. ... ":' QROUNOWATER

4. DENOTES INCIIt:S Of " UNOlSTURKD SAMPLE III II£COV[RV ISSUED IV IDATE '" BOIIINIi N0'ISHUT ... S. = .. 9OL a..ASSIPICImON SWS-4 I OF J 1224l -Gl(B) -1621 BVPS-2 UFSAR Rev. 0 2.5E-75 lOlliNG S_ lHEIT ..!-01' -2..... SITE J LOCATION saVEll VAIUf IQIIEIl ST1TIOli JlIlT 2 ... 0. NO. = ",-i .. ., E=! flE\.D AND LAB. .... .:" SAMPLE DESCRIPTION

.... .... !5! TEIT RUUL TS J fl:l s .. !i .... :I .. i .. COMMENTS

• C * * :
• s 7
• c.. SlLU CLAl" 1fJDl&t.tm.I PWSTIC. I-J.2S rull SJt:n, M!DttIf IXMf * * -t:: -* --S 8 2-2.) , CL sn,n cUt, SDaLAll ttl AItm. -* -* f-* 68J 2u-,...--s 2-<.-4
• CL ;nUl CHl J ,DaLAI 1'0 AIOVL ----f--* f---S 1u '-3-4 , CL SlLtx StAY. aDW.AR to ABOVE. -* * * -* * ---* .,.: s 11 2-2 .. , 5 CL SILIX cut SIII!L1I!

TO .llDY!. -/1/, -* -* * '--*

• S J.2 1",,-2 4 CL SM cl.tAI, SIII!L1II TO .IBO'/E. * * * ---* -* -s 13 ,",-J , CL S11,lI e!,.p, sDm..LR 1'0 ABOVE. * * * * ,...--6?11 ---S 14 2-3*3 6 CL InD SLAY. SINII.AR '1'0 ABOVE. --* * ::: * -* -S 15 .-2-2 4 SILTY Cur t SDru..Ul ttl ADOVI. -* * -* --: -S 1-2-2 4 CL In.tJ QL6l. SDaJ"AR '1'0 ABOVE. IJTJ'OM L OJW.:;lC 811:1\11:. " --* --* -'"
• S 17 1/18" 1 CL 1M SLAY. 1C)DUA.M.r PLASTIC, , .... n:ll SAND, CRAI. * * ----* ---u/18" u CL SILT! 9l.lJ. SIKIJ"AR TO ABOVE, ElCEP'l' LlSS nw: 51 SjJlD. *
• S 18 -* -* 66u IIJ_ --* S 1-.1-2 ) CJ. SIL'" M. 'SDa1.A.R

'1'0 I 18. * * * * -----s au ).)0' 8 CJ. srwa gLA:. HlDERATELX '10 HICB&.! pusnc, LISS TIW; ,. nNE SA:;D, OW, : -2 Ii L.U'DS.

• I--*
• I--lm1r th . .iY, SL1Gll'l'LI TO K)DWm.t PUSTIC, 15-201 nr.;!: SAND. CRAI. -655 S 21 ... -, , c.. -NOT[ .... .... .... ........., -I A STI>>E
• WEISTER EN! CON! A'" IOANI 110 I SHEET L£OENO N'O SEE SHEET I. * . _ 9 9 H SI/S.4 2 OF 3 BVPS-2 UFSAR Rev. 0 2.5E-76 SITE I LO CAnON z ...... ..... ... 635 630 DElVER vAJ...LEr PUWER STA.TION UNIT 2 J.O. NO. 122J,l SAMPLE DESCRIPTION lORING ,ils:!!!lII!::

.... !-__ SHEET..l... 01' _,_ FIEL D AND LAB. TEST RESIL. TS I COMMENTS TOP' It'QHI'Sl SANP' (lLJ.X, SLIGI'l'L! Pl..JSTtC,,30-3SS rrlrE, SAND, GRAY, 1 J..A.YEI or 'SIL'lTQUX. M)DEUfEI..! 'ft) RIOHLl' PLASTIC, QRoU'. ROT'l\JM 1 INCHt SAlIDI c'R1Vl.k,.1.2 INCH QIU.VEl.. c.ulurr n! Sill!. CLIIE! Gl!I.m. WIDELY GIWlED. SIlBII)Il!IDED TO 0.8 *.* SAND. J5-4irSLIGI!I'LY Pt,ASTIC FllIlll. Gil.\!. I I 'CH SILII CLAI, AND 1 THIN LAIER OF BLACllSH SRJWf! MA.T!RIA.L. t WIDELY GRADED I SUBIIHltm!D TO SUBAI ,GULAR 1'0' 1.1 r::CH 25" COARSE 1'0 FIliE SAtlD, 12-1. FI.;ES, GRAY. W.LDU,Y GRADED, AllGUUR TO u.a lifeH HAXIMtlH, 'l'O FINE SAND. 12-lS:S NOt:PLASTIC' FI[:m, BfiOWfj. I !!11i!l...ii.!!W'. SIMlLAlI TO ABOVE * .RlORL1' GRADED, StlBMutiD!:D '1'0 StIB.UrCULAR TO 1.0 INCH COARSE SAND. Lm! THAN sS P'INES. SR)WN. SIMIL.Ut TO ABOVE. ;!IWIGULAR TO l.u r:CH MAXJ.HUM, 25-35S FI!:ES, BroW. SAI!W GRAm.. i'OORl.I GRADED. SIlBRlVNDSD TO SIlBANGOLAR TO 1.0 IIICB IIA.l!M1lM:;J )O-)"lIJS'l'tt HEDI1I1 SAND, t{ONfLASTIC FINm I 8l1JW. SANDY GRAVEL FOCRLY GRADED, SUB'AN'GI1U.R ro 1.2 INCH MAXIMUM, 25-)U$ KlS'l'LY FINE SAND, , ... NONPUSTIC FlIlES, BJr)WN. mp 4 INCHR t 9!Am., mmHz sn.n SANP, WIDELY GWED, 25-30% SUIIRJmmED GRAVEL ro 0.7 HICH MUINt14 KlSTLY FIt,!: SAND, 25-35$ NOrrPL.ASTIC FINES, 8RJ\IlI .. SMAI..L POCKETS or s.vm SILT, THJI)UOIIJUT. "" STONE II WEBSTER ENII. COllI! BVPS-2 UFSAR Rev. 0 2.5E-77 IIlV!ll V.u.t.lr ..,_ suml 1111' 2 122/,1 BORING S!!!:2 sIn I LOCATION .1.0. NO. COORDINATES N 4330.0 I 61., ** GROUND ELE'o! "' 682.u SHEET I OF , INCUIATION BEARING LOGG*D BY G. Zl\WI.I. DAn: START I FINISH WJ-7'1 I WJ-7'1 CONTRACTOR I DRILLER IImIltII)/lODlftI[ STATIC GROUNDWATER DEPTH I DATE I ___ DRILL RIG TYPE DEPTH TO BEDROCK 56.U' TOTAL DEPTH DRILLED 56.4' METHODS: DRILLING SOL 4" C.ASDO,', "le* an.t.BR BIt, 1\1 anll, MaD SAMPLING SOL 2' O.D. SPl,IT SRlOlI DRILL ING ROCI( SPE ClAL TEST INB DR INSTIlUllENTATlON . , REMARKS z %>= .. .... FIELD AND LAB . 0-..... ..... -cO -... ...... .... .. .. ::; .. :I,. :1:1 i! i SAMPLE DESCRIPTION TEST /lf5UL T5 I .... "!: co-e" II 5 ... -' . .. .. ceMMENTS ... --. ---6IIl . -----------S -------67S -----------10_ --A.a."",,, ATI.'I'_ JODEBl'l'lLt PLAS1'IC, VIR!' f'IH1 SAND, BKIW. ---S 1 1-l-l 2 ... : --6'10 ------* 2 1/18' 1 ... lAMP' Artf. Snm.JJl 'ft) jJQVle -..; --.., --"I * , 1/18-1 ... PLJStIC, 5-1" vur roil Un:I. mACJ: or ORUnICS, BR:lW-5. SPLIT BARREL I. DATUM IS _AN SU LEVEL UNDISTURBED SAMPLES (U.D.S.) UNLESS OTNE_ NNCAl'ED BORING LOG US_ SNELIY TUIE 2. BLOWS REDURED TO DlltVE '" UI"_ "XED PISTON .*0.0. I4WLI SPOON .-OR .. UO_ OSTEI'IIIEJItG DISTANCE _ .-140'" IUVU VALLI:!' POWER stATIOll m;I'1' 2 0-0 UD_ DENISON _ DOltll8l1E LIGHT COMPANY z UP_ PITCHER

• INDICATU USE OF SOO 1_ "-N_STD PENETRATION HAMMER PIftSBDRlB, PamSILv .... UI. Q RESISTANCE 8LOWS/FT 3. DENOTES INCHES OF Pt!NrTR. z .Jt. Of

....... ER .t.. STONE a WEBSTER ENG. CORP . '" .,.. GROUNDWolTER 4 DENOTES _5 OF .. UNDISTUIIIl[D SAMPLE '" RECOVEIIY IDAft M _ N0*ISNEET -'I 5. .. IOL Cl.AUI'ICIrIOII Q--:1 S,.., 'Of J 12241 -<11.(8, -16)& BVPS-2 UFSAR Rev. 0 2.5E-78 lOlliNG S"H SHEET -L OF _) _ SITE I LOCATION SEAVER VALL!! lOWEll S'UTION OOT 2 J.o. NO. J "L1 z ...... 3!t: ... 60, 660 655 650 61,6 "'" NOT£ ........ .... .... * * --* * "'-* -* * ----a5 _ -------)0 ..: -----* ---35 _ --------III -----*

• 45 I--I--0 --S --S --S --S --5 --S --S --S --s --S --, ---, s --5 --S I--I--s 4 1/18' 5 2/2/2 6 2/l/2 7 1/18" 8 1/5/) 9 2/4/4 10 8-U-19 U U-l)-ll 12 7-1O-1S 1) 10-9-5 14 9-10-9 15 3-3-5 16 909-7 17 17-20-19 18 la..l)-ll 1 IlL I. IL ) 1 HI. 8 CL
• or OM )U 21. 2S so 11. sW 19 8 16 SM 39 sw SM sw-.. SM SAMPLE DESCRIPTION FIlLD AND LAB. TEST AESll. TS I COMMENTS m:" )()DElU.m.!'

PUS'f!c. LISS 1'!WI 5. V'!RI' PINZ SANn, OllAr. SNJ", snt, K>DUJ.!'EL! PLAS!!C, 15-2$' VER!' nNE SM1D, QRA!'. NO Rll:OVE!\t sn,tt s6NJ), UNIlQJIM, vm .rJ.n, SLIGHn,Y PLASTIC n:;ss, GW. -* * ---------------CLAv!:! SN!J). WIIORM. VERY rIl'E; lU-I.OS MlDWTELY PLASTIC ,ms. CIIA! * .: -§A:!£, 1"C P 1 INCHES! SOOLAll 'It) Se,JmCA.I:iIHG .. GWING' TO SArID, POORLY GRADEtI,rINE TO COAHSI, KIS'lL! nNE 6: MEDIUM GKAVD., TRA.C1i5 Of VXlJ, Bitlw:,= 6: GRAt. --NO R!Covur ---NO IIII:OVE!\t

---

OL.., .. """. 'WELL GRADED, PIICE or QRAvm. CAOlBT IN SiElE. ----CRAVELLY SAND, WELL ORADm, GRAm. ro 1.2 INCH HUIMtlM. ""E ro -comE S.\I:D. LISS TIW' 51 NONPLASTIC

,.IIlS. OW. ---NO JUX:OVER! -* --... -NO U:OV£Rf ---sn.lI S1NP, FINE ro COARSE, LISS THAi: 51 GRAm. '. GIW!ELLI S,\lm, mL GRADED, nNE TO COAIISE, toP 1 lO-LSS .SLIGH'I'!..( PLJSTIC FJ.NlS. CJU.Vn. 'to 1t BQ'M'OM 1 mew: LEU 1'IlAN ". rl]:ES, CRAVEL. ftUCTtmEO. )/4 PIIX:IS, OW. - WELL GlU,DUI. FINE '%tI COARSE, 5-1OS NON..sLIGH'I'Lr PLASnc : F NES, GRAVEl. '%tilt INCH, ORAl' AND BR)WN! fOR lORING -I £. STONE It WEBSTER EIG Cal' I 1°"1£/ .': 10 ..... NO 1 SH" T LEGEM) we HE SHEET I "',i 8\16_, 2 OF 3 1201.1 * <lA'B) -16)8 BVPS-2 UFSAR Rev. 0 2.5E-79 lOlliNG s_ SHEET_'_ CJ#' _,_ SITE I L;OCATION BUVER VJ!.LEf I\ll/Elt STATION IliIT 2 NO. z Q-.... t::f ..... ,;1-6lO .... ..... .... 0 ... --------50-------* -,,--* * * -* * ---* --* ------* -. . -* --------------w., .. .. Ii .. SAMPLE DESCRIPTION FI!:LD AHD LAB. TEST IlESUL TS I COIIIIENTS Sl1!!!J OMm.. PII:I til COiIBE. 1IlS1U nNE

• MEDI1II (tIllt DlCH
• 19 lloll-,/ 20 GW L!SS '!!WI 10!l NON..s..:tmm.Y 1'UoS'l'IC milS. SOME LDISI!S or stlCll'1'l.Y 1'UoS'l'IC l'IlII!S.

lO..jQII PDIB til co.uu s.um. BRlWN. --s t--a I--* 3l 12-U-U 22 22 f--r-S 2) lO-7S f--t-sl.... 100/5' 100< -* * * --WWI S:tftl' FINE 'l'C 00.&1111, WELL GII.ADJ:D, 10-1". NO!I-st.IGIlTLY PLASTIC ** FINES, 20-GRAVJI. ftWIMIZn'S m 11-aao\m.

• 3M SMD, PDOlU QRADm, P'INS 10 COAllllI, KJSTLY rID , HEDItJH, 101 Sp. NON...sLIOHTLl' PLAStIC m:.,

GRA.m TO 1 BR:lWH. 8M SPO 8M SIt'!'! SNip, SAME AS ..,VI. TOf or IIJ()K AT l6.u' IIfD OF 80RIifG AT

---

* -----: ----.. --------: . -----------------NOT[' >OR lOR .... .-., _I SlONE

• WE8STUI ENG COlI! I ISSUED "., I DATE l .. 11. IQRMI NO I SHEET WOo SEE SHEET I. a. .

I S1/19fr1-S I6_5 , OI'J 122Ll _ Ql(Bl

• 1Me.

BVPS-2 UFSAR Rev. 0 2.5E-80 "Te WI. !tLlB "'"" nm" -PI! M 1 ... 0._ 11m _ ... -.....w..- TYN .,..... "D UXATIOII *""'0"'* rIII'n J"'t ..... CLeY. zm** DolTC .,LLlO mu ' OIt"-LiO ...... pery IF L.OeeCO..' G I! P .mu __________ ____________________________________________ __ aaGllID II. 7m_'" IItI.lIl4 m \0 18 2S DIll ..... lAID! 2) CUI' IfUII ::r-.ea.t.et, III .... 11 / "s 11 DAII IICMI IAIIDI Y ft2 00 690 CLAY, ftIFP % If) 8) CLAf. ia-.ffJor;o' art. 100 WiT-ITS *,S ..-,...., ......... , .. .. _ ... ... SILt

• Sl.DY, '1111, .OW CLAY -rtl".,L&AI,SIt.1"l,TIlAC.

ar SA. AS IS) . SA .. AS sal SA .. 'I 13, CUI' * ,tAIf, LIIA_, OAO,.rc, SrLTT, :/IUPOAM, CUI' SAIC AS GAAnt. - .... S,. .. loS sti ACI snaLlA to sail. lIUft II:1II1 sa_D Sa.D

• GRAYIL. SAIC AS SSll --L

... ..... , lItO ... ...-. ,aLLIIII JC

• 111111l1li
• .. _" A 2'" _ ... _ t2
• 011 , .. .. ft __ . " ___ ",. _ r._ ...,.. ... IICMIIT ....... ,U 1II11C",.

___ .--..... ! 1. ::::: : .... __ ft_ * -lOR ... , LOG leI j =. ':.at': If ... -= ... t .** *M ......... , .... c .... n ......... AI, * .. ... ':: I. -._ .. ..,., _.. -- .... TII .... " fIN. I -t ....... -... fI .... _In _,_ ... If ........ ' .. W.', ... " ... 'ThII' *. .J} .;".lii'0II1. PUIUil!.VAlilIA DtlQlJISlIl 1.1GB! CO ..... , If 0lIl , "'..,..1 GIl ....... COMIOIll'" A 11100-,,-1" BVPS-2 UFSAR Rev. 0 2.5E-81 FIELD TEST PIT LOG TEST PIT NO. STONE a WEBSTER ENGINEERING CORP. TP-l SITE IJ.O. NO. SHEET BEAVER VALLEY POWER STATION -UNIT 2 12241.00 1 OF 1 EQUIPMENT LOCATION GROUND ELEV. BACKHOE -CASE 780B N 3885 . .7, E6204.3 733.5 OATE EXCAVATED CONTRACTOR ILOGGED BY AUGUST 11, 1982 DICK CORPORATION J. W. MCCOY DEPTH SAMPLE DESCRIPTION ELEV. I FEET) 733.5 -CLAYEY SILT/SILT, SLIGHTLY PLASTIC, MOIST, LIGHT BROWN WITH GRAY MOTTLING. (CL/ML). -------5 ----SILTY SAND/SAND, UNIFORM, FINE, BROWN (SM-SP). ----10 _ SILT, NON TO SLIGHTLY PLASTIC, VERY MOIST, SOME LAYERING, LIGHT BROWN (HL). ----SAND, TRACE FINE GRAVEL, MEDIUM-FINE SAND, FEW NODULES OF SILT, MOIST, BROWN (SP) . ---15 _ BOTTOM OF TEST PIT: 14 FT. --GROUNDWATER NOT ENCOUNTERED.

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BVPS-2 UFSAR Rev. 0 2.5E-82 FIELD TEST PIT lOG TEST PIT NO. STONE a WEBSTER ENGINEERING CORP. TP-2 SITE IJ.O. NO. SHEET BEAVER VALLEY POWER STATION -UNIT 2 12241.00 1 Of 1 EOUIPMENT LOCATION GROUND ELEY. BACKHOE -CASE 7808 N3949.6, E6167.7 733.5 DATE EXCAYATED CONTRACTOR I LOGGED BY AUGUST 11, 1982 DICK CORPORATION J. W. MCCOY DEPTH SAMPLE DESCRIPTION £LEV. (FEET) 733.5 SANDY SILT, BROWN. -SILT, NONPLASTIC TO SLIGHTLY PLASTIC, TRACE FINE SAND, VERY MOIST, LIGHT BROWN. (ML). -----5 -----SANDY SILT ---SAND, TRACE FINE GRAVEL, MEDIUM TO FINE SAND, BROWN. (SP). --10 -SILT, NONPLASTIC TO SLIGHTLY PLASTIC, VERY MOIST, MODERATELY STIFF TO SOFT, LIGHT BROWN. (ML). -'--SAND, 10-15% GRAVEL, ROUNDED TO SUBANGULAR, COARSE TO FINE SAND, TRACE COAL FRAGMENTS, -GRAYISH BROWN. (SP). ---15 ---BOTTOM OF TEST PIT: 13'9" --GROUNDWATER NOT ENCOUNTERED.

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,

BVPS-2 UFSAR Rev. 0 2.5E-83 FORM G'13-0 FIELD TEST PIT LOG TEST PIT NO. STONE 6 WEBSTER ENGINEERING CORP. TP-3 SITE IJ.D. NO. SHEET BEAVER VALLEY POWER STATION -UNIT 2 12241 lOF 1 EQUIPMENT BACKHOE -CASE 780B lOCATION N3949.9, E6112.2 GROUND. ELEV. 733.5 DATE EXCAVATED AUGUST 11, 1982 CONTRACTOR DICK CORPORATION T LOGGED BY J. W. MCCOY DEPTH SAMPLE DESCRIPTION ELEV. (FEET I 733.5 SAND, SILT, GRAVEL, SLAG GRAY. --SILT, 5-10% FINE SAND, SLIGHTLY PLASTIC, MODERATELY STIFF TO SOFT, -VERY MOIST, LIGHT BROWN, -FEW LARGE ROUNDED GRAVEL TO 6 IN. (ML). --5 -------SAND, 5-7% COARSE TO FINE GRAVEL, MEDIUM TO FINE SAND, MOIST, BROWN. (SP). ---10 ---SILT, NON TO SLIGHTLY PLASTIC, MODERATELY STIFF, VERY MOIST. (ML) --SAND, 5-7% FINE GRAVEL, COARSE TO FINE SAND, TRACE NONPLASTIC FINES, VERY MOIST. BROWN. (SP-SW). --BOTTOM OF TEST PIT: 13.5 FT. (CAVING) GROUNDWATER NOT ENCOUNTERED.

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.

BVPS-2 UFSAR Rev. 0 2.5E-84 FORM 8'13-0 FIELD TEST PIT LOG TEST PIT NO. STONE 8 WEBSTER ENGINEERING CORP. TP-4 SITE I NO. SHEET BEAVER VALLEY POWER STATION -UNIT 2 12241. 00 1 Of 1 EOUIPMENT LOCATION GROUND ELEV. BACKHOE -CASE 780B N389S, E6240 733.S DATE EXCAVATED CONTRACTOR I LOGGED BY MCCOY/D. HUNT SEPTEMBER 21, 1982 DICK CORPORATION J. W. DEPTH SAMPLE DESCRIPTION ELEV. (FEET) 733.S -!:!.J,!,., SLAG, CINDERS, GRAY. . -SANDY CLAY/SILTY CLAY, STIFF, MOIST, COARSE TO FINE GRAVEL SIZED WEATHERED SHALE FRAGMENTS, -MOTTLED BROWN AND GRAY. (eL). ----S -CLAYEY SILT/SILTY CLAY, SLIGHTLY TO MODERATELY PLASTIC, STIFF, MOIST, SOME FINE GRAVEL -SIZED WEATHERED SHALE, IS-20% FINE SAND, BROWN. (CL). ---SIMILAR TO ABOVE, GRAY. --SAND, 10-lS% FINE GRAVEL, ROUNDED, MDEIl1M TO FINE SAND, 5% NONPLASTIC FINES, DAMP, BROWN, --ESTIMATE WATER CONTENT AT 7-8%.( SP) * ---------15 BOTTOM OF TEST PIT: 15 FT. .. -GROUNDWATER NOT ENCOUNTERED

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...., --.. --' -

BVPS-2 UFSAR Rev. 0 2.5E-85 FORM G'13'0 FIELD TEST PIT LOG TEST PIT NO. STONE a WEBSTER ENGINEERING CORP. TP-5 SITE BEAVER VALLEY POWER STATION -UNIT 2 IJ.O. NO. 12241 SHEET 1 Of' 1 EQUIPMENT LOCATION GROUND ELEV. BACKHOE -CASE 78()B N3825, E6320 731.6 DATE EXCAVATED CONTRACTOR I LOGGED BY J. W. MCCOY/D. HUNT DEPTH SAMPLE DESCRIPTION ELEV. I FEET I 731.6 SANDY SILT, VERY DENSE, OCCASIONAL GRAVEL TO 2 IN., ROIJNDED, MOTTLED GRAY AND BROWN. (ML). --SILTY CLAYlCLAYEY SILT, STIFF TO VERY STIFF, MODERATELY PLASTIC, BROWN. eCL). --5 SAND, FINE, 7-10% NONPLASTIC FINES, DAMP, BROWN. rtSILTY SAND FINE DENSE, WET. GRAY BROWN. (DILATIVE) (SM). '"-= \ ------10--SAND, 10-15% FINE GRAVEL, R()UNDED, MEDIUM TO FINE SAND, 5% NONPLASTIC FINES, MOIST, BROWN. (S1') * --/ . -BOTTOM OF TEST PIT: 13 FT. GROUNDWATER NOT ENCOUNTERED.

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"------------. .

BVPS-2 UFSAR Rev. 0 2.5E-86 FORM G*13*0 FIELD TEST PIT LOG TEST PIT NO. STONE a WEBSTER ENGINEERING CORP. TP-6 SITE IJ.O. NO. SHEU BEAVER VALLEY POWER STATION -UNIT 2 12241 1 Of' 1 EOUIPNENT LOCATION GROUND ELEV. BACKHOE -CASE 780B N3775, E6400 733.4 GATE EXCAVATED CONTRACTOR I Loc;GED BY SEPTEMBER 21, 1982 DICK CORPORATION J. \/. MCCOY DEPTH SAMPLE DESCRIPTION ELEV. (FEET) 733.4 -FILL, SLAG, CINDERS ---SILTY SAND, TRACE COARSE TO FINE GRAVEL, OCCASIONAL LARGE ROUNDED COBBLE, FINE SAND, 30-40% --NONPLASTIC FINES, CONTAINS LAYERED ZONES OF CLAYEY SILT AND FINE SAND, 1/4 TO 1 IN. -THICK, DAMP, BROlIN. . 5 ----------10 ----------. . 15 -BOTTOM OF TEST PIT: 15 FT. -GROUNDWATER NOT ENCOUNTERED.

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.

BVPS-2 UFSAR Rev. 0 2.5E-87 FORM G-13-0 FIELD TEST PIT LOG TEST PIT NO. STONE a WEBSTER ENGINEERING CORP. TP-7 SITE BEAVER VALLEY POWER STATION -UNIT 2 t.O. NO. 12241 SHEET 1 OF 1 EQUIPMENT LOCATION GROUND ELEY. BACKHOE -CASE 780B N3745, E6375 734.2 DATE EXCAVATED CONTRACTOR I LOGGEO BY SEPTEMBER 2l, 1982 DICK CORPORATION J. W. MCCOY/D. HUNT DEPTH SAMPLE DESCRIPTION ELEY. (FEET) 734.2 -CLAYEY SILT, DENSE, 15-20% FINE GRAVEL SIZED SHALE FRAGMENTS, BROWN. ----SILTY SAND, FINE, NONPLASTICFINES, OCCASIONAL SILT LAYERS, DAMP, DENSE, BROWN. ---5 ----------10 ---SILTY SAND, FINE, 15-20% NONPLASTIC FINES, OCCASIONAL COBBLE, ROUNDED, LIGHT GRAY, GRADING TO --SAND, FINE, TRACE COARSE TO FINE GRAVEL AND OCCASIONAL LARGE COBBLE, DAMP (W-6%), MEDIUM DENSE -TODENSE. --15 -BOTTOM OF TEST PIT: 14 FT. -GROUNDWATER NOT ENCOUNTERED.

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.,.. -----------. .

BVPS-2 UFSAR Rev. 0 2.5E-88 FORM 0-13-0 FIELD TEST PIT LOG TEST PIT NO. STONE a WEBSTER ENGINEERING CORP. TP-8 SITE *'J.O. NO. SHEET BEAVER VALLEY POWER STATION -UNIT 2 12241 1 OF 1 EOUIPMENT. LOCATION GROUND ELEV. BACKHOE -CASE 780B DATE EXCAVATED CONTRACTOR I LOGGED BY SEPTEMBER 21, 1982 DICK CORPORATION J. W. MCCOY/D. HUNT DEPTH SAMPLE DESCRIPTION ELEV. (FEET) ---STRUCTURAL FILL, FOR SWS PIPELINE.

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5 -------J SILTY CLAY, SLIGHtlY TO MODERATELY PLASTIC, STIFF, MOIST, MOTtlED GRAY -BROWN. ----10 ---J CLAYEY SILT, TRACE COARSE TO FINE GRAVEL, 20-30% FINE SAND, BROWN. (DRIER, LESS PLASTIC L.--MORE CRUMBLY THAN ABOVE). , -GRAVELLY SAND, 20-25% COARSE TO FINE GRAVEL, 5-10% NONPLASTIC FINES, BROWN. . ----15 -BOTTOH OF TEST PIT: 15.FT. -GROUNDWATER NOT ENCOUNTERED.

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BVPS-2 UFSAR Rev. 0 2.5E-89

APPENDIX B LABORATORY TESTING

BVPS-2 UFSAR Rev. 0 2.5E-90 APPENDIX B TABLE OF CONTENTS Section Title Page B1 INTRODUCTION......................................B-1

B2 INDEX TESTS.......................................B-1 B2.1 GRAIN SIZE ANALYSES...............................B-1

B2.2 ATTERBURG LIMITS AND NATURAL WATER CONTENTS.......B-1

B3 CONSTANT RATE OF STRAIN CONSOLIDATION TESTS.......B-1 B4 TRIAXIAL COMPRESSION TESTS........................B-1

B5 DIRECT SHEAR TESTS................................B-2

B6 REFERENCES........................................B-2

B-i BVPS-2 UFSAR Rev. 0 2.5E-91 APPENDIX B LIST OF TABLES Table Title B-1 Atterburg Limits and Natural Water Contents

B-2 Summary of Consolidated Isotropically Undrained Compression Tests

B-3 Summary of Direct Shear Tests

B-ii BVPS-2 UFSAR Rev. 0 2.5E-92 APPENDIX B LIST OF FIGURES Figure Title B-1 Gradation Curves: Boring EOS-1, Sample S-7 B-2 Gradation Curves: Boring EOS-1, Sample S-12

B-3 Gradation Curves: Boring EOS-1A, Sample US4E

B-4 Gradation Curves: Boring EOS-6, Samples S-2 and S-14 B-5 Gradation Curves: Boring EOS-6, Samples S-12 and S-15

B-6 Plasticity Chart

B-7 Consolidation Test Report: Boring EOS-4, Sample US1B5 B-8 Triaxial Test Strength Summary: Boring EOS-1A, Samples US1D, US1E, and US1F

B-9 Triaxial Test Report: Boring EOS-1A, Sample US1D

B-10 Triaxial Test Report: Boring EOS-1A, Sample US1E

B-11 Triaxial Test Report: Boring EOS-1A, Sample US1F B-12 Triaxial Test Strength Summary: Boring EOS-1A, Sample US4E B-13 Triaxial Test Report: Boring EOS-1A, Sample US4E

B-14 Triaxial Test Strength Summary: Boring EOS-4A, Samples U04D, U04E, and U04F B-15 Triaxial Test Report: Boring EOS-4A, Sample U04D

B-16 Triaxial Test Report: Boring EOS-4A, Sample U04E B-17 Triaxial Test Report: Boring EOS-4A, Sample U04F

B-18 Triaxial Test Strength Summary: Boring EOS-4A, Samples U07B and U07C

B-19 Triaxial Test Report: Boring EOS-4A, Sample U07B

B-20 Triaxial Test Report: Boring EOS-4A, Sample U07C B-21 Triaxial Test Strength Summary: Boring EOS-5, Samples U02D, U02E, and U02F

B-22 Triaxial Test Report: Boring EOS-5, Sample U02D

B-iii BVPS-2 UFSAR Rev. 0 2.5E-93 LIST OF FIGURES (Cont) Figure Title B-23 Triaxial Test Report: Boring EOS-5, Sample U02E

B-24 Triaxial Test Report: Boring EOS-5, Sample U02F B-25 Direct Shear Test Summary: Boring EOS-7A, Sample S-4

B-26 Direct Shear Test Report: Boring EOS-7A, Sample S-4

B-27 Direct Shear Test Report: Boring EOS-7A, Sample S-4 B-28 Direct Shear Test Summary: Boring EOS-6, Sample S-4

B-29 Direct Shear Test Report: Boring EOS-6, Sample S-4

B-30 Direct Shear Test Report: Boring EOS-6, Sample S-4

B-iv BVPS-2 UFSAR Rev. 0 2.5E-94 B1 INTRODUCTION The purpose of the laboratory testing program described herein was to evaluate the index and engineering properties of the soil samples recovered from EOS series of borings that are pertinent to the study of the stability of slopes in the vicinity of the emergency outfall structure. The scope of the testing program

consisted of the following: Atterberg Limits and Grain Size Analyses Consolidation Test Triaxial Compression Tests Direct Shear Tests

B2 INDEX TESTS

B2.1 Grain Size Analyses Eight grain size analyses were performed on split spoon samples, the results of which are shown in Figures B-1, B-2, B-3, B-4, and B-5. Tests were performed in accordance with Appendix V of WES (1970).

B2.2 Atterberg Limits and Natural Water Contents

Atterberg limits and natural water contents were performed on selected split spoon and undisturbed samples as summarized in Table B-1 and Figure B-6. Natural water content determinations

were made in accordance with ASTM D2216. Atterberg limits were determined in accordance with the methods presented in Appendix III of WES (1970); however, the grooving tool used was

as specified in ASTM D423. B3 CONSTANT RATE OF STRAIN CONSOLIDATION TESTS

A single constant rate of strain consolidation (CRSC) test was performed on a 2.5-inch diameter by 1.0-inch high specimen of sandy clay trimmed from an undisturbed sample from boring EOS-4 on the riverward slope. Specimen preparation was in accordance with Appendix VIII of WES (1970). Testing was performed according to the procedures described by Wissa and Heilberg (1969). The results of the test (Figure B-7) indicate that the clay is only slightly overconsolidated with a maximum past pressure of about 5.6 ksf, compared to an in situ vertical effective stress

of about 4.6 ksf. B4 TRIAXIAL COMPRESSION TESTS

Twelve consolidated isotropically undrained triaxial compression tests were performed on undisturbed samples of the alluvial

soils in accordance with the methods described in Appendix X of WES (1970). Table B-2 summarizes the results shown in Figures B-8, B-9, B-10, B-11, B-12, B-13, B-14, B-15, B-16, B-17, B-18, B-19, B-20, B-21, B-22, B-23, and B-24. B-1 BVPS-2 UFSAR Rev. 0 2.5E-95 B5 DIRECT SHEAR TESTS Two direct shear tests were performed on 2.5-inch diameter, remolded specimens of the fine colluvial material, the results

of which are presented in Figures B-25, B-26, B-27, B-28, B-29, and B-30 and summarized in Table B-3. The tests were performed in accordance with Appendix IX of WES (1970); sample preparation

is described in this section. Since the residual friction angle was desired, tests were performed on remolded split spoon samples, using only the finer fraction of the fine colluvium. Test 3 was performed on a sample of silty clay which did not contain the coarser fractions, and Test 4 was performed on the minus No. 40 sieve fraction of the sample. The remolded samples were tamped into the direct shear box to obtain an initial specimen height of one

inch. The specimens were initially consolidated to approximately twice the in situ vertical effective stress. The normal load on the test specimens was then reduced and the specimens reconsolidated to approximately the in situ vertical effective stress. Tests were terminated after about one inch of cumulative horizontal displacement since material was slaking

from between the halves of the direct shear box. The measured residual friction angles were 22 and 28.4 degrees.

B6 REFERENCES

U.S. Army Engineers Waterways Experiment Station (WES). Laboratory Soils Testing. Engineer Manual 1110-2-1906. Department of the Army. 1970.

Wissa, A. and Heilberg, S. New One Dimensional Consolidation Test. Research Report 69-9. Soils Publication No. 229. Prepared by Massachusetts Institute of Technology, Department of Civil Engineering, Cambridge, Massachusetts. 1969.

American Society for Testing Materials. Standard Test Method for Liquid Limit of Soils. ASTM D423-66 (Reapproved 1972).

American Society for Testing Materials. Laboratory Determination of Moisture Content of Soil. ASTM D2216-71.

B-2 BVPS-2 UFSAR Rev. 0 2.5E-96 TABLE B-1 ATTERBURG LIMITS AND NATURAL WATER CONTENTS

Boring No. Sample No. Depth (ft) Elevation (ft) Natural Water Content

 (%)    Liquid Limit (%)  Plastic Limit (%)  Plasticity Index (%) Finer than No. 200 
 (%)    Finer  than No. 200   (%)             EOS-1 S4 5.5-7.0 735.5-734.0 22.1 43.7 22.0 21.7 98 CL S5 7.0-8.5 734.0-732.5 25.8 31.8 19.2 12.6 -- CL  S6 8.5-10.0 732.5-731.0 26.7 28.5 21.7  6.8 95 ML  S7 10-11.5 731.0-729.5 15.9 23.8 17.8  6.0 42 ML-CL S8 11.5-13.0 729.5-728.0 19.8 24.6 19.8  4.6 94 ML-CL  S10 14.5-16.0 726.5-725.0 19.7 21.1 13.7  7.4 -- ML-CL  S12 17.5-19.0 723.5-722.0 26.8 24.8 22.8  2.0 96 ML S13(T) 19.0-20.5 722.0-720.5 22.4  --  --  -- -- SM S14 20.5-22.0 720.5-719.0 29.5  --  --  -- -- SM  S15(T) 22.0-23.5 719.0-717.5 28.4  --  --  -- -- ML  S15(B) 22.0-23.5 719.0-717.5 13.1  --  --  -- -- SM  S16 23.5-25.0 717.5-716.0  7.7  --  --  -- -- SP  S17 25.0-26.5 716.0-714.5 29.6  --  --  -- -- SP EOS-1A US1E 11.1-11.6 729.9-729.4 27.6 26.0 21.2  4.8 96 ML-CL EOS-4 US185 36.9-37.1 683.2-683.0 28.5 42.0 22.5 19.5 88 CL  S16 38.0-39.5 682.1-680.6 26.2 35.0 22.5 12.5 87 CL  S18 45.0-46.5 675.1-673.6 27.0 39.9 23.7 16.2 90 CL EOS-4A U04E 47.2-47.8 673.2-672.6 26.5 34.5 19.5 15.0 -- CL  S4 52.5-54.0 667.9-666.4 31.0 34.5 21.6 12.9 77 CL U07C 58.8-59.3 661.6-661.1 25.7 30.2 17.1 13.1 -- CL  U07F 59.9-60.4 660.6-660.0 25.6 30.7 17.5 13.2 -- CL  S6 60.5-62.0 659.9-658.4 28.6 28.7 20.2  8.5 68 CL           EOS-5 S3 5.0-6.5 678.0-676.5 37.8 52.9 30.5 22.4 82 MH  S6 13.5-15.0 669.5-668.0 29.2 33.0 22.7 10.3 71 CL U02E 18.7-19.3 664.3-663.7 26.7 31.4 19.1 12.3 -- CL  S8 20.0-21.5 663.0-661.5 24.0 28.4 16.2 12.2 70 CL  S9 24.0-25.5 659.0-657.5 28.9 31.9 17.8 14.1 76 CL EOS-6 S2 2.0-3.5 743.1-741.6 19.1 36.3 23.6 12.7 66 CL  S4 6.0-7.5 739.1-737.6 19.2 42.0 19.5 22.5 -- CL S6 10.0-11.5 735.1-733.6 22.3 35.3 19.2 16.1 -- CL  S7 12.0-13.5 733.1-731.6 27.8 26.2 19.3  6.9 96 CL-ML 1 of 2 BVPS-2 UFSAR Rev. 0 2.5E-97  TABLE B-1 (Cont)

Boring No. Sample No. Depth (ft) Elevation (ft) Natural Water Content

 (%)    Liquid Limit (%)  Plastic Limit (%)  Plasticity Index (%) Finer than No. 200 
 (%)    Finer than No. 200   (%)             EOS-6 S11 20.0-21.5 725.1-723.6 25.8 29.2 24.1  5.1 -- ML (Cont) S12 22.0-23.5 723.1-721.6 25.4 27.0 20.5  6.5 -- CL-ML S13 24.0-25.5 721.5-719.6 27.6 Non-plastic  --  -- -- --  S14 26.0-27.5 719.1-717.6 30.7 30.5 19.7 10.8 99 CL S15 28.0-29.5 717.1-715.6  -- Non-plastic  --  -- -- --

EOS-7 S4 6.0-7.5 753.9-752.4 17.0 34.0 23.4 10.6 54 CL EOS-7A S4 17.0-18.5 742.6-741.1 22.8 42.9 18.4 24.5 -- CL EOS-10 S9 35.5-37.0 685.2-683.7 21.5 36.1 19.8 16.3 75 CL Test Pit 1 -- 0.0-7.0 733.5-726.5 -- -- -- -- 98 ML -- 9.5-10.5 724.0-723.0 -- -- -- -- 99 ML Test Pit 2 -- 1.1-7.5 732.4-726.0 -- -- -- -- 92 ML

2 of 2

BVPS-2 UFSAR Rev. 0 2.5E-98 TABLE B-2

SUMMARY

OF CONSOLIDATED ISOTROPICALLY - UNDRAINED (CIUC) TRIAXIAL COMPRESSION TESTS SPECIMEN PROPERTIES INITIAL AFTER CONSOLIDATION

Boring No. Sample and Section

Depth (ft)

Elevation (ft)

Diameter (in)

Height (in) Water Content (%) Dry Unit Weight (pct)

Void Ratio Water Content (%) Dry Unit Weight (pct)

Void Ratio Liquid Limit (%) Plastic Limit (%) Effective Confining Pressure C (ksf) Back Pressure uo (ksf)

( 1 -  3)max     (ksf)

Vertical strain at ( 1 - 3)max (%)

Soil Description EOS-1A US1D 10.5 730.5 2.9 6.5 28.2 95.8 0.747 26.3 98.6 0.697 -- -- 6.0 6.5 7.2 14.4 Silty Clay-Clayey silt US1E 11.1 729.9 2.9 6.5 27.6 96.2 0.740 26.2 98.3 0.702 26.0 21.2 3.0 6.5 6.2 14.8 Silty Clay-Clayey silt US1F 11.6 729.4 2.9 6.0 28.1 97.2 0.721 27.5 98.2 0.703 -- -- 1.5 5.8 5.8 15.9 Silty Clay-Clayey silt EOS-1A US4E 20.8 720.2 2.9 6.0 24.3 91.4 0.829 29.5 92.2 0.814 -- -- 3.0 13.0 6.3 13.9 Layered Silt and Silty Fine Sand EOS-41 UO4D 46.6 673.8 2.9 7.1 26.5 98.5 0.699 24.1 102.9 0.626 -- -- 5.5 5.8 5.3 14.9 Sandy Clay UO4E 47.2 673.2 2.9 7.0 26.5 98.3 0.702 23.4 103.8 0.612 34.5 19.5 7.0 6.5 5.9 15.0 Sandy Clay UO4F 47.8 672.6 2.9 7.0 27.8 96.4 0.735 23.1 104.0 0.608 -- -- 10.0 6.5 7.9 15.6 Sandy Clay EOS-4A UO7B 58.2 662.2 2.5 6.2 26.0 99.5 0.681 21.2 107.9 0.551 -- -- 14.0 9.4 10.7 14.0 Sandy Clay UO7C 58.8 661.6 1.4 3.5 25.7 103.3 0.619 22.3 109.6 0.526 30.2 17.1 7.0 10.1 6.1 8.8 Sandy Clay EOS-5 UO2D 18.1 664.9 2.9 7.0 27.9 97.4 0.718 26.1 99.3 0.685 -- -- 2.00 7.2 2.9 14.4 Sandy Clay UO2E 18.7 664.3 2.9 7.0 26.7 97.5 0.716 25.0 100.1 0.671 31.4 19.1 4.0 7.2 4.5 12.9 Sandy Clay UO2F 19.3 663.7 2.9 7.0 28.5 94.8 0.764 25.7 98.8 0.694 -- -- 6.0 9.4 5.3 14.8 Sandy Clay

BVPS-2 UFSAR Rev. 0 2.5E-99 TABLE B-3

SUMMARY

OF DIRECT SHEAR TESTS

Boring No. Sample No.* Depth (ft) Elevation (ft) Water Content

 (%)   Liquid Limit 
(%)   Plastic Limit 
(%)  Residual Friction Angle (Degrees) 

Symbol EOS-7A S4 (90%) 17.0-18.5 742.6-741.1 22.8 42.9 18.4 28.2 CL EOS-7 S9 (10%) EOS-6 S4 (90%) 6.0-7.5 739.1-737.6 19.2 42.0 19.5 22.0 CL S3 (10%)

NOTE:

• Remolded specimen consists of material from split spoon samples in the percentages indicated. Additional data provided only for major constituent of test specimen.

Specimen dimensions: 2.5-inch diameter by 1.0-inch height.

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